HomeMy WebLinkAboutCT 00-16; Poinsettia Properties; Part 1 Hydrology Study; 2002-02-01DRAINAGE REPORT
WATERS END
(POINSETTIA PROPERTIES
PLANNING AREAS 2, 3 AND 4)
CT 00-16 DWG. NO. 396-7
FEBRUARY 2002
(Third Submittal)
Prepared For:
JOHN LAING HOMES
895 Dove Street, Suite 110
Newport Beach, CA 92660
Prepared By:
PROJECTDESIGN CONSULTANTS
PLANNING » ENVIRONMENT.*! « ENGINEERING « SURVEY/GPS
701 B Street, Suite 800, San Diego, CA 92101
619-235-6471 FAX 619-234-0349
Job No. 2068.00
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Adolph Lugo
Registration Expires 09/01/05
RCE 50998
TABLE OF CONTENTS
Section Page
1.0 INTRODUCTION 1
2.0 PROJECT DRAINAGE BACKGROUND 3
2.1 Regional Drainage: O'Day Drainage Reports 3
2.1.1 PDC Field Investigation 4
2.2 Offsite Detention 4
2.3 NCTD Railroad 4
3.0 HYDROLOGY CRITERIA 5
4.0 HYDROLOGY METHODOLOGY 5
4.1 Regional Hydrology 6
4.2 Existing Conditions Drainage Patterns and Improvements 6
4.3 Developed Conditions Hydrology 7
4.3.1 Developed Conditions 2-year Hydrology 9
4.4 PA 5 Hydrology 9
4.5 Lot 5 Hydrology 10
4.6 Southerly Section of Avenida Encinas Hydrology 10
4.7 Offsite Debris/Detention Basin H
4.8 Explanation of the AES Rational Method Software 12
5.0 HYDROLOGIC ANALYSIS RESULTS 14
5.1 72-inch RCP at CO-1 14
5.2 Project BMP: CDS Unit 14
5.3 Southerly Section of Avenida Encinas and Poinsettia Lane 14
6.0 HYDRAULIC CRITERIA 15
7.0 HYDRAULIC METHODOLOGY 16
7.1 CO-3 and CO-7 at PA 5 16
7.2 CO-1 and BMP CDS Unit 17
7.3 Overflow Drainpipe Outlets 17
7.4 Explanation of the AES Pipeflow Software 17
7.5 Explanation of the FLOWMASTER PE Software 18
7.6 Explanation of the CULVERTMASTER Software 18
8.0 HYDRAULIC ANALYSIS RESULTS 18
8.1 Hydraulics at PA 5: CO-3 19
8.2 Hydraulic Analysis at CO-1 and BMP CDS Unit 19
REPORT/2068DR-3.DOC ••
TABLE OF CONTENTS
Section Page
8.3 Storm Drainpipe Analysis 20
8.4 Curb Inlet and Concrete Brow Ditch Analyses 21
8.5 Type 'F' Catch Basin Hydraulic Analysis: Poinsettia Lane Drainage System.. 22
8.6 Overflow Drainpipe Analyses 22
9.0 CONCLUSION 23
FIGURES
1 Vicinity Map 2
TABLES
1 Hydrology Criteria 5
2 O'Day Hydrology: Existing 30-inch Drainpipe along Embarcadero Way 10
3 Avenida Encinas and Poinsettia Lane Hydrology 15
4 Hydraulic Criteria 16
5 Storm Drain Laterals: Velocities Less than 4 FPS A-3
6 Riprap Design A-7
APPENDICES
1 County Soil Group Map
2 County of San Diego Isopluvial Maps and IDF Design Charts
3 Rational Method Computer Output: Storm Drain
100-year storm event
Line 1 and Line EX1; Nodes 1000-1110
Line 2 and Line 2-CDS; Nodes 1200-2800
Line 3; Nodes 3000-3300
2-year storm event
Line 1 and Line EX1; Nodes 1000-1110
Line 2 and Line 2-CDS; Nodes 1200-2800
Line 3; Nodes 3000-3300
4 Rational Method Computer Output: Minor Basins
System 4000 (in Avenida Encinas); Nodes 4000-4010
System 5000 (north of Poinsettia Lane); Nodes 5000-5010
System 6000 (existing condition-Poinsettia Lane); Nodes 6000-6020
System 6000 (developed condition - Ave Encinas & Poinsettia Lane);
Nodes 6000-6110
5 AES Storm Drainpipe Hydraulic Analysis Computer Output
6 Inlet/Catch Basin Hydraulic Analysis
REPORT/2068DR-3.DOC
TABLE OF CONTENTS
Section
7 Overflow Outlets at Cul-De-Sacs: Red Coral Avenue, Brookside Court,
Coral Reef Avenue, Saltgrass Avenue, Sandside Court, Seaward Avenue
8 Dry Roadway Width Calculations: Macadamia Drive, Waters End Drive,
Raintree Drive, Sand Shell Avenue, Sweetwater Street, Red Coral Avenue,
Brookside Court, Coral Reef Avenue, Saltgrass Avenue, Clearwater Street,
Strand Street, Sandside Court
9 Excerpts from "Drainage Study for Poinsettia Properties Area 5" by O'Day
Consultants, dated 7/21/99
10 AES Existing Embarcadero Lane Storm Drain Hydraulic Reanalysis
Computer Output
11 NPDES Treatment Requirement Calculations
CDS Unit Manufacturer's Hydraulic Calculations
Manufacturer's Reinforcing Steel Drawings
12 Hunsaker and Associates Detention Basin Hydrographs
EXHIBITS
A Developed Conditions Drainage Map
B Off-site Developed Conditions Drainage Map
C AES Pipeflow Hydraulic Map
D O'Day Drainage Map: Poinsettia Property Area 5 Proposed Condition
Drainage Study
E Poinsettia Lane Storm Drain, City of Carlsbad Dwg. 366-7, Sheet 5 of 5
F Poinsettia Properties Area 5, City of Carlsbad Dwg. 378-9, Sheet 12 of 25
G O'Day Report drainage Map
H CDS Unit Applications Maintenance Information Packet
I Existing Basin Diversion Structure As-builts
REPORT/2068DR-3.DOC •
1.0 INTRODUCTION
This drainage report supports the design of the storm drain improvements for the Waters End
development (Project). The Project is located in the City of Carlsbad (City), California, and is
bound by Poinsettia Lane to the south, Avenida Encinas to the east, Embarcadero Way to the
north, and the San Diego Northern County Railroad (Railroad) to the west. See Figure 1:
Vicinity Map for the Project location.
From a drainage and land use perspective, the Project consists of 219 single-family residential
units, 3 recreational lots, 1 RV lot, and 25 open space lots, which ultimately drain to the
southwest corner of the Project. Additionally, the Project storm drain system conveys offsite
runoff from a number of developments that are located along the perimeter of the Project. These
developments include: 1) the Poinsettia Property Planning Area 5 (PA 5) development and Lot 5
(Map 13785) to the north, which is currently undeveloped; and 2) the various hotels and medical
developments to the east.
Concerning water quality mitigation, a Continuous Deflective Separator (CDS) Storm Water
Pollution Control Unit will be constructed to comply with the National Pollution Elimination
System (NPDES) Municipal Permit regulations for the County of San Diego. This Best
Management Practice (BMP) will be designed per the flow requirements identified in the permit.
The permit requires that the project runoff generated by 0.2 inches per hour of rainfall intensity
be treated.
REPORTO068DR-3.DOC
PACIFIC
OCEAN
VICINITY MAP
NOT TO SCALE
Figure 1: Vicinity Map
REP\2D6SDR.DOC
2.0 PROJECT DRAINAGE BACKGROUND
In general, there are three Project drainage conditions that affect the design of the onsite storm
drain system. These conditions are discussed in the sections below and include: 1) the regional
drainage system (Regional system) that conveys the 100-year runoff from the entire watershed to
Batiquitos Lagoon; 2) Project detention requirements; and 3) the Project drainpipe crossing
beneath the NCTD Railroad.
2.1 Regional Drainage System: O'Day Drainage Reports
The drainage report (Report) titled, "Storm Drain Line 'A': Extension within the San Diego
Northern Railway ROW Station 40+86 to Poinsettia Lane (1997)", was a reference in the
preparation of this drainage report. This Report reflects the 100-year storm flows and regional
storm drain system shown in the City's Master Plan titled, "Master Drainage and Storm Water
Quality Management Plan". Note that O'Day Consultants prepared the Report, while Frazer
Engineering, in conjunction with Cooper Engineering and Associates completed the Master Plan
in March of 1994.
From a Project drainage perspective, the Report accounts for the preliminary layout of the
Project, as opposed to the Master Plan, which uses the undeveloped area and ultimate condition
land use to develop the design 100-year runoff. The Report shows a total Project drainage area of
approximately 83 acres, which includes both the onsite and offsite tributary areas that are located
to the north and east of the Project. The Project runoff is conveyed to the existing cleanout (CO-
1) that is located on the west side of railroad (see Exhibit A), which serves as the junction box
for the Project and Regional systems, and as the confluence point for the runoff from the Project
and the existing Poinsettia Cove Planning Area 7 (PA 7) that is located on the west side of the
Railroad.
Discussions with the City suggest that the Project drainage system is the last leg of the Regional
system. The total 100-year runoff from the Project and PA 7 are both approximately 83 CFS. The
total design runoff at CO-1 is approximately 166 CFS. See Exhibit G for the O'Day Report
drainage map.
REPORT/2068DR-3.DOC
2.1.1 PDC Field Investigation
A field investigation was conducted by PDC to verify the Project's offsite drainage patterns and
areas with those identified in the O'Day reports. The results of the comparative evaluation show
that the areas and drainage boundaries are approximately the same.
The Report shows an offsite tributary 30-inch RCP that parallels the south side of Poinsettia
Lane. This system was planned to convey the runoff to the Project, which is located to the north
of Poinsettia Lane. Note that City as-built plans (Dwg. No. 234-4) show that the aforementioned
drainpipe is a 24-inch RCP that continues to the south, along the east side of the railroad tracks.
The drainpipe eventually connects to a 24-inch RCP (per Dwg. No. 337-9) that crosses the
tracks, prior to connecting to the Regional 78-inch RCP.
2.2 Offsite Detention
The development conditions-of-approval ("conditions") for the Project states that 10-year storm
detention is required. By definition, the Qio post-development runoff must be less than or equal
to the Qio pre-development runoff to meet the project detention requirement. Additionally, the
conditions state that the basin may be located onsite, or at the existing offsite debris basin
(Basin) that is located adjacent to Batiquitos Lagoon. The Basin alternative has been selected to
comply with the detention requirement for the Project. The basin will be cleaned out per Item 55
of the conditions and modified to satisfy detention requirements.
The Basin was modified to detain for the 10-year storm event. Basin modifications include: 1)
the expansion of the existing diversion structure to accommodate a new outlet structure into the
basin, 2) rip rap for erosion protection at the outlet of the new structure, and 3) the removal of
sediment from the basin to accommodate the required detention volume. See Section 4.7 for
basin hydrology methodology.
2.3 NCTD/Railroad
The 60-inch RCP from the Project will cross beneath the railroad tracks prior to connecting to
CO-1 (see Section 2.1). Approval by NCTD for the jacking of the drainpipe across the railroad
REPORT/2068DR-3.DOC
tracks will be reflected in the Licensing Agreement between the City and NCTD. This agreement
requires City Council approval, which is pending.
3.0 HYDROLOGY CRITERIA
This section of the report summarizes the drainage criteria that were used in the hydrologic
analysis and key elements of the methodology. Table 1 below summarizes the drainage criteria
for the project.
Table 1: Hydrology Criteria
Design Storm:
Land Use:
Runoff Coefficients:
Hydrologic Soil Group:
Intensity and Time of
Concentration:
100-year, 6-hour storm.
Single-family residential.
Based on criteria presented in the "Standards for Design and
Construction of Public Works Improvements in the City of
Carlsbad," Drainage - Design Criteria section, dated 4-20-93.
Soil Groups 'A' and 'D'. See Appendix 1 for the County Soil
Group Map.
Based on criteria presented in the County of San Diego
Hydrology Manual. See Appendix 1 for the County Isopluvials
and EDF Curve.
The Project site consists of hydrologic soil group classifications 'A' and 'D', per the County and
SCS maps. However, a 'D' classification was used for the onsite hydrologic analysis. An 'A' soil
group classification was used for the offsite areas, which is consistent with the O'Day reports.
4.0 HYDROLOGY METHODOLOGY
The hydrology methodology for the drainage improvements is straightforward. The Modified
Rational Method was used to determine the 2-year and 100-year storm runoffs used in the design
of the Project drainage system.
The following sections describe the approach used in the hydrologic analyses for the Project.
Specific consideration was given to the: 1) Regional hydrology; 2) "existing" conditions
REPORT/2068DR-3.DOC C
drainage patterns; and 3) "proposed" conditions hydrology, which includes onsite, PA 5, and Lot
5 offsite hydrology. A description of the Advanced Engineering Software (AES) Rational
Method software is also included. The Rational Method node numbers shown on Exhibit A are
used in the following discussion.
4.1 Regional Hydrology
A key element of the drainage system design approach was the evaluation of the regional
hydrology at CO-1. In effect, the goal was to verify that the total runoff at CO-1 didn't exceed
the 166 CFS identified in the O'Day reports. This was an important issue since the downstream
regional 72-inch RCP was designed for this runoff.
This study accounts for all of the contributing storm runoff at CO-1 that is identified in the
O'Day reports. This includes the offsite runoff that is conveyed by the onsite system (see below),
the onsite runoff, and the tributary runoff from PA 7.
Note that the Report does not account for the runoff from a narrow strip of drainage area that is
located along both sides of the railroad tracks, and the NCTD station platform and parking lot.
The PDC field investigation shows that the runoff along the railroad tracks flows downstream of
the Project. Concerning the station platform, as-built drawings show a drainage system that
allows for the percolation of runoff.
4.2 Existing Condition Drainage Patterns and Improvements
The site receives storm runoff from offsite developments via a number of drainpipes that are
located around the perimeter of the Project. The following drainage systems discharge onto the
Project:
• An existing 36-inch RCP in Embarcadero Way, which collects runoff from PA 5 to the north,
and the developments that are located northeast of the intersection of Avenida Encinas and
Embarcadero Way (approximately 14.4 acres). The PA 5 storm drainpipe system discharges
onto the site near the midpoint of the northerly property line of the Project (between Nodes
1110 and 1200).
REPORTV2068DR-3.DOC
• An existing 18-inch RCP that collects runoff from Avenida Encinas and the hotel/hospital
complex. This drainpipe begins on the east side of Avenida Encinas (approximately 2.2
acres) and crosses Avenida Encinas prior to discharging onsite (see Node 1060) to an
existing desilting basin.
• The westerly side of Avenida Encinas and approximately 1/3 of the project site drains to the
aforementioned desilting basin that fronts Avenida Encinas. The storm runoff from this basin
is pumped to sump inlets that are located in Poinsettia Lane.
• Aside from the area that the desilting basin occupies, the remaining onsite area sheet flows
towards the railroad tracks, which are located along the westerly property boundary of the
Project. Due to the relatively flat topography, which is dotted with a number of depressions
(vernal pools), the lesser frequency storms pond and percolate into the ground. Note that the
larger storm events are conveyed to the south, along the railroad.
• Construction is currently underway for the Poinsettia Lane Overhead Bridge Widening
Project. Improvement plans for this project (see City Dwg. 392-1 prepared by Dokken
Engineering) show that the existing inlets that are located on the northerly side of Poinsettia
Lane will be replaced due to the roadway widening. A single 7-foot inlet (see Exhibit A) will
replace the three existing sump curb inlets, which consist of two 8-foot inlets and one 4-foot
inlet.
4.3 Developed Conditions Hydrology
The 100-year runoff from the lots is conveyed to inlets, prior to entering the Lines 1 and 2
backbone systems. Both systems confluence at the cleanout (Node 2300) that is located at the
intersection of Shoreline Drive and Red Coral Avenue. Line 2 continues to the southwestern
corner of the site (Node 2700) and connects to a CDS unit that is located in Lot 226. To satisfy
water quality requirements, the CDS unit will treat the offsite and onsite runoff prior to leaving
the Project. See Appendix 3 for the results of the Rational Method, and Appendix 11 for the CDS
Unit flow treatment requirement calculations.
Additional Project drainage improvements consist of the following:
REPORT/2068DR-3 .DOC
Line 1: Line 1 conveys runoff from the tributary developments that are located easterly of
Avenida Encinas and the northerly segment of Avenida Encinas along the project. The
existing 18-inch RCP that previously discharged onsite will be re-aligned to connect into the
existing 30-inch RCP that is located within Embarcadero Lane. The 30-inch will receive an
additional 8.7 CFS due to the re-alignment.
O'Day prepared the original drainage report titled, "Drainage Study for Poinsettia Property
Planning Area 5", which supports the design of the existing 30-inch drainpipe and a 18-inch
RCP stub out from the cleanout at the intersection of Embarcadero Lane and Avenida
Encinas (see Exhibit F). The 18-inch stub out was slated to only convey a roadway runoff of
1.8 CFS.
Line 2 and Line 2-CDS: Line 2 is located within Seaward Avenue, Shoreline Drive, and Sand
Shell Avenue, and is identified by Nodes 1200-2700. Line 2 traverses the Project in a
north/south direction and collects runoff from the storm drainpipe laterals that are located
along Shoreline Drive, Sand Shell Avenue, Red Coral Avenue, Brookside Court, Coral Reef
Avenue, Saltgrass Avenue, Strand Street, Sandside Court and Seaward Avenue. A key
segment of this line (Line 2-CDS) is the drainpipe segment between Nodes 2700 and 2800.
This segment conveys the entire onsite and offsite runoff to CO-1.
Line 3: Line 3 is located within Raintree Drive, Sweetwater Street and Red Coral Avenue
and is identified by Nodes 3000-3300. Line 3 collects runoff via drainpipe laterals that are
located in Waters End Drive, Raintree Drive, and Sweetwater Street. Note that Lines 2 and 3
confluence at the intersection of Shoreline Drive and Red Coral Avenue (Node 2300). At this
point, Line 2 continues on to the southwest corner of the site (Node 2700).
Cul-de-sac Overflow Pipe Outlets: As an added measure of flood protection, 18-inch
diameter overflow pipe outlets will be constructed at the end of a number of the cul-de-sacs
that are located along the westerly project boundary. These cul-de-sacs are identified by the
following streets: Red Coral Avenue, Brookside Court, Coral Reef Avenue, Saltgrass
Avenue, Sandside Court and Seaward Avenue. See Appendix 7 for the drainpipe culvert and
riprap erosion protection analysis.
REPORT72068DR-3.DOC
4.3.1 Developed Conditions 2-year Hydrology
The 2-year runoff was determined to verify that the cleansing velocities within the backbone
drainpipe are at or exceeds 4 FPS, per City drainage criteria. This approach was used since the
majority of the backbone drainage system was designed with drainpipe grades of less than 0.5
percent due to topographic constraints that affect the cover over the drainpipe, and the elevations
of the existing storm drain improvements at the downstream and upstream ends of the Project.
Note that the intensities for the 2-year offsite runoffs for PA 5 were based on the 100-year time-
of-concentrations, per the O'Day report.
The results of the hydrologic analysis show that the cleansing velocities within the backbone
system and the majority of the drainpipe laterals are greater than 4 FPS (Lines 2 and 3).
However, there are a few instances where the cleansing velocity within a drainpipe lateral is less
than 4 FPS. From a design perspective, the latter is not a concern since a higher lateral discharge
will flush the drainpipe into the backbone drainpipe, which has a 4 FPS cleansing velocity for the
2-year storm event.
See Appendix 3 for the Rational Method, which shows the drainpipe velocities based on normal
depth calculations. Additionally, see Table 5 in Appendix 3 that identifies the laterals that have
2-year storm velocities below 4 FPS. Note that in these limited instances the lateral velocities are
above 3 FPS.
4.4 PA 5 Hydrology
PDC is adding approximately 8.7 CFS to the existing 30-inch RCP within Embarcadero Lane. As
a result, this report includes a hydrologic re-analysis of the 30-inch RCP that was originally
designed by O'Day. The approach used in the analysis was to: 1) route the additional drainage
area runoff through the proposed 18-inch RCP that connects to the existing 30-inch RCP at Node
1098; and 2) insert the O'Day 100-year runoffs, time-of-concentrations (tc), and drainage areas
(A) at key locations along the existing 30-inch RCP. These locations coincide with the node
numbers shown on the O'Day drainage map (see Appendix 9 for the O'Day hydrology and
Exhibit D for the drainage map). Table 2 lists the O'Day analysis node numbers and hydrologic
data. Also shown are the node numbers that were used by PDC at the same locations.
REPORT72068DR-3.DOC n
Table 2: O'Day Hydrology-Existing 30-inch Drainpipe at Embarcadero Lane
O'Day Node Numbers
1340
1368
1370
1450
1200
Hydrologic Data
(Qioo, A, tc)
16.54CFS, 5.7ac, 15.17min.
0.40CFS, O.OSac, 5.7min.
1.47CFS,0.30ac,7.35min
1.66CFS,0.40ac,7.02min
6.89CFS, 1.70ac,9.2min
0.54CFS,0.10ac, 5.75min
14.31CFS,4.9ac, 9.23min
PDC Node Numbers
1098
1095
1100
1105
1110
4.5 Lot 5 Hydrology
The runoff generated by Lot 5, due to future development, has been accounted for in the design
of the Project drainpipe system. The hydrologic analysis was performed using an 'A' hydrologic
soil group classification in conjunction with a multifamily land use.
An 18-inch RCP drainpipe will be constructed from the manhole at Node 1110 to Node 1110.2,
which allows for the future connection of the Lot 5 drainage system. In the interim, however, a
dual 12-inch culvert with a headwalls will be constructed at node 1110.5 of Exhibits A and B,
which will collect the drainage from Lot 5. Exhibits A and B show that Lot 5 drains towards a
low point (Node 1110.5) under existing conditions.
4.6 Southerly Section of Avenida Encinas Hydrology
The southerly half of Avenida Encinas will drain to the 7-foot sump curb inlet that will be
constructed as a part of the Poinsettia Lane Bridge widening. Additionally, a narrow strip of
drainage area located behind lots 11 through 19 will drain into the back of the 7-foot sump inlet
via a Type 'F' catch basin and drainpipe. PDC acquired the drainage report from Dokken
Engineering to identify the drainage area and discharge that was used to size the proposed 7-foot
inlet.
REPORT/2068DR-3.DOC 10
PDC's verification of offsite drainage patterns and areas, in conjunction with the Project
roadway drainage area contribution, shows that the inlet will receive runoff from an additional
1.68 acres. Due to this discrepancy, PDC redid the hydrologic analysis to account for the
additional runoff to the inlet and to determine if the new inlet has the required capacity. See
Section 5.3 for the results of the hydrologic analysis.
4.7 Offsite Debris/Detention Basin
Hunsaker and Associates (H&A) prepared a drainage report titled, "Hydrology Study for the
Poinsettia Property", in April of 2001 that addresses offsite detention for this Project. In this
report H&A provides: 1) 10-year existing and ultimate condition hydrology, and 2) Basin
diversion structure modifications, which includes the construction of an additional 1.5-foot by
10-foot opening from the structure to the basin. The additional opening, per the H&A report, in
conjunction with the current 18-inch RCP outlet directs more inflow to the Basin for attenuating
back to 10-year existing conditions.
PDC previously provided the City with a copy of the H&A report, which provides in detail the
hydrologic and hydraulic methodology and the results of the analysis. To satisfy City first
submittal plan check comments, PDC is providing the following H&A hydrographs, per their
HEC-1 computer models: (See Appendix 12)
• Existing and proposed land use conditions Basin inflow hydrographs, and diversion
hydrographs from the structure to the 84-inch RCP, with and without modifications to the
Basin.
• Existing and proposed land use conditions Basin inflow hydrographs, and diversion
hydrographs from the structure to the 84-inch RCP, with modifications to the Basin.
• Confluence/combined hydrographs at Batiquitos Lagoon for each of the above scenarios.
The result of the H&A analyses shows that the: 1) existing condition 10-year storm discharge is
86 CFS, and 2) the new detained discharge, due to the diversion structure modification is 72
CFS. These results satisfy the City detention requirement for the Project that outlined in the
conditions-of-approval. See Exhibit I for City Basin as-built drawings and Appendix 12 for the
hydrographs.
REPORT/2068DR-3.DOC 11
The PDC improvement plans for the modified diversion structure at the Basin show a: 1) 1.5-foot
RGB opening, 2) a 2-foot RGB height within the culvert barrel, in lieu 1.5-foot, 3) a 10.0-foot
barrel width, and 4) rip rap for erosion protection at the outlet of the new RGB structure. This
design was approved by the City, due to insignificant hydraulic impact associated with an
additional .5-foot of RGB depth within the culvert barrel (entrance is still 1.5-foot). Note that the
City also waived additional hydraulic analysis, beyond that prepared by H&A, due to the
insignificance of the hydraulic impact on the overall function of the detention basin.
4.8 Explanation of AES Rational Method Software
The Advanced Engineering Software (AES) Rational Method Program was used to perform the
hydrologic calculations. This section provides a brief explanation of the computational procedure
used in the computer model.
The AES Rational Method was used to determine the 100-year storm flow for the Project. The
Rational Method Hydrology Program is a computer-aided design program where the user
develops a node link model of the watershed. The program has the capability of estimating
conduit sizes to convey design storm discharges, or the user may input specific conduit sizes and
open channels. Soil types used in the model are based on hydrologic soil groups as outlined in
the Conservation Service's Soil Survey for San Diego County. The rainfall intensity distribution
and runoff coefficients utilized by the program can be user-specified to be based on either the
County of San Diego or the City of San Diego Drainage Design Manuals.
The AES Rational Method was used to determine the 100-year storm flow for the Project. The
Rational Method Hydrology Program is a computer-aided design program where the user
develops a node link model of the watershed. The program has the capability of estimating
conduit sizes to convey design storm discharges, or the user may input specific conduit sizes and
open channels. Soil types used in the model are based on hydrologic soil groups as outlined in
the Conservation Service's Soil Survey for San Diego County. The rainfall intensity distribution
and runoff coefficients utilized by the program can be user-specified to be based on either the
County of San Diego or the City of San Diego Drainage Design Manuals.
REPORT/2068DR-3 .DOC 12
Developing independent node link models for each interior watershed and linking these sub-
models together at confluence points creates the node link model. The program allows up to five
streams to confluence at a node. Stream entries must be made sequentially until all are entered.
The program allows consideration of only one confluence at a time. The program has the
capability of performing calculations for 17 hydrologic and hydraulic processes. These processes
are assigned code numbers, which appear in the printed output. The code numbers and their
meanings are as follows:
CODE 0: ENTER Comment
CODE 1: CONFLUENCE analysis at node
CODE 2: INITIAL subarea analysis
CODE 3: PIPE/BOX travel time (COMPUTER estimated pipe/box size)
CODE 4: PIPE/BOX travel time (USER specified pipe/box size)
CODE 5: OPEN CHANNEL travel time
CODE 6: STREETFLOW analysis through subarea, includes subarea runoff
CODE 7: USER-SPECIFIED hydrology data at a node
CODE 8: ADDITION of subarea runoff to MAIN-stream
CODE 9: V-GUTTER flow through subarea
CODE 10: COPY MAIN-stream data onto memory BANK
CODE 11: CONFLUENCE a memory BANK with the Mainstream memory
CODE 12: CLEAR a memory BANK
CODE 13: CLEAR the MAIN-stream
CODE 14: COPY a memory BANK onto the Main-stream memory
CODE 15: HYDROLOGIC data BANK storage functions
CODE 16: USER-SPECIFIED Source Flow at a node
REPORT72068DR-3.DOC 13
5.0 HYDROLOGIC ANALYSIS RESULTS
The results of the site drainage analyses influence the capacity of the existing 72-inch regional
drainpipe, and BMP compliance with the NPDES Municipal permit. The following sections
address these issues in addition to the southerly section of Avenida Encinas hydrology.
5.1 72-inch RCP at CO-1
The PDC hydrology analysis shows that the total storm flow at CO-1 does not exceed the 166
CFS identified in the O'Day studies. In fact, the total storm runoff is 161 CFS, which verifies
that the existing 72-inch RCP has been adequately sized for the storm runoff, and the onsite
detention for the 100-year storm event is not necessary.
5.2 Project BMP: CDS Unit
A CDS unit will be used as the water quality BMP for the Project. The CDS unit was sized using
the flow-based criteria identified in the Municipal permit. This criteria states that the treatment
design runoff must be based on 0.2 inches of rainfall per hour (I) over the drainage basin in
question.
The total design discharge for the CDS unit was determined using the Rational Method formula
where: Q=CIA. Note that the runoff coefficient (C) was determined by weighing the individual
coefficients for industrial, multi-family, and single-family land use classifications. The total
Project drainage area is 57.8 acres (A), which consists of 36.7 acres of onsite and 21.2 acres of
offsite drainage area. See Appendix 11 for the CDS Unit hydrologic and hydraulic analysis.
5.3 Southerly Section of Avenida Encinas and Poinsettia Lane
Table 3 below provides the results of a comparative analysis of the existing and developed
condition hydrology study for the Avenida Encinas/Poinsettia Lane drainage basins that are
tributary to the 7-foot sump inlet in Poinsettia Lane.
KEPORT72068DR-3.DOC 14
Table 3: Avenida Encinas and Poinsettia Lane Hydrology
Existing Conditions
Poinsettia Lane basins,
only (by Dokken
Engineering)
Acres/CFS
(100-yr, 6-hr storm)
0.33ac./2.12CFS
Existing Conditions
Poinsettia Lane basins,
only (by PDC)
Acres/CFS
(100-yr, 6-hr storm)
0.77 ac./3.62 CFS
Developed Conditions
Avenida Encinas and
Poinsettia Lane (by
PDC)
Acres/CFS
(100-yr, 6-hr storm)
2.16ac./5.51CFS
Developed Conditions
Narrow Strip behind
Lots 11 -19 (by PDC)
Acres/CFS
(100-yr, 6-hr storm)
0.28 ac/0.42 CFS
Note that under existing conditions, the Dokken Engineering analysis does not account for a
portion of Avenida Encinas. PDC's field review shows that the existing drainage area to the
existing inlets at Poinsettia Lane is approximately 50% larger. The table also shows that this
project adds an additional 1.9 CFS from 1.4 acres of new widened roadway area, and 0.42 CFS
from a 0.28-acre area behind lots 11 through 19. See Appendix 4 for excerpts of the existing
conditions hydrology analysis for Poinsettia Lane by Dokken Engineering, and for the existing
and developed conditions hydrologic analyses performed by PDC.
As previously mentioned in Section 4.6, a Type 'F' catch basin was designed to tie into the back
of the new 7-foot sump inlet along Poinsettia Lane. Section * describes the results of the
hydraulic analysis at these structures. The goal of the analysis was to show that the lots in
vicinity of the basin are not flooded by 100-year storm event. See Section 8.4 for the results of
the hydraulic analyses at the sump inlet.
6.0 HYDRAULIC CRITERIA
The following sections present the hydraulic criteria and methodology used in the design of the
storm drain improvements. Table 4 below summarizes the hydraulic criteria used for each
system.
REPORTY2068DR-3.DOC 15
Table 4: Hydraulic Criteria
FACILITY
Underground Storm Drain
Systems
Inlets
Dry Roadway Width
Overflow Drainpipe Outlets
CRITERIA
100- year storm HGL below flow line of the inlet opening
and below cleanout top-of-rim elevation.
No bypass; complete interception of the 100-year storm
event.
8-foot wide dry lane within the roadway traveled way.
Hydraulic Design Series No. 5 (HDS 5), Hydraulic
Design of Highway Culverts (1985) as prepared by the
Federal Highway Administration.
In addition to the criteria in Table 4, three key hydraulic parameters that influence the design of
the onsite storm drainpipe system were: 1) the O'Day HGLs at the cleanouts CO-3 and CO-4,
(Nodes 1105 and 1106, respectively within PA 5; 2) the HGL at CO-1; and 3) the design of a
non-pressurized drainage system to avoid the use of drainpipe pressure gaskets. See Section 7.0
for the analysis methodology.
7.0 HYDRAULIC METHODOLOGY
The Project is situated between two existing drainage systems, which control the hydraulic
analysis and design of the Project storm drain system. The existing drainage systems are
associated with CO-3 at PA 5 and CO-1, which will serve as the second upstream cleanout in the
Regional System. The sections below address the technical approach used in the evaluation of
these facilities.
7.1 CO-3 and CO-4 at PA 5
A goal in the design of the drainage backbone system was to protect the PA 5 development from
flooding due to backwater from the Project. Specifically, HGL at CO-3 and CO-4 either needed
to be equal to or less than that determined by O'Day. See Section 8.1 for the results of the
hydraulic analysis.
REPORT72068DR-3.DOC 16
7.2 CO-1 and BMP CDS Unit
The HGL at the CO-1 was determined by beginning the hydraulic analysis at CO-2 located
immediately downstream from CO-1. The HGL at CO-1 primarily affects the hydraulics
associated with the CDS Unit water quality BMP and the Project storm drain system (see Section
8.2 for the results of the CDS hydraulic analysis).
The hydraulic analysis of the onsite storm drain system was initialized with an HGL of 36.02
feet at CO-2. This approach was used to accurately model the confluence losses at CO-1, due to
the confluence of the PA 7 and the Project incoming drainpipe. Note that CO-1 and CO-2 are
located at Stations 62+38.43 and 60+83.19, respectively, per City of Carlsbad Improvement
Plans Drawing 366-7, Project No. SP 210 (Dwg. No. 366-7). In addition, the HGL at CO-2 is
shown on Dwg. No. 366-7, which has been included as Exhibit E.
Minimizing the head losses through the CDS Unit was a key concern in its design. In fact, the
goal was to achieve open channel flow in the storm drain systems upstream of the CDS Unit. See
Appendix 11 for the CDS Unit hydraulic analysis.
7.3 Overflow Drainpipe Outlets
The goal in the design of the overflow drainpipe outlets was to provide an added measure of
security for the 100-year storm event. The overflow drainpipes will convey runoff only in case of
emergencies when the sump curb inlets located at the cul-de-sacs fail. In addition to the HDS 5
criteria used in the hydraulic design, the following parameters were used: 1) convey 100% of the
100-year, 6-hour storm flow at the "local" or nearest sump curb inlet; and 2) provide a minimum
freeboard of 0.75 feet measured from the headwater elevation to the lowest finish floor elevation
of the lots adjacent to the overflow drainpipes. See Appendix 7 for the overflow culvert analysis
and riprap design.
7.4 Explanation of AES Pipeflow Software
The AES Pipeflow software hydraulic model was used to determine the hydraulic grade line for
the storm drain system improvements. However, FLOWMASTER and CULVERTMASTER,
proprietary software by Haestad Methods, were used in the dry lane calculations, concrete brow
REPORTV2068DR-3.DOC 17
ditches, and overflow drainpipes at the cul-de-sacs. The following sections provide a brief
description of the analytical procedures used in each model.
The AES Pipeflow model was used to determine the hydraulic grade line for the storm drainpipe
improvements for this project. The AES computational procedure is based on solving Bernoulli's
equation for the total energy at each section; and Manning's formula for the friction loss between
the sections in each computational reach. Confluences are analyzed using pressure and
momentum theory. In addition, the program uses basic mathematical and hydraulic principals to
calculate data such as cross sectional area, velocity, wetted perimeter, normal depth, critical
depth, and pressure and momentum. Model input basically includes storm drain facility
geometry, inverts, lengths, confluence angles, and downstream/upstream boundary conditions,
i.e., initial water surface elevations.
7.5 Explanation of FLOWMASTER PE Software
The FLOWMASTER model computes flows, water velocities, depths and pressures based on
several well-known formulas such as Darcy-Weisbach, Manning's, Kutter's, and Hazen-
Williams. For this project, Manning's equation was used in the dry lane width calculations and
concrete brow ditches.
7.6 Explanation of CULVERTMASTER Software
The CULVERTMASTER model designs and analyzes culvert hydraulics based on
methodologies set forth in Hydraulic Design Series No. 5 (HDS 5), Hydraulic Design of
Highway Culverts (1985) as prepared by the Federal Highway Administration. For this project,
the HAS 5 methodologies were applied in the design of the overflow pipes at the cul-de-sacs.
8.0 HYDRAULIC ANALYSIS RESULTS
In general, the storm drain improvements for this project consist of a system of underground
drainpipes and curb inlets. The following sections present the results of the hydraulic analyses.
REPORTO068DR-3.DOC 18
8.1 Hydraulics at PA 5: CO-3
CO-3 (Node 1105) and CO-4 (Node 1106) are located at the southwest corner of the PA 5
development. CO-3 is connected to CO-4 via a 30-inch RCP, and from CO-4 an existing 36-inch
RCP freely discharges onto the site. As a part of the design of the storm drain system, CO-3,
CO-4, and the Lot 5 drainage will confluence at a new cleanout (Node 1110) located at the north
end of the entry driveway in Private Street 'O'. The rerouting of the drainpipes will minimize
confluence losses due to the addition of runoff from Lot 5 and the developments that are located
east of Avenida Encinas.
As mentioned in Section 4.4, a key drainage design criteria was to protect PA 5 from an increase
in flood potential, i.e. an increase in HGL. This was accomplished by designing an HGL of 53.66
feet at CO-3, and 52.11 feet at CO-4, which are less than those designed by O'Day. The O'Day
drainage report shows an HGL of 54.22 feet at CO-3, and an HGL of 54.80 at CO-4. The
existing Embarcadero Lane storm drainpipe hydraulic reanalysis results are located in the
Appendix 10. Additionally, the O'Day hydraulic analysis is included in Appendix 9.
8.2 Hydraulic Analysis at CO-1 and BMP CDS Unit
The HGL at the CO-1 was determined by beginning the hydraulic analysis at CO-2 located
immediately downstream from CO-1. The HGL at CO-2 is 36.02 feet, which was acquired from
Dwg. No. 366-7 (see Exhibit E). The results of the AES Line 2-CDS analysis show an HGL of
37.28 feet at the upstream end of CO-1, noting that this analysis was prepared to accurately
model the drainpipe confluence losses from PA 7 and the Project.
The Line 2-CDS analysis from C.O.-l continues to the CDS Unit. The results show an HGL of
37.05 feet at the downstream face of the 10-foot by 5-foot CDS Unit. This hydraulic information
was provided to CDS Technologies to determine: 1) the height and length of the weir required to
pass the 100-year storm event; 2) to size the treatment mechanism; and 3) determine the HGL at
the upstream end of the CDS Unit.
The HGL at the upstream face of the CDS Unit is 38.95 feet. This value was used to initialize the
Line 2 analysis, which is the analysis of the Project storm drain backbone system. See Appendix
REPORT/2068DR-3.DOC 19
5 for the Line 2 and Line 2-CDS AES hydraulic output, which reflect the drainpipe sections from
the downstream end of the CDS Unit to CO-2. Also, see Appendix 11 for the CDS
manufacturer's stamped and signed hydraulic calculations.
8.3 Storm Drainpipe Analysis
In general, the drainpipe system was designed as an open channel for the 100-year storm event to
minimize the need for storm drain pressure joints. However, there are a few drainpipe locations
where pressure conditions occur over a segment of drainpipe. The AES Pressure Pipe nodes are
used below to identify these locations:
• Nodes 1105.1-200: These nodes identify the hydraulic analysis of the existing 30-inch RCP
that begins at cleanout CO-3 as shown in Exhibits C and F (As-built Dwg. No. 378-9, sheet
12 of 25). The results of Line EX1 hydraulic analysis show an HGL of 55.97 feet at Node
140, which is approximately 0.64 foot higher than that determined by O'Day. The HGL at
this cleanout, per the O'Day plans, is 55.33 feet. See Appendix 10 for the Line EX1 AES
hydraulic analysis and Exhibit F for Dwg. No. 378-9, which show the current and Project
HGL.
The additional head (HGL) associated with the new hydrology and storm drain design will
not adversely affect the existing storm 30-inch RCP for the following reasons:
S The HGL under both hydraulic design conditions, as shown on Exhibit F, does not vary
by more than 1-foot.
•S The first segment of drainpipe is under pressure for both hydraulic conditions, while the
second segment returns to open channel flow.
•S The 30-inch RCP was constructed with pressure joints.
• Nodes 2175-2180: These nodes identify the Project hydraulic analysis for a section of Line 2.
A 100-foot section of 48-inch drainpipe will require watertight joints.
REPORT72068DR-3.DOC 20
• Nodes 2300-2310: These nodes identify the Project hydraulic analysis for Line 23. This
drainpipe is a lateral that conveys runoff to Line 2. The entire lateral will require watertight
joints.
See Appendix 5 for AES hydraulic analysis output, and Exhibits C and F for the AES Pipeflow
node number locations.
8.4 Curb Inlet and Concrete Brow Ditch Analysis
The inlets, curb and gutter, and concrete brow ditches for the Project were designed for the
100-year storm event. The inlets were designed per the City of Carlsbad inlet design criteria for
inlets on grade and sump conditions. The inlets on grade were designed to prohibit bypass, and
are no larger than 10 feet long.
An 8-foot wide dry lane for emergency vehicle access was accounted for in the spacing of the
inlets. The roughness coefficients used in the normal depth calculations are 0.015 for curb/gutter,
and 0.0175 for the asphalt pavement, per the County of San Diego Gutter and Roadway
Discharge-Velocity Chart. FLOWMASTER normal depth and roadway-spread calculations are
included in Appendix 8.
The proposed Dokken Engineering sump curb inlet, located in Poinsettia Lane (Node 6010 of
Exhibit A), will not be adversely impacted by the additional runoff from Avenida Encinas and
this project. The total runoff intercepted by this sump inlet in the developed condition is 5.5 CFS.
The 7-foot sump inlet has capacity to intercept 12 CFS, per the City's inlet sizing criteria of 2
CFS per lineal foot for inlets in a sump.
See Appendix 6 for the inlet and ditch hydraulic analyses.
8.5 Type 'F" Catch Basin Hydraulic Analysis: Poinsettia Lane Drainage System
A hydraulic analysis was performed at the Type 'F' catch basin, behind lots 19 and 20 to verify
that pads adjacent to the basin are not exposed to flooding. The results of the analysis show that
the HGL at the basin (elevation 53.15 feet) is contained within the structure basin, below the
flow line of the opening. Additionally, it is important to note that emergency flood relief has
REPORT72068DR-3.DOC 21
been graded into the design of this drainage system should the basin become clogged. Overflow
would drain onsite towards the railroad tracks to the west.
From an analytical perspective, the hydraulic analysis of the Type 'F' basin was started at, or
initialized, at the sump inlet. This approach was used since current City as-built plans do not
show existing HGL at the sump inlet, nor the main backbone system that it connects to within
Poinsettia Lane. However, the selection of the HGL for this analysis, which is 0.5 feet below the
flow line of the sump inlet (HGL = 53.15 feet) was conservatively estimated based on the
following: 1) hydraulic losses across the existing 30-inch/24-inch RCP cleanout (across from
new sump inlet) should be minimal due to the orientation of the downstream 30-inch RCP in
relation to upstream 24-inch drainpipe, i.e. no junction angle, 2) the depth of the cleanout, and 3)
the existing 30-inch RCP has more capacity than what it is actually conveying, per the O'Day
Report. Concerning the latter, the O'Day report shows that the existing 30-inch line conveys 18.9
CFS, while normal depth calculations show that the 30-inch has a capacity of 22.0 CFS. (See
analysis node number 4015 on Exhibit A for the backbone system location and layout.
It is anticipated that the HGL at the Poinsettia Lane cleanout (item 1 above) is actually at or
slightly above the sophit of the 30-inch RCP, which suggest that the HGL at this cleanout is
approximately 50.75 feet. Relative to the sump inlet, the drainpipe that connects the cleanout
with the sump inlet, due to minimal length and discharge, will not generate the friction loss
required to accommodate the HGL that PDC assumed in the Type 'F' catch basin hydraulic
analysis. As a result the PDC analysis of the Type 'F' basin is conservative relative to flood
impacts at the residential lots.
8.6 Overflow Drainpipe Outlet Analyses
The overflow drainpipe outlets were designed to convey the 100-year storm event. All overflow
drainpipes will provide approximately one foot of freeboard when compared to finished floor
elevations of those homes along the cul-de-sac. An exception to the latter, are private Streets H
and N, which will have freeboards of 0.81 feet and 0.75 feet, respectively.
Note that the overflow drainpipes have been conservatively designed since the: 1) analysis
methodology used for the emergency drainpipe was based on a ponded water condition, i.e., no
REPORT72068DR-3.DOC 22
entrance velocity; and 2) the curb/gutter flow line elevations at Private G Street are lower than
the flow line at the emergency drainpipe, thereby providing an additional overflow route from
the cul-de-sacs to Private Street G. See Appendix 7 for the CulvertMaster Designer/Analyzer
Report computer outputs.
9.0 CONCLUSION
This drainage report supports the design of the storm drain improvements for the Waters End
development (Project). From a drainage perspective, the Project storm drainpipe system conveys
offsite storm runoff from a number of developments that are located around the perimeter of the
Project. These developments include: 1) the Poinsettia Property Planning Area 5 (PA 5
apartment complex) to the north; 2) Lot 5 (Map 13785), which is isolated for future development
and also located to the west of Embarcadero Lane; and 3) the various hotels and medical
developments to the east of Avenida Encinas. The onsite storm drainpipe system will tie into the
Regional drainpipe system by jacking a drainpipe beneath the railroad.
Concerning water quality mitigation, a Continuous Deflective Separator Unit (CDS Unit) will be
constructed to comply with the National Pollution Elimination System (NPDES) Municipal
Permit regulations for the County of San Diego. The aforementioned Best Management Practice
(BMP) was designed per the flow requirements identified in the permit.
REPORT/2068DR-3.DOC 23
APPENDIX 1
Soil Group Map
REP\2068DR.DOC A-1
^
PROJECT
LOCATION
APPENDIX 2
County of San Diego Isopluvial Maps
and
IDF Curve Charts
REP\2068DR.DOC A-2
INTEN$ITY-DUft,.iON DESIGN CHART
I «= Intensity (In./Hr.)
6 Hr. Precipitation (In.]
Duration (Min.)
10 15 20
Minutes
5 6
Directions for Application:
1) From precipitation naps determine 6 hr. and
24 hr. amounts for the selected frequency.
These maps are printed in the County Hydrolon:
Manual (10, 50 and 100 yr. maps included in tl
Design and Procedure Manual).
2) Adjust 6 hr. precipitation (if necessary) so
that it is within the range of 45% to 65% of
the 24 hr. precipitation." (Not applicable
to Desert)
3) Plat 6 hr. precipitation on the right side
of the chart.
4) Draw a line through the point parallel to the
plotted lines.
5) This line is the intensity-duration curve for
the location being analyzed.
Application Form:
0) Selected Frequency 100 yr.
1 ) P6
2) Adjusted *Pfi-
3) t = _ min.
= 65
4) I in/hr.
*Not Applicable to Desert Region
Revised 1/85 APPENDIX XI-A
COUNTY OF SAN DIEGO
DEPARTMENT OF SANITATION £.
FLOOD CONTROL
33*
vr* n n> if* if-YEAR 5-H
U ISOPLUVIALS
PRECIPITATION IN
PRECIPITATION
OF 100-YEAR 6-HOUR
EHTHS 0? AH ftCI!
U.S. DEPARTMEN
NATIONAL OCEANIC AND AT'
tPEClAU STUDIES DRANCH. OFFICE OF II
30'.
ROLOCy. NATIONAL WEATHER SERVICE
118
COUNTY OF SAN DIEGO
DEPARTMENT OF SANITATION 5-
FLOOD CONTROL
30'
15'
33*
100-YEAR 24-HOIJR PRECIPITATION
^20^ISOPLUVIALS Of 100 -YEAR 24-HOUR
PRECIPITATION IN 'TENTHS OF AN INCH
U.S. DrPARTMtN,
NATIONAL OCI 1C AND AT j
SPECIAL STUDIES LKANCII. OK KICK or II
30'
UKOLOC Y. NATIONAL WtATIIER SCR VICE
DESIGN CHART
' I 'I.I-J I I
I = 7.44 P, D ~'64S
6
I • Intensity (In./Hr.)
P » 6 Hr. Precipitation (In.)
D * Duration (Min.)
r: rmti : ! • • i J
Directions for Application:
1) From precipitation naps determine 6 hr. and
24 hr. amounts for the selected frequency.
These maps are printed in the County Hydrology
Manual (10, 50 ,ind 100 yr. maps included in tf
Design and Procedure Manual).
2) Adjust 6 hr. precipitation (if necessary) so
that it is within the range of 452 to 65% of
the 24 hr. precipitation.' (Not applicableto Desert)
3) Plat 6 hr. precipitation on the rigfct sideof the chart.
4) Draw a line through the point parallel to theplotted lines.
5) This line is the intensity-duration curve forthe location being analyzed.
Application Form:
0) Selected Frequency 2.
• -LLjn., P24« LI . *P6 . (pS &
2) Adjusted *Pfi« /. / jn.
3) *c • __jnin.
4) I • __^ In/hr.
*Not Applicable to Desert Region
5 6 APPENDIX XI
IV-A-14
Revised 1/85
COUNTY OF SAN DIEGO .
DEPARTMENT OF SANITATION
FLOOD CONTROL
2-YEAR 6-HOUR PRECIPITATION
-10-ISOPLUVIALS OF 2-YEAR 6-HOUR
IN TENTHS OF AN INCHl^f \'"»-i^^ ^
Prepared by
U.S. DEPARTMENT OF COMMERCE
NATIONAL OCEANIC AND ATMOSPHERIC ADMINISTRATION
SPECIAL STUDIES BRANCH. OFFICE OF IIVDROLOGV. NATIONAL WEATHER SERVICE
I I
30'
118°30'15
COUNTY OF SAN DIEGO .
DEPARTMENT OF SANITATION
FLOOD CONTROL
2-YEAR ^4-HOUR PRECIPITATION
-10- 1SOPLUVIALS OF 2-YEAR 24-HOUR
PRECIPITATION IN TENTHS OF AN INCH
Prepared by
U.S. DEPARTMENT OF COMMERCE
NATIONAL OCF.AMC AND ATMOSPHERIC ADMINISTRATION
SPECIAL STUDIES BRANCH. OFFICE OF HYDROLOGY. NATIONAL WEATHER SERVICE
'-1 1 1—
30'
>
CO
118°30'15'117°30'15'116'
APPENDIX 3
Rational Method Computer Output: Storm Drain
REP\2068DR.DOC A-3
100-Year Storm Event
REP\2068DR.DOC
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2000 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/2000 License ID 1509
Analysis prepared by:
Project Design Consultants
701 B Street, Suite 800
San Diego, CA 92101
(619) 235-6471
************************** DESCRIPTION OF STUDY *************************
* POINSETTIA PROPERTIES PLANNING AREAS 2, 3 & 4 HYDROLOGY STUDY
* OFF-SITE BASINS: AVENIDA ENCINAS, POINSETTIA PROPERTIES PA 5, AND
* ADJACENT LOT WEST OF PA 5 - FILE:OFF-SITE.DAT (100-YR, 6-HR STORM EVENT)
FILENAME: C:\2068\OFF-SITE.DAT
TIME/DATE OF STUDY: 08:28 09/11/2001
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.500
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90
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
2
3
30.0
32.0
20.0
20.0
27.0
15.0
0
0
0
.018/0.
.020/0.
.020/0.
.018/0
.020/0
.020/0
.020
.020
.020
0.67
0.50
0.50
2.00
1.50
1.50
0.0313
0.0313
0.0313
0.167
0.125
0.125
0.0150
0.0175
O."0175
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = -0.10 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint =10.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
FLOW PROCESS FROM NODE 1000.00 TO NODE 1005.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7000
FLOW PROCESS FROM NODE 1005.00 TO NODE 1005.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 8.29
RAINFALL INTENSITY(INCH/HR) = 4.76
TOTAL STREAM AREA(ACRES) = 0.71
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.71
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.41 11.07 3.945 0.51
2 2.71 8.29 4.755 0.71
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 3.88 8.29 4.755
2 3.66 11.07 3.945
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 3.88 Tc(MIN-) = 8.29
TOTAL AREA(ACRES) = 1.22
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1005.00 = 265.00 FEET.
FLOW PROCESS FROM NODE 1005.00 TO NODE 1020.00 IS CODE = 62
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»»(STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 65.78 DOWNSTREAM ELEVATION(FEET) = 63.70
STREET LENGTH(FEET) = 365.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 27.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.55
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.43
HALFSTREET FLOOD WIDTH(FEET) = 15.26
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.86
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.80
SOIL CLASSIFICATION IS "A"
S.C.S. CURVE NUMBER (AMC II) = 89
INITIAL SUBAREA FLOW-LENGTH = 250.00
UPSTREAM ELEVATION = 68.50
DOWNSTREAM ELEVATION = 65.78
ELEVATION DIFFERENCE = 2.72
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.069
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.945
SUBAREA RUNOFF(CFS) = 1.41
TOTAL AREA(ACRES) = 0.51 TOTAL RUNOFF(CFS) = 1.41
FLOW PROCESS FROM NODE 1005.00 TO NODE 1005.00 IS CODE = 1
- — — ___ — —. — __ — — — _ _ _ _ — —. — ___ ___________ _ — ______ _ _ _ _ _ — _ ___________ __
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 11.07
RAINFALL INTENSITY(INCH/HR) = 3.95
TOTAL STREAM AREA(ACRES) = 0.51
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.41
FLOW PROCESS FROM NODE 1010.00 TO NODE 1015.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .8000
SOIL CLASSIFICATION IS "A"
S.C.S. CURVE NUMBER (AMC II) = 89
INITIAL SUBAREA FLOW-LENGTH = 240.00
UPSTREAM ELEVATION = 71.90
DOWNSTREAM ELEVATION = 69.40
ELEVATION DIFFERENCE = 2.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.253
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.768
SUBAREA RUNOFF(CFS) = 2.71
TOTAL AREA(ACRES) = 0.71 TOTAL RUNOFF(CFS) = 2.71
FLOW PROCESS FROM NODE 1015.00 TO NODE 1005.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
»>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<««
ELEVATION DATA: UPSTREAM(FEET) = 69.40 DOWNSTREAM(FEET) = 65.78
FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.42
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.71
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 8.29
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1005.00 = 265.00 FEET.
STREET FLOW TRAVEL TIME(MIN.) = 3.27 Tc(MIN.) = 11.56
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.837
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7000
SOIL CLASSIFICATION IS "A"
S.C.S. CURVE NUMBER (AMC II) = 89
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.34
TOTAL AREA(ACRES) = 1.72 PEAK FLOW RATE(CFS) = 5.22
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.15
FLOW VELOCITY(FEET/SEC.) = 1.91 DEPTH*VELOCITY(FT*FT/SEC.) = 0.86
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1020.00 = 630.00 FEET.
FLOW PROCESS FROM NODE 1020.00 TO NODE 1020.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 11.56
RAINFALL INTENSITY(INCH/HR) = 3.84
TOTAL STREAM AREA(ACRES) = 1.72
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.22
FLOW PROCESS FROM NODE 1025.00 TO NODE 1030.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .8000
SOIL CLASSIFICATION IS "A"
S.C.S. CURVE NUMBER (AMC II) = 89
INITIAL SUBAREA FLOW-LENGTH = 90.00
UPSTREAM ELEVATION = 68.00
DOWNSTREAM ELEVATION = 66.30
ELEVATION DIFFERENCE = 1.70
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.144
TIME OF CONCENTRATION ASSUMED AS 6-MINUTES
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.856
SUBAREA RUNOFF(CFS) = 0.70
TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.70
FLOW PROCESS FROM NODE 1030.00 TO NODE 1035.00 IS CODE = 51
>»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<««
>»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 66.30 DOWNSTREAM(FEET) = 64.70
CHANNEL LENGTH THRU SUBAREA(FEET) = 145.00 CHANNEL SLOPE = 0.0110
CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0.50
CHANNEL FLOW THRU SUBAREA(CFS) = 0.70
FLOW VELOCITY(FEET/SEC) = 0.67 FLOW DEPTH(FEET) = 0.10
TRAVEL TIME(MIN.) = 3.58 TcfMIN.) = 9.58
LONGEST FLOWPATH FROM NODE 1025.00 TO NODE 1035.00 = 235.00 FEET.
FLOW PROCESS FROM NODE 1030.00 TO NODE 1035.00 IS CODE = 81
>»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<««
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.330
*USER SPECIFIED(SUBAREA):
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .5000
S.C.S. CURVE NUMBER (AMC II) = 89
SUBAREA AREA(ACRES) = 0.62 SUBAREA RUNOFF(CFS) = 1.34
TOTAL AREA(ACRES) = 0.77 TOTAL RUNOFF(CFS) = 2.05
TC(MIN) = 9.58
FLOW PROCESS FROM NODE 1035.00 TO NODE 1020.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<«
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 64.70 DOWNSTREAM(FEET) = 64.00
FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.54
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.05
PIPE TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 10.19
LONGEST FLOWPATH FROM NODE 1025.00 TO NODE 1020.00 = 365.00 FEET.
FLOW PROCESS FROM NODE 1020.00 TO NODE 1020.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 10.19
RAINFALL INTENSITY(INCH/HR) = 4.16
TOTAL STREAM AREA(ACRES) = 0.77
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.05
FLOW PROCESS FROM NODE 1040.00 TO NODE 1045.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7000
SOIL CLASSIFICATION IS "A"
S.C.S. CURVE NUMBER (AMC II) = 89
INITIAL SUBAREA FLOW-LENGTH = 150.00
UPSTREAM ELEVATION = 66.70
DOWNSTREAM ELEVATION = 64.90
ELEVATION DIFFERENCE = .1.80
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.298
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.751
SUBAREA RUNOFF(CFS) = 1.23
TOTAL AREA(ACRES) = 0.37 TOTAL RUNOFF(CFS) = 1.23
FLOW PROCESS FROM NODE 1045.00 TO NODE 1020.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 64.90 DOWNSTREAM(FEET) = 64.00
FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.18
ESTIMATED"PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.23
PIPE TRAVEL TIME!MIN.) = 0.28 Tc(MIN.) = 8.58
LONGEST FLOWPATH FROM NODE 1040.00 TO NODE 1020.00 = 220.00 FEET.
FLOW PROCESS FROM NODE 1020.00 TO NODE 1020.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 8.58
RAINFALL INTENSITY)INCH/HR) = 4.65
TOTAL STREAM AREA(ACRES) = 0.37
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.23
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 5.22 11.56 3.837 1.72
2 2.05 10.19 4.161 0.77
3 1.23 8.58 4.651 0.37
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 8.12 2.86 9.444
2 7.37 8.58 4.651
3 7.96 10.19 4.161
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 8.12 Tc(MIN.) = 11.56
TOTAL AREA(ACRES) = 2.86
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1020.00 = 630.00 FEET.
FLOW PROCESS FROM NODE 1020.00 TO NODE 1060.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)'
ELEVATION DATA: UPSTREAM(FEET) = 60.79 DOWNSTREAM(FEET) = 59.95
FLOW LENGTH(FEET) = 63.39 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.04
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 8.12
PIPE TRAVEL TIME(MIN-) = 0.15 TcfMIN.) = 11.71
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1060.00 = 693.39 FEET.
FLOW PROCESS FROM NODE 1060.00 TO NODE 1060.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 11.71
RAINFALL INTENSITY(INCH/HR) = 3.81
TOTAL STREAM AREA(ACRES) = 2.86
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.12
FLOW PROCESS FROM NODE 1050.00 TO NODE 1055.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<«
ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .8000
SOIL CLASSIFICATION IS "A"
S.C.S. CURVE NUMBER (AMC II) = 74
INITIAL SUBAREA FLOW-LENGTH = 100.00
UPSTREAM ELEVATION = 66.20
DOWNSTREAM ELEVATION = 66.00
ELEVATION DIFFERENCE = .0.20
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.233
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.435
SUBAREA RUNOFF(CFS) =0.39
TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.39
FLOW PROCESS FROM NODE 1055.00 TO NODE 1060.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 66.00 DOWNSTREAM ELEVATION(FEET) = 64.10
STREET LENGTH(FEET) = 405.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 27.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.90
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.29
HALFSTREET FLOOD WIDTH(FEET) = 8.03
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.18
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.34
STREET FLOW TRAVEL TIME(MIN-) = 5.71 Tc(MIN.) = 14.94
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.251
ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .8000
SOIL CLASSIFICATION IS "A"
S.C.S. CURVE NUMBER (AMC II) = 74
SUBAREA AREA(ACRES) = 0.39 SUBAREA RUNOFF(CFS) = 1.01
TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 1.40
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.77
FLOW VELOCITY(FEET/SEC.) = 1.31 DEPTH*VELOCITY(FT*FT/SEC.) = 0.42
LONGEST FLOWPATH FROM NODE 1050.00 TO NODE 1060.00 = 505.00 FEET.
FLOW PROCESS FROM NODE 1060.00 TO NODE 1060.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 14.94
RAINFALL INTENSITY(INCH/HR) = 3.25
TOTAL STREAM AREA(ACRES) = 0.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.40
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 8.12 11.71 3.805 2.86
2 1.40 14.94 3.251 0.50
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 9.32 3.36 8.512
2 8.34 14.94 3.251
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 9.32 Tc(MIN.) = 11.71
TOTAL AREA(ACRES) = 3.36
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1060.00 = 693.39 FEET.
FLOW PROCESS FROM NODE 1060.00 TO NODE 1070.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<«
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 58.95 DOWNSTREAM(FEET) = 54.15
FLOW LENGTH(FEET) = 338.76 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 9.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.38
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 9.32
PIPE TRAVEL TIME(MIN.) = 0.77 Tc(MIN.) = 12.47
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1070.00 = 1032.15 FEET.
FLOW PROCESS FROM NODE 1070.00 TO NODE 1070.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 12.47
RAINFALL INTENSITY!INCH/HR) = 3.65
TOTAL STREAM AREA(ACRES) = 3.36
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.32
FLOW PROCESS FROM NODE 1071.00 TO NODE 1072.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .8000
SOIL CLASSIFICATION IS "A"
S.C.S. CURVE NUMBER (AMC II) = 74
INITIAL SUBAREA FLOW-LENGTH = 90.00
UPSTREAM ELEVATION = 64.10
DOWNSTREAM ELEVATION = 63.60
ELEVATION DIFFERENCE =0.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 6.232
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.715
SUBAREA RUNOFF(CFS) = 0.41
TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.41
FLOW PROCESS FROM NODE 1072.00 TO NODE 1070.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»»( STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 63.60 DOWNSTREAM ELEVATION(FEET) = 62.20
STREET LENGTH(FEET) = 246.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 27.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.83
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.27
HALFSTREET FLOOD WIDTH(FEET) = 7.40
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.25
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.34
STREET FLOW TRAVEL TIME(MIN-) = 3.28 Tc(MIN.) = 9.51
100 YEAR RAINFALL INTENSITY)INCH/HOUR) = 4.350
ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .8000
SOIL CLASSIFICATION IS "A"
S.C.S. CURVE NUMBER (AMC II) = 74
SUBAREA AREA(ACRES) = 0.24 SUBAREA RUNOFF(CFS) = 0.84
TOTAL AREA(ACRES) = 0.33 PEAK FLOW RATE(CFS) = 1.25
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.93
FLOW VELOCITY(FEET/SEC.) = 1.36 DEPTH*VELOCITY(FT*FT/SEC.) = 0.42
LONGEST FLOWPATH FROM NODE 1071.00 TO NODE 1070.00 = 336.00 FEET.
FLOW PROCESS FROM NODE 1070.00 TO NODE 1070.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.51
RAINFALL INTENSITY(INCH/HR) = 4.35
TOTAL STREAM AREA(ACRES) = 0.33
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.25
FLOW PROCESS FROM NODE 1075.00 TO NODE 1080.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000
SOIL CLASSIFICATION IS "A"
S.C.S. CURVE NUMBER (AMC II) = 73
INITIAL SUBAREA FLOW-LENGTH = 120.00
UPSTREAM ELEVATION = 68.10
DOWNSTREAM ELEVATION = 66.90
ELEVATION DIFFERENCE = 1.20
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.803
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.422
SUBAREA RUNOFF(CFS) = 0.10
TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.10
FLOW PROCESS FROM NODE 1080.00 TO NODE 1085.00 IS CODE = 51
>»»COMPUTE TRAPEZOIDAL CHANNEL FLOW««<
>»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)-
ELEVATION DATA: UPSTREAM(FEET) = 66.90 DOWNSTREAM(FEET) = 62.60
CHANNEL LENGTH THRU SUBAREA(FEET) = 688.00 CHANNEL SLOPE = 0.0063
CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990
MANNING'S FACTOR = 0.025 MAXIMUM DEPTH(FEET) = 1.00
CHANNEL FLOW THRU SUBAREA(CFS) = 0.10
FLOW VELOCITY(FEET/SEC) = 0.40 FLOW DEPTH(FEET) = 0.05
TRAVEL TIME(MIN.) = 28.54 Tc(MIN-) = 42.34
LONGEST FLOWPATH FROM NODE 1075.00 TO NODE 1085.00 = 808.00 FEET.
FLOW PROCESS FROM NODE 1080.00 TO NODE 1085.00 IS CODE = 81
»>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<««
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.661
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000
SOIL CLASSIFICATION IS "A"
S.C.S. CURVE NUMBER (AMC II) = 73
SUBAREA AREA(ACRES) = 0.31 SUBAREA RUNOFF(CFS) = 0.21
TOTAL AREA(ACRES) = 0.38 TOTAL RUNOFF(CFS) = 0.31
TC(MIN) = 42.34
FLOW PROCESS FROM NODE 1085.00 TO NODE 1070.00 IS CODE = 31
»>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
»>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 55.52 DOWNSTREAM(FEET) = 55.15
FLOW LENGTH(FEET) = 18.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.26
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.31
PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 42.43
LONGEST FLOWPATH FROM NODE 1075.00 TO NODE 1070.00 = 826.25 FEET.
FLOW PROCESS FROM NODE 1070.00 TO NODE 1070.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<«
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 42.43
RAINFALL INTENSITY(INCH/HR) = 1.66
TOTAL STREAM AREA(ACRES) = 0.38
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.31
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 9.32 12.47 3.653 3.36
2 1.25 9.51 4.350 0.33
3 0.31 42.43 1.658 0.38
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 10.51 4.07 7.516
2 9.19 9.51 4.350
3 5.02 42.43 1.658
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 10.51 Tc(MIN.) = 12.47
TOTAL AREA(ACRES) = 4.07
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1070.00 = 1032.15 FEET.
FLOW PROCESS FROM NODE 1070.00 TO NODE 1090.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<«
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 53.82 DOWNSTREAM(FEET) = 52.15
FLOW LENGTH(FEET) = 66.68 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 8.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.37
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 10.51
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 12.59
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1090.00 = 1098.83 FEET.
FLOW PROCESS FROM NODE 1090.00 TO NODE 1090.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 12.59
RAINFALL INTENSITY(INCH/HR) = 3.63
TOTAL STREAM AREA(ACRES) = 4.07
PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.51
FLOW PROCESS FROM NODE 1090.00 TO NODE 1090.00 IS CODE = 7
>»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<««
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 15.17 RAIN INTENSITY(INCH/HOUR) = 3.22
TOTAL AREA(ACRES) = 5.70 TOTAL RUNOFF(CFS) = 16.54
H +
| HYDROLOGY DAT FROM "DRAINAGE STUDY FOR POINSETTIA PROPERTIES AREAS" |
BY O'DAY CONSULTANTS, DATED 7/21/99 I
OFF-SITE AREAS NORTHEAST OF EMBARCADERO WAY
FLOW PROCESS FROM NODE 1090.00 TO NODE 1090.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<«
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 15.17
RAINFALL INTENSITY(INCH/HR) = 3.22
TOTAL STREAM AREA(ACRES) = 5.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.54
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 10.51 12.59 3.631 4.07
2 16.54 15.17 3.219 5.70
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 25.17 9.77 4.275
2 25.86 15.17 3.219
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 25.86 Tc(MIN.) = 15.17
TOTAL AREA(ACRES) = 9.77
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1090.00 = 1098.83 FEET.
FLOW PROCESS FROM NODE 1090.00 TO NODE 1095.00 IS CODE = 41
»»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
»»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 52.12 DOWNSTREAM(FEET) = 52.00
FLOW LENGTH(FEET) = 41.50 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.27
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 25.86
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 15.30
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1095.00 = 1140.33 FEET.
FLOW PROCESS FROM NODE 1095.00 TO NODE 1095.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 15.30
RAINFALL INTENSITY(INCH/HR) = 3.20
TOTAL STREAM AREA(ACRES) = 9.77
PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.86
FLOW PROCESS FROM NODE 1095.00 TO NODE 1095.00 IS CODE = 7
>»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<««
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 5.17 RAIN INTENSITY (INCH/HOUR) = 6.45
TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF (CFS) = 0.40
HYDROLOGY DATA FROM "DRAINAGE STUDY FOR POINSETTIA PROPERTIES AREA 5"
BY O'DAY CONSULTANTS, DATED 7/21/99
FLOW PROCESS FROM NODE 1095.00 TO NODE 1095.00 IS CODE = 1
»>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.17
RAINFALL INTENSITY!INCH/HR) = 6.45
TOTAL STREAM AREA(ACRES) = 0.08
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.40
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 25.86 15.30 3.202 9.77
2 0.40 5.17 6.446 0.08
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 13.24 5.17 6.446
2 26.06 9.85 4.252
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 26.06 Tc(MIN-) = 15.30
TOTAL AREA(ACRES) = 9.85
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1095.00 = 1140.33 FEET.
FLOW PROCESS FROM NODE 1095.00 TO NODE 1100.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)-
ELEVATION DATA: UPSTREAM(FEET) = 52.00 DOWNSTREAM(FEET) = 51.43
FLOW LENGTH(FEET) = 188.29 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.31
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 26.06
PIPE TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 15.89
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1100.00 = 1328.62 FEET.
FLOW PROCESS FROM NODE 1100.00 TO NODE 1100.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 15.89
RAINFALL INTENSITY(INCH/HR) = 3.12
TOTAL STREAM AREA(ACRES) = 9.85
PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.06
FLOW PROCESS FROM NODE 1100.00 TO NODE 1100.00 IS CODE = 7
>»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<««
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 7.35 RAIN INTENSITY(INCH/HOUR) = 5.14
TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 1.47
H
| HYDROLOGY DATA FROM "DRAINAGE STUDY FOR POINSETTIA PROPERTIES AREA 5"
I BY O'DAY CONSULTANTS, DATED 7/21/99
FLOW PROCESS FROM NODE 1100.00 TO NODE 1100.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 7.35
RAINFALL INTENSITY(INCH/HR) = 5.14
TOTAL STREAM AREA(ACRES) = 0.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.47
FLOW PROCESS FROM NODE 1100.00 TO NODE 1100.00 IS CODE = 7
>»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<««
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 7.02 RAIN INTENSITY(INCH/HOUR) = 5.29
TOTAL AREA(ACRES) = 0.40 TOTAL RUNOFF(CFS) = 1.66
HYDROLOGY DATA FROM "DRAINAGE STUDY FOR POINSETTIA PROPERTIES AREA 5"
BY O'DAY CONSULTANTS, DATED 7/21/99
FLOW PROCESS FROM NODE 1100.00 TO NODE 1100.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM
TIME OF CONCENTRATION(MIN.) = 7.02
RAINFALL INTENSITY(INCH/HR) = 5.29
TOTAL STREAM AREA(ACRES) = 0.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.66
3 ARE:
CONFLUENCE DATA **
STREAM
NUMBER
1
2
3
RUNOFF
(CFS)
26.06
1.47
1.66
Tc
(MIN.)
15.89
7.35
7.02
INTENSITY
(INCH/HOUR)
3.124
5.138
5.292
AREA
(ACRE)
9.85
0.30
0.40
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM
NUMBER
1
2
3
RUNOFF
(CFS)
18.47
18.93
27.93
Tc
(MIN.)
7.02
7.35
10.55
INTENSITY
(INCH/HOUR)
5.292
5.138
4.068
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 27.93 Tc(MIN-) = 15.89
TOTAL AREA(ACRES) =10.55
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1100.00 = 1328.62 FEET.
FLOW PROCESS FROM NODE 1100.00 TO NODE 1105.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 51.42 DOWNSTREAM(FEET)
FLOW LENGTH(FEET) = 118.00 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.69
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 27.93
PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 16.24
51.07
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1105.00 = 1446.62 FEET.
FLOW PROCESS FROM NODE 1105.00 TO NODE 1105.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 16.24
RAINFALL INTENSITY(INCH/HR) = 3.08
TOTAL STREAM AREA(ACRES) = 10.55
PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.93
FLOW PROCESS FROM NODE 1105.00 TO NODE 1105.00 IS CODE = 7
>»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<««
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 9.20 RAIN INTENSITY (INCH /HOUR) = 4.44
TOTAL AREA(ACRES) = 1.70 TOTAL RUNOFF (CFS) = 6.89
HYDROLOGY DATA FROM "DRAINAGE STUDY FOR POINSETTIA PROPERTIES AREA 5"
BY O'DAY CONSULTANTS, DATE 7/21/99
FLOW PROCESS FROM NODE 1105.00 TO NODE 1105.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR'INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.20
RAINFALL INTENSITY(INCH/HR) = 4.44
TOTAL STREAM AREA(ACRES) = 1.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.89
FLOW PROCESS FROM NODE 1105.00 TO NODE 1105.00 IS CODE = 7
>»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<««
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 5.75 RAIN INTENSITY(INCH/HOUR) = 6.02
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.54
+
| HYDROLOGY DATA FROM "DRAINAGE STUDY FOR POINSETTIA PROPERTIES AREA 5"
BY O'DAY CONSULTANTS, DATE 7/21/99
FLOW PROCESS FROM NODE 1105.00 TO NODE 1105.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
= 5; = = =: = =: = = = = = = =: = = = = = = = = = = = = = = = = = = = = ^ = = = = = = = = = — = = sss = = = —= = = = = = = = = = nss = s = = s~ = .
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 5.75
RAINFALL INTENSITY(INCH/HR) = 6.02
TOTAL STREAM AREA(ACRES) = 0.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.54
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 27.93 16.24 3.081 10.55
2 6.89 9.20 4.445 1.70
3 0.54 5.75 6.019 0.10
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 19.93 5.75 6.019
2 26.65 9.20 4.445
3 32.98 12.35 3.675
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 32.98 Tc(MIN.) = 16.24
TOTAL AREA(ACRES) = 12.35
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1105.00 = 1446.62 FEET.
FLOW PROCESS FROM NODE 1105.00 TO NODE 1110.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 51.00 DOWNSTREAM(FEET) = 48.00
FLOW LENGTH(FEET) = 75.52 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 12.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 15.02
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 32.98
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 16.32
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1110.00 = 1522.14 FEET.
FLOW PROCESS FROM NODE 1110.00 TO NODE 1110.00 IS CODE =
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 16.32
RAINFALL INTENSITY(INCH/HR) = 3.07
TOTAL STREAM AREA(ACRES) = 12.35
PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.98
FLOW PROCESS FROM NODE 1110.00 TO NODE 1110.00 IS CODE = 7
>»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<««
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 9.23 RAIN INTENSITY (INCH /HOUR) = 4.44
TOTAL AREA (ACRES) = 4.90 TOTAL RUNOFF (CFS) = 14.31
HYDROLOGY DATA FROM "DRAINAGE REPORT FOR POINSETTIA PROPERTIES AREA 5"
BY O'DAY CONSULTANTS, DATE 7/21/99
FLOW PROCESS FROM NODE 1110.00 TO NODE 1110.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.23
RAINFALL INTENSITY(INCH/HR) = 4.44
TOTAL STREAM AREA(ACRES) = 4.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.31
FLOW PROCESS FROM NODE 1110.10 TO NODE 1110.10 IS CODE = 7
>»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<««
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 11.45 RAIN INTENSITY (INCH /HOUR) = 3.86
TOTAL AREA(ACRES) = 0.81 TOTAL RUNOFF (CFS) = 2.66
| HYDROLOGY DATA FROM "DRAINAGE STUDY FOR POINSETTIA PROPERTIES AREA 5" |
j (SUBBASIN OS4) BY O'DAY CONSULTANTS, DATED 7/21/99 |
I I
FLOW PROCESS FROM NODE 1110.10 TO NODE 1110.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
»>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 51.25 DOWNSTREAM(FEET) = 48.43
FLOW LENGTH(FEET) = 940.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER)INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.07
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.66
PIPE TRAVEL TIME(MIN.) = 5.10 Tc(MIN.) = 16.55
LONGEST FLOWPATH FROM NODE 1075.00 TO NODE 1110.00 = 1766.25 FEET.
FLOW PROCESS FROM NODE 1110.10 TO NODE 1110.00 IS CODE = 81
>»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<««
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.043
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
SOIL CLASSIFICATION IS "A"
S.C.S. CURVE NUMBER (AMC II) = 75
SUBAREA AREA(ACRES) = 3.09 SUBAREA RUNOFF(CFS) =
TOTAL AREA(ACRES) = 3.90 TOTAL RUNOFF(CFS) =
TC(MIN) = 16.55
4.23
6.89
FLOW PROCESS FROM NODE 1110.00 TO NODE 1110.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM
TIME OF CONCENTRATION(MIN.) = 16.55
RAINFALL INTENSITY(INCH/HR) = 3.04
TOTAL STREAM AREA(ACRES) = 3.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.89
3 ARE:
CONFLUENCE DATA
STREAM
NUMBER
1
2
3
RUNOFF
(CFS)
32.98
14.31
6.89
Tc
(MIN.)
16.32
9.23
16.55
INTENSITY
(INCH/HOUR)
3.071
4.436
3.043
AREA
(ACRE)
12.35
4.90
3.90
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM
NUMBER
1
2
3
RUNOFF
(CFS)
41.87
49.39
49.71
Tc
(MIN.)
9.23
16.55
21.15
INTENSITY
(INCH/HOUR)
4.436
3.043
2.598
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 49.71 Tc(MIN.) = 16.32
TOTAL AREA(ACRES) = 21.15
LONGEST FLOWPATH FROM NODE 1075.00 TO NODE 1110.00 = 1766.25 FEET.
END OF STUDY SUMMARY:
TOTAL AREA(ACRES)
PEAK FLOW RATE(CFS)
21.15 TC(MIN.
49.71
16.32
END OF RATIONAL METHOD ANALYSIS
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2000 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/2000 License ID 1509
Analysis prepared by:
Project Design Consultants
701 B Street, Suite 800
San Diego, CA 92101
(619) 235-6471
************************** DESCRIPTION OF STUDY **************************
* POINSETTIA PROPERTIES PLANNING AREAS 2,3, & 4 HYDROLOGY STUDY
* ON-SITE BASINS - SYSTEM 2000 - 100-YR, 6-HR STORM EVENT <
* FILE NAME: SYST2000.DAT '
FILENAME: C:\2068\SYST2000.DAT
TIME/DATE OF STUDY: 08:38 11/09/2001
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.500
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90
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
2 18.0 13.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0175
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = -0.10 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint =10.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
FLOW PROCESS FROM NODE 1110.00 TO NODE 1110.00 IS CODE = 7
>»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<««
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 16.30 RAIN INTENSITY(INCH/HOUR) = 3.07
TOTAL AREA (ACRES) = 21.15 TOTAL RUNOFF (CFS) = 49.92
| OFF-SITE HYDROLOGY DATA - POINSETTIA PROPERTIES PA 5 INCLUDING AREA |
I WEST OF/ADJACENT TO EMBARCADERO LANE, AND AVENIDA ENCINAS (NORTH OF |
| PLANNING AREA 5) j
FLOW PROCESS FROM NODE 1110.00 TO NODE 1200.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM (FEET) = 47.50 DOWNSTREAM (FEET) = 44.66
FLOW LENGTH (FEET) = 103.36 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 16.2 INCHES
PIPE-FLOW VELOCITY (FEET/ SEC. ) = 14.57
GIVEN PIPE DIAMETER (INCH) = 42.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 49.92
PIPE TRAVEL TIME(MIN-) = 0.12 Tc(MIN.) = 16.42
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1200.00 = 103.36 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1200.00 TO NODE 1200.00 IS CODE = 10
>»»MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <««
FLOW PROCESS FROM NODE 1205.00 TO NODE 1210.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 100.00
UPSTREAM ELEVATION = 58.11
DOWNSTREAM ELEVATION = 57.11
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.240
SUBAREA RUNOFF(CFS) = 0.37
TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.37
FLOW PROCESS FROM NODE 1210.00 TO NODE 1215.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 56.59 DOWNSTREAM ELEVATION(FEET) = 53.28
STREET LENGTH(FEET) = 322.30 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.22
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.28
HALFSTREET FLOOD WIDTH(FEET) = 7.72
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.70
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.48
STREET FLOW TRAVEL TIME(MIN.) = 3.15 Tc(MIN.) = 13.05
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.547
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.86 SUBAREA RUNOFF(CFS) = 1.68
TOTAL AREA(ACRES) = 1.02 PEAK FLOW RATE(CFS) = 2.05
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.75
FLOW VELOCITY(FEET/SEC.) = 1.92 DEPTH*VELOCITY(FT*FT/SEC.) = 0.62
LONGEST FLOWPATH FROM NODE 1205.00 TO NODE 1215.00 = 422.30 FEET.
FLOW PROCESS FROM NODE 1215.00 TO NODE 1220.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 48.32 DOWNSTREAM(FEET) = 48.12
FLOW LENGTH(FEET) = 6.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.71
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.05
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 13.07
LONGEST FLOWPATH FROM NODE 1205.00 TO NODE 1220.00 = 428.55 FEET.
FLOW PROCESS FROM NODE 1220.00 TO NODE 1220.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 13.07
RAINFALL INTENSITY(INCH/HR) = 3.54
TOTAL STREAM AREA(ACRES) = 1.02
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.05
FLOW PROCESS FROM NODE 1250.00 TO NODE 1255.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 105.00
UPSTREAM ELEVATION = 58.25
DOWNSTREAM ELEVATION = 57.20
ELEVATION DIFFERENCE = 1.05
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.144
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.173
SUBAREA RUNOFF(CFS) = 0.32
TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.32
**************************************************************
FLOW PROCESS FROM NODE 1255.00 TO NODE 1260.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»»(STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 56.68 DOWNSTREAM ELEVATION(FEET) = 53.28
STREET LENGTH(FEET) = 348.50 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.23
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.28
HALFSTREET FLOOD WIDTH(FEET) = 7.82
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.68
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.48
STREET FLOW TRAVEL TIME(MIN.) = 3.45 Tc(MIN.) = 13.59
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.456
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.95 SUBAREA RUNOFF(CFS) = 1.81
TOTAL AREA(ACRES) = 1.09 PEAK FLOW RATE(CFS) = 2.13
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.00
FLOW VELOCITY(FEET/SEC.) = 1.90 DEPTH*VELOCITY(FT*FT/SEC.) = 0.62
LONGEST FLOWPATH FROM NODE 1250.00 TO NODE 1260.00 = 453.50 FEET.
FLOW PROCESS FROM NODE 1260.00 TO NODE 1220.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 47.92 DOWNSTREAM(FEET) = 47.62
FLOW LENGTH(FEET) = 20.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.16
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.13
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 13.66
LONGEST FLOWPATH FROM NODE 1250.00 TO NODE 1220.00 = 473.75 FEET.
FLOW PROCESS FROM NODE 1220.00 TO NODE 1220.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 13.66
RAINFALL INTENSITY(INCH/HR) = 3.45
TOTAL STREAM AREA(ACRES) = 1.09
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.13
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 2.05 13.07 3.544 1.02
2 2.13 13.66 3.445 1.09
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 4.12 13.07 3.544
2 4.12 13.66 3.445
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 4.12 Tc(MIN.) = 13.66
TOTAL AREA(ACRES) = 2.11
LONGEST FLOWPATH FROM NODE 1250.00 TO NODE 1220.00 = 473.75 FEET.
FLOW PROCESS FROM NODE 1220.00 TO NODE 1200.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
»>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<««
ELEVATION DATA: UPSTREAM(FEET) = 48.32 DOWNSTREAM(FEET) = 47.16
FLOW LENGTH(FEET) = 63.35 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.71
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 4.12
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 13.81
LONGEST FLOWPATH FROM NODE 1250.00 TO NODE 1200.00 = 537.10 FEET.
FLOW PROCESS FROM NODE 1200.00 TO NODE 1200.00 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 4.12 13.81 3.420 2.11
LONGEST FLOWPATH FROM NODE 1250.00 TO NODE 1200.00 = 537.10 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 49.92 16.42 3.059 21.15
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1200.00 = 103.36 FEET.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 48.78 13.81 3.420
2 53.61 16.42 3.059
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 53.61 Tc(MIN.) = 16.42
TOTAL AREA(ACRES) = 23.26
******************************************************
FLOW PROCESS FROM NODE 1200.00 TO NODE 1200.00 IS CODE = 12
>»»CLEAR MEMORY BANK # 1 «<«
FLOW PROCESS FROM NODE 1200.00 TO NODE 1300.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 44.16 DOWNSTREAM(FEET) = 42.15
FLOW LENGTH(FEET) = 200.88 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 20.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.20
GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 53.61
PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 16.75
LONGEST FLOWPATH FROM NODE 1250.00 TO NODE 1300.00 = 737.98 FEET.
FLOW PROCESS FROM NODE 1300.00 TO NODE 1300.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 16.75
RAINFALL INTENSITY(INCH/HR) = 3.02
TOTAL STREAM AREA(ACRES) = 23.26
PEAK FLOW RATE(CFS) AT CONFLUENCE = 53.61
*************************************************************
FLOW PROCESS FROM NODE 1305.00 TO NODE 1310.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 164.00
UPSTREAM ELEVATION = 53.70
DOWNSTREAM ELEVATION = 52.06
ELEVATION DIFFERENCE = 1.64
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.678
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.614
SUBAREA RUNOFF(CFS) = 0.62
TOTAL AREA(ACRES) = 0.31 TOTAL RUNOFF(CFS) = 0.62
FLOW PROCESS FROM NODE 1310.00 TO NODE 1320.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 52.06 DOWNSTREAM ELEVATION(FEET) = 49.37
STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.87
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.32
HALFSTREET FLOOD WIDTH(FEET) = 9.70
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.77
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.57
STREET FLOW TRAVEL TIME(MIN.) = 2.92 Tc(MIN.) = 15.60
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.162
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 1.44 SUBAREA RUNOFF(CFS) = 2.50
TOTAL AREA(ACRES) = 1.75 PEAK FLOW RATE(CFS) = 3.12
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) =0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.03
FLOW VELOCITY(FEET/SEC.) = 1.99 DEPTH*VELOCITY(FT*FT/SEC.) = 0.73
LONGEST FLOWPATH FROM NODE 1305.00 TO NODE 1320.00 = 474.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1320.00 TO NODE 1300.00 IS CODE = 31
»>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
»>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 45.20 DOWNSTREAM(FEET) = 43.73
FLOW LENGTH(FEET) = 154.59 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.89
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.12
PIPE TRAVEL TIME(MIN-) = 0.53 Tc(MIN.) = 16.13
LONGEST FLOWPATH FROM NODE 1305.00 TO NODE 1300.00 = 628.59 FEET.
FLOW PROCESS FROM NODE 1300.00 TO NODE 1300.00 IS CODE =
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<«
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 16.13
RAINFALL INTENSITY(INCH/HR) = 3.09
TOTAL STREAM AREA(ACRES) = 1.75
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.12
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 53.61 16.75 3.021 23.26
2 3.12 16.13 3.095 1.75
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 55.44 16.13 3.095
2 56.65 16.75 3.021
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 56.65 Tc(MIN.) = 16.75
TOTAL AREA(ACRES) = 25.01
LONGEST FLOWPATH FROM NODE 1250.00 TO NODE 1300.00 = 737.98 FEET.
FLOW PROCESS FROM NODE 1300.00 TO NODE 1400.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««<
ELEVATION DATA: UPSTREAM(FEET) = 42.13 DOWNSTREAM(FEET) = 41.84
FLOW LENGTH(FEET) = 96.57 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 31.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.54
GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 56.65
PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 16.99
LONGEST FLOWPATH FROM NODE 1250.00 TO NODE 1400.00 = 834.55 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1400.00 TO NODE 1400.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 16.99
RAINFALL INTENSITY(INCH/HR) = 2.99
TOTAL STREAM AREA(ACRES) = 25.01
PEAK FLOW RATE(CFS) AT CONFLUENCE = 56.65
****************************************************************************
FLOW PROCESS FROM NODE 1405.00 TO NODE 1410.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9000
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 133.50
UPSTREAM ELEVATION =51.22
DOWNSTREAM ELEVATION = 49.45
ELEVATION DIFFERENCE = 1.77
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.786
TIME OF CONCENTRATION ASSUMED AS 6-MINUTES
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.856
SUBAREA RUNOFF(CFS) = 0.84
TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.84
FLOW PROCESS FROM NODE 1410.00 TO NODE 1400.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 44.90 DOWNSTREAM(FEET) = 44.34
FLOW LENGTH(FEET) = 7.59 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.96
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.84
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 6.02
LONGEST FLOWPATH FROM NODE 1405.00 TO NODE 1400.00 = 141.09 FEET.
FLOW PROCESS FROM NODE 1400.00 TO NODE 1400.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.02
RAINFALL INTENSITY(INCH/HR) = 5.84
TOTAL STREAM AREA(ACRES) = 0.16
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.84
FLOW PROCESS FROM NODE 1415.00 TO NODE 1420.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 96.00
UPSTREAM ELEVATION = 55.06
DOWNSTREAM ELEVATION = 54.10
ELEVATION DIFFERENCE = 0.96
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.700
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.296
SUBAREA RUNOFF(CFS) = 0.24
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.24
*******************************************************************
FLOW PROCESS FROM NODE 1420.00 TO NODE 1425.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 53.58 DOWNSTREAM ELEVATION(FEET) = 50.69
STREET LENGTH(FEET) = 314.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.82
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.26
HALFSTREET FLOOD WIDTH(FEET) = 6.55
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.50
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.39
STREET FLOW TRAVEL TIME(MIN.) = 3.49 Tc(MIN.) = 13.19
100 YEAR RAINFALL INTENSITY!INCH/HOUR) = 3.524
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.16
TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 1.40
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) =0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.43
FLOW VELOCITY(FEET/SEC.) = 1.69 DEPTH*VELOCITY(FT*FT/SEC.) = 0.50
LONGEST FLOWPATH FROM NODE 1415.00 TO NODE 1425.00 = 410.00 FEET.
***************************************************************************
FLOW PROCESS FROM NODE 1425.00 TO NODE 1430.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 50.69 DOWNSTREAM ELEVATION(FEET) = 49.45
STREET LENGTH(FEET) = 114.90 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.07
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.32
HALFSTREET FLOOD WIDTH(FEET) = 9.70
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.96
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.63
STREET FLOW TRAVEL TIME(MIN-) = 0.98 Tc(MIN.) = 14.16
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.365
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.73 SUBAREA RUNOFF(CFS) = 1.35
TOTAL AREA(ACRES) = 1.43 PEAK FLOW RATE(CFS) = 2.75
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.92
FLOW VELOCITY(FEET/SEC.) = 2.10 DEPTH*VELOCITY(FT*FT/SEC.) = 0.72
LONGEST FLOWPATH FROM NODE 1415.00 TO NODE 1430.00 = 524.90 FEET.
FLOW PROCESS FROM NODE 1430.00 TO NODE 1400.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<«
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 44.63 DOWNSTREAM(FEET) = 44.34
FLOW LENGTH(FEET) = 26.16 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.00
ESTIMATED PIPE DIAMETER(INCH) = 18.00
PIPE-FLOW(CFS) = 2.75
PIPE TRAVEL TIME(MIN-) = 0.09
NUMBER OF PIPES =
Tc(MIN.) =
LONGEST FLOWPATH FROM NODE 1415.00 TO NODE
14.25
1400.00 =551.06 FEET.
FLOW PROCESS FROM NODE
>***************•*
1400.00 TO NODE 1400.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM
TIME OF CONCENTRATION(MIN.) = 14.25
RAINFALL INTENSITYUNCH/HR) = 3.35
TOTAL STREAM AREA(ACRES) = 1.43
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.75
3 ARE:
** CONFLUENCE DATA **
STREAM
NUMBER
1
2
3
RUNOFF
(CFS)
56.65
0.84
2.75
Tc
(MIN.)
16.99
6.02
14.25
INTENSITY
(INCH/HOUR)
2.992
5.845
3.352
AREA
(ACRE)
25.01
0.16
1.43
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM
NUMBER
1
2
3
RUNOFF
(CFS)
31.42
53.81
59.54
Tc
(MIN.)
6.02
14.25
26.60
INTENSITY
(INCH/HOUR)
5.845
3.352
2.241
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 59.54 Tc(MIN.) = 16.99
TOTAL AREA(ACRES) = 26.60
LONGEST FLOWPATH FROM NODE 1250.00 TO NODE 1400.00 834.55 FEET.
FLOW PROCESS FROM NODE 1400.00 TO NODE 1500.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 41.82 DOWNSTREAM(FEET)
FLOW LENGTH(FEET) = 114.24 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 32.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.57
GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 59.54
PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 17.28
41.48
LONGEST FLOWPATH FROM NODE 1250.00 TO NODE 1500.00 = 948.79 FEET.
FLOW PROCESS FROM NODE 1500.00 TO NODE 1500.00 IS CODE = 10
»»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 «<«
FLOW PROCESS FROM NODE 1505.00 TO NODE 1510.00 IS CODE = 21
»>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<«
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 100.00
UPSTREAM ELEVATION = 55.08
DOWNSTREAM ELEVATION = 54.08
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.240
SUBAREA RUNOFF(CFS) = 0.23
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.23
****************************************************************************
FLOW PROCESS FROM NODE 1510.00 TO NODE 1515.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
»>» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 53.56 DOWNSTREAM ELEVATION(FEET) = 49.45
STREET LENGTH(FEET) = 93.70 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.10
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.23
HALFSTREET FLOOD WIDTH(FEET) = 4.97
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.02
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.68
STREET FLOW TRAVEL TIME(MIN-) = 0.52 Tc(MIN.) = 10.42
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.102
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.77 SUBAREA RUNOFF(CFS) = 1.74
TOTAL AREA(ACRES) = 0.87 PEAK FLOW RATE(CFS) = 1.97
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.85
FLOW VELOCITY(FEET/SEC.) = 3.35 DEPTH*VELOCITY(FT*FT/SEC.) = 0.88
LONGEST FLOWPATH FROM NODE 1505.00 TO NODE 1515.00 = 193.70 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1515.00 TO NODE 1500.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 44.70 DOWNSTREAM(FEET) = 43.69
FLOW LENGTH(FEET) = 144.50 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.87
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.97
PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 11.04
LONGEST FLOWPATH FROM NODE 1505.00 TO NODE 1500.00 = 338.20 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1500.00 TO NODE 1500.00 IS CODE = 10
>»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 «<«
FLOW PROCESS FROM NODE 1520.00 TO NODE 1525.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<«
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 100.00
UPSTREAM ELEVATION = 61.77
DOWNSTREAM ELEVATION = 60.77
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.240
SUBAREA RUNOFF(CFS) = 0.23
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.23
FLOW PROCESS FROM NODE 1525.00 TO NODE 1530.00 IS CODE = 62
»>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»»(STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 60.25 DOWNSTREAM ELEVATION(FEET) = 53.65
STREET LENGTH(FEET) = 582.40 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.25
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.32
HALFSTREET FLOOD WIDTH(FEET) = 9.90
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.05
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.66
STREET FLOW TRAVEL TIME(MIN.) = 4.74 Tc(MIN.) = 14.64
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.293
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 3.99
TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) = 4.22
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.90
FLOW VELOCITY(FEET/SEC.) = 2.37 DEPTH*VELOCITY(FT*FT/SEC.) = 0.91
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 1530.00 = 682.40 FEET.
****************************************************************
FLOW PROCESS FROM NODE 1530.00 TO NODE 1535.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 49.00 DOWNSTREAM(FEET) = 48.73
FLOW LENGTH(FEET) = 6.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.20
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 4.22
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 14.66
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 1535.00 = 688.65 FEET.
FLOW PROCESS FROM NODE 1535.00 TO NODE 1535.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.66
RAINFALL INTENSITY(INCH/HR) = 3.29
TOTAL STREAM AREA(ACRES) = 2.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.22
FLOW PROCESS FROM NODE 1540.00 TO NODE 1545.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 100.00
UPSTREAM ELEVATION = 62.05
DOWNSTREAM ELEVATION = 61.05
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.240
SUBAREA RUNOFF(CFS) = 0.30
TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.30
*******************************************************************
FLOW PROCESS FROM NODE 1545.00 TO NODE 1550.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»»(STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 60.34 DOWNSTREAM ELEVATION(FEET) = 53.56
STREET LENGTH(FEET) = 523.50 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.17
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.32
HALFSTREET FLOOD WIDTH(FEET) = 9.49
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.13
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.67
STREET FLOW TRAVEL TIME(MIN-) = 4.09 Tc(MIN.) = 13.99
100 YEAR RAINFALL INTENSITY)INCH/HOUR) = 3.392
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 1.99 SUBAREA RUNOFF(CFS) = 3.71
TOTAL AREA(ACRES) = 2.12 PEAK FLOW RATE(CFS) = 4.02
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) =0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.29
FLOW VELOCITY(FEET/SEC.) = 2.47 DEPTH*VELOCITY(FT*FT/SEC.) = 0.92
LONGEST FLOWPATH FROM NODE 1540.00 TO NODE 1550.00 = 623.50 FEET.
FLOW PROCESS FROM NODE 1550.00 TO NODE 1535.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<««
ELEVATION DATA: UPSTREAM(FEET) = 49.00 DOWNSTREAM(FEET) = 48.73
FLOW LENGTH(FEET) = 26.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.39
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 4.02
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 14.07
LONGEST FLOWPATH FROM NODE 1540.00 TO NODE 1535.00 = 649.75 FEET.
Ir**************************************************************************
FLOW PROCESS FROM NODE 1535.00 TO NODE 1535.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 14.07
RAINFALL INTENSITY(INCH/HR) = 3.38
TOTAL STREAM AREA(ACRES) = 2.12
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.02
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 4.22 14.66 3.292 2.30
2 4.02 14.07 3.379 2.12
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 8.12 14.07 3.379
2 8.13 14.66 3.292
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 8.13 Tc(MIN.) = 14.66
TOTAL AREA(ACRES) = 4.42
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 1535.00 = 688.65 FEET.
FLOW PROCESS FROM NODE 1535.00 TO NODE 1555.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 48.73 DOWNSTREAM(FEET) = 45.73
FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.29
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 8.13
PIPE TRAVEL TIME(MIN.) = 0.80 Tc(MIN.) = 15.45
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 1555.00 = 988.65 FEET.
FLOW PROCESS FROM NODE 1555.00 TO NODE 1555.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 15.45
RAINFALL INTENSITY(INCH/HR) = 3.18
TOTAL STREAM AREA(ACRES) = 4.42
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.13
FLOW PROCESS FROM NODE 1560.00 TO NODE 1565.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 100.00
UPSTREAM ELEVATION = 57.55
DOWNSTREAM ELEVATION = 56.55
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.240
SUBAREA RUNOFF(CFS) = 0.23
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.23
****************************************************************************
FLOW PROCESS FROM NODE 1565.00 TO NODE 1570.00 IS CODE = 62
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»»(STREET TABLE SECTION # 2 USED)«<«
UPSTREAM ELEVATION(FEET) = 56.55 DOWNSTREAM ELEVATION(FEET) = 51.66
STREET LENGTH(FEET) = 519.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.31
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.29
HALFSTREET FLOOD WIDTH(FEET) = 8.12
AVERAGE FLOW VELOCITY(FEET/SEC.) =1.69
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.49
STREET FLOW TRAVEL TIME(MIN.) = 5.13 Tc(MIN.) = 15.03
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.239
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.14
TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 2.37
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.56
FLOW VELOCITY(FEET/SEC.) = 1.92 DEPTH*VELOCITY(FT*FT/SEC.) = 0.65
LONGEST FLOWPATH FROM NODE 1560.00 TO NODE 1570.00 = 619.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1570.00 TO NODE 1555.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<«
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<««
ELEVATION DATA: UPSTREAM(FEET) = 45.91 DOWNSTREAM(FEET) = 45.58
FLOW LENGTH(FEET) = 26.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.01
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.37
PIPE TRAVEL TIME(MIN-) = 0.09 Tc(MIN.) = 15.11
LONGEST FLOWPATH FROM NODE 1560.00 TO NODE 1555.00 = 645.25 FEET.
***************************************************************************
FLOW PROCESS FROM NODE 1555.00 TO NODE 1555.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
»>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 15.11
RAINFALL INTENSITY(INCHXHR) = 3.23
TOTAL STREAM AREA(ACRES) = 1.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.37
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 8.13 15.45 3.182 4.42
2 2.37 15.11 3.227 1.30
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 10.47 5.72 6.039
2 10.39 15.11 3.227
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 10.47 Tc(MIN.) = 15.45
TOTAL AREA(ACRES) = 5.72
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 1555.00 = 988.65 FEET.
FLOW PROCESS FROM NODE 1555.00 TO NODE 1500.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<««
ELEVATION DATA: UPSTREAM(FEET) = 45.58 DOWNSTREAM(FEET) = 44.73
FLOW LENGTH(FEET) = 82.04 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.85
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 10.47
PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 15.65
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 1500.00 = 1070.69 FEET.
FLOW PROCESS FROM NODE 1500.00 TO NODE 1500.00 IS CODE = 11
>»»CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<««
** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 10.47 15.65 3.155 5.72
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 1500.00 = 1070.69 FEET.
** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.97 11.04 3.952 0.87
LONGEST FLOWPATH FROM NODE 1505.00 TO NODE 1500.00 = 338.20 FEET.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 10.33 11.04 3.952
2 12.04 15.65 3.155
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 12.04 Tc(MIN.) = 15.65
TOTAL AREA(ACRES) = 6.59
FLOW PROCESS FROM NODE 1500.00 TO NODE 1500.00 IS CODE = 12
>»»CLEAR MEMORY BANK # 2 <««
FLOW PROCESS FROM NODE 1500.00 TO NODE 1500.00 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 12.04 15.65 3.155 6.59
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 1500.00 =1070.69 FEET.
** MEMORY BANK #
STREAM RUNOFF
NUMBER (CFS)
1 59.54
CONFLUENCE DATA **
TC INTENSITY AREA
(MIN.) (INCH/HOUR) (ACRE)
17.28 2.960 26.60
LONGEST FLOWPATH FROM NODE
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc
NUMBER (CFS) (MIN.)
1 67.89 15.65
2 70.83 17.28
1250.00 TO NODE 1500.00 = 948.79 FEET.
INTENSITY
(INCH/HOUR)
3.155
2.960
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 70.83 TcfMIN.) = 17.28
TOTAL AREA(ACRES) = 33.19
***********************
FLOW PROCESS FROM NODE 1500.00 TO NODE
>»»CLEAR MEMORY BANK # 1 «<«
1500.00 IS CODE = 12
FLOW PROCESS FROM NODE 1500.00 TO NODE 1600.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<«
»»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)-
ELEVATION DATA: UPSTREAM(FEET) = 41.46 DOWNSTREAM(FEET) = 40.82
FLOW LENGTH(FEET) = 211.82 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.78
GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 70.83
PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 17.80
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 1600.00 = 1282.51 FEET.
FLOW PROCESS FROM NODE 1600.00 TO NODE 1600.00 IS CODE
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 17.80
RAINFALL INTENSITY(INCH/HR) = 2.90
TOTAL STREAM AREA(ACRES) = 33.19
PEAK FLOW RATE(CFS) AT CONFLUENCE = 70.83
FLOW PROCESS FROM NODE 1605.00 TO NODE 1610.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 100.00
UPSTREAM ELEVATION = 51.68
DOWNSTREAM ELEVATION = 50.68
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.240
SUBAREA RUNOFF(CFS) = 0.23
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.23
FLOW PROCESS FROM NODE 1610.00 TO NODE 1615.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»»( STREET TABLE SECTION # 2 USED)«<«
UPSTREAM ELEVATION(FEET) = 50.16 DOWNSTREAM ELEVATION(FEET) = 49.64
STREET LENGTH(FEET) = 95.40 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.11
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.30
HALFSTREET FLOOD WIDTH(FEET) = 8.53
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.31
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.39
STREET FLOW TRAVEL TIME(MIN.) = 1.21 Tc(MIN.) = 11.11
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.936
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.81 SUBAREA RUNOFF(CFS) = 1.75
TOTAL AREA(ACRES) = 0.91 PEAK FLOW RATE(CFS) = 1.99
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.02
FLOW VELOCITY(FEET/SEC.) = 1.49 DEPTH*VELOCITY(FT*FT/SEC.) = 0.52
LONGEST FLOWPATH FROM NODE 1605.00 TO NODE 1615.00 = 195.40 FEET.
FLOW PROCESS FROM NODE 1615.00 TO NODE 1600.00 IS CODE = 31
»>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 44.06 DOWNSTREAM(FEET) = 42.95
FLOW LENGTH(FEET) = 148.16 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.97
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.99
PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN-) = 11.73
LONGEST FLOWPATH FROM NODE 1605.00 TO NODE 1600.00 = 343.56 FEET.
FLOW PROCESS FROM NODE 1600.00 TO NODE 1600.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 11.73
RAINFALL INTENSITY(INCH/HR) = 3.80
TOTAL STREAM AREA(ACRES) = 0.91
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.99
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 70.83 17.80 2.904 33.19
2 1.99 11.73 3.800 0.91
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 56.12 11.73 3.800
2 72.35 17.80 2.904
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 72.35 Tc(MIN.) = 17.80
TOTAL AREA(ACRES) = 34.10
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 1600.00 = 1282.51 FEET.
FLOW PROCESS FROM NODE 1600.00 TO NODE 1700.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 40.80 DOWNSTREAM(FEET) = 40.49
FLOW LENGTH(FEET) = 101.84 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.81
GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 72.35
PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 18.05
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 1700.00 = 1384.35 FEET.
FLOW PROCESS FROM NODE 1700.00 TO NODE 1700.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 18.05
RAINFALL INTENSITY(INCH/HR) = 2.88
TOTAL STREAM AREA(ACRES) = 34.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 72.35
****************************************************************************
FLOW PROCESS FROM NODE 1705.00 TO NODE 1710.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 97.00
UPSTREAM ELEVATION = 51.96
DOWNSTREAM ELEVATION = 50.99
ELEVATION DIFFERENCE = 0.97
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.750
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.281
SUBAREA RUNOFF(CFS) = 0.24
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.24
FLOW PROCESS FROM NODE 1710.00 TO NODE 1715.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 50.47 DOWNSTREAM ELEVATION(FEET) = 50.36
STREET LENGTH(FEET) = 10.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.40
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.21
HALFSTREET FLOOD WIDTH(FEET) = 3.99
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.44
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.30
STREET FLOW TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 9.87
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.249
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.14 SUBAREA RUNOFF(CFS) = 0.33
TOTAL AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) = 0.56
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) =0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.03
FLOW VELOCITY(FEET/SEC.) = 1.52 DEPTH*VELOCITY(FT*FT/SEC.) = 0.34
LONGEST FLOWPATH FROM NODE 1705.00 TO NODE 1715.00 = 107.00 FEET.
***************************************************************************
FLOW PROCESS FROM NODE 1715.00 TO NODE 1700.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<«
ELEVATION DATA: UPSTREAM(FEET) = 45.35 DOWNSTREAM(FEET) = 42.99
FLOW LENGTH(FEET) = 5.75 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 11.15
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.56
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 9.87
LONGEST FLOWPATH FROM NODE 1705.00 TO NODE 1700.00 = 112.75 FEET.
FLOW PROCESS FROM NODE 1700.00 TO NODE 1700.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) =9.87
RAINFALL INTENSITY)INCH/HR) = 4.25
TOTAL STREAM AREA(ACRES) = 0.24
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.56
****************************************************************************
FLOW PROCESS FROM NODE 1720.00 TO NODE 1725.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 95.00
UPSTREAM ELEVATION = 54.34
DOWNSTREAM ELEVATION = 53.39
ELEVATION DIFFERENCE = 0.95
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.649
100 YEAR RAINFALL INTENSITY)INCH/HOUR) = 4.310
SUBAREA RUNOFF(CFS) = 0.33
TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.33
FLOW PROCESS FROM NODE 1725.00 TO NODE 1730.00 IS CODE = 62
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
»>» {STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 52.87 DOWNSTREAM ELEVATION(FEET) = 50.36
STREET LENGTH(FEET) = 224.50 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.59
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.30
HALFSTREET FLOOD WIDTH(FEET) = 8.53
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.89
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.56
STREET FLOW TRAVEL TIME(MIN-) = 1.98 Tc(MIN.) = 11.63
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.821
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.52
TOTAL AREA(ACRES) = 1.34 PEAK FLOW RATE(CFS) = 2.85
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.02
FLOW VELOCITY(FEET/SEC.) = 2.14 DEPTH*VELOCITY(FT*FT/SEC.) = 0.74
LONGEST FLOWPATH FROM NODE 1720.00 TO NODE 1730.00 = 319.50 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1730.00 TO NODE 1700.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 44.30 DOWNSTREAM(FEET) = 42.99
FLOW LENGTH(FEET) = 25.75 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.73
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.85
PIPE TRAVEL TIME(MIN-) = 0.05 Tc(MIN.) = 11.68
LONGEST FLOWPATH FROM NODE 1720.00 TO NODE 1700.00 = 345.25 FEET.
FLOW PROCESS FROM NODE 1700.00 TO NODE 1700.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 11.68
RAINFALL INTENSITY(INCH/HR) = 3.81
TOTAL STREAM AREA(ACRES) = 1.34
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.85
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 72.35 18.05 2.878 34.10
2 0.56 9.87 4.247 0.24
3 2.85 11.68 3.810 1.34
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 52.15 9.87 4.247
2 58.00 11.68 3.810
3 74.89 35.68 1.854
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 74.89 Tc(MIN.) = 18.05
TOTAL AREA(ACRES) = 35.68
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 1700.00 = 1384.35 FEET.
FLOW PROCESS FROM NODE 1700.00 TO NODE 1800.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 40.47 DOWNSTREAM(FEET) = 40.09
FLOW LENGTH(FEET) = 107.40 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.32
GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 74.89
PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 18.30
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 1800.00 = 1491.75 FEET.
FLOW PROCESS FROM NODE 1800.00 TO NODE 1800.00 IS CODE = 10
>»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 «<«
FLOW PROCESS FROM NODE 1805.00 TO NODE 1810.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 75.00
UPSTREAM ELEVATION = 56.76
DOWNSTREAM ELEVATION = 54.50
ELEVATION DIFFERENCE = 2.26
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 5.936
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
TIME OF CONCENTRATION ASSUMED AS 6-MINUTES
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.856
SUBAREA RUNOFF(CFS) = 0.23
TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.23
FLOW PROCESS FROM NODE 1810.00 TO NODE 1815.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 54.50 DOWNSTREAM ELEVATION(FEET) = 51.39
STREET LENGTH(FEET) = 135.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.78
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.22
HALFSTREET FLOOD WIDTH(FEET) = 4.92
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.16
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.49
STREET FLOW TRAVEL TIME(MIN.) = 1.04 Tc(MIN.) = 7.04
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.282
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.38 SUBAREA RUNOFF(CFS) = 1.10
TOTAL AREA(ACRES) = 0.45 PEAK FLOW RATE(CFS) = 1.33
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.60
FLOW VELOCITY (FEET/SEC. ) = 2.40 DEPTH*VELOCITY (FT*FT/.SEC . ) = 0.62
LONGEST FLOWPATH FROM NODE 1805.00 TO NODE 1815.00 = 210.00 FEET.
FLOW PROCESS FROM NODE 1815.00 TO NODE 1820.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 46.29 DOWNSTREAM(FEET) = 44.77
FLOW LENGTH(FEET) = 8.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 11.06
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.33
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 7.05
LONGEST FLOWPATH FROM NODE 1805.00 TO NODE 1820.00 = 218.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1820.00 TO NODE 1820.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.05
RAINFALL INTENSITY(INCH/HR) = 5.28
TOTAL STREAM AREA(ACRES) = 0.45
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.33
FLOW PROCESS FROM NODE 1825.00 TO NODE 1830.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 95.00
UPSTREAM ELEVATION = 57.64
DOWNSTREAM ELEVATION = 56.69
ELEVATION DIFFERENCE = 0.95
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.649
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.310
SUBAREA RUNOFF(CFS) = 0.21
TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.21
FLOW PROCESS FROM NODE 1830.00 TO NODE 1840.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»» (STREET TABLE SECTION # 2 USED)««<
UPSTREAM ELEVATION(FEET) = 56.17 DOWNSTREAM ELEVATION(FEET) = 52.52
STREET LENGTH(FEET) = 232.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.67
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.23
HALFSTREET FLOOD WIDTH(FEET) = 5.03
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.81
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.41
STREET FLOW TRAVEL TIME(MIN-) = 2.13 Tc(MIN-) = 11.78
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.790
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.44 SUBAREA RUNOFF(CFS) = 0.92
TOTAL AREA(ACRES) = 0.53 PEAK FLOW RATE(CFS) = 1.13
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) =0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.70
FLOW VELOCITY(FEET/SEC.) = 1.99 DEPTH*VELOCITY(FT*FT/SEC.) = 0.52
LONGEST FLOWPATH FROM NODE 1825.00 TO NODE 1840.00 = 327.00 FEET.
FLOW PROCESS FROM NODE 1840.00 TO NODE 1820.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<«
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 47.17 DOWNSTREAM(FEET) = 44.77
FLOW LENGTH(FEET) = 25.75 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.21
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.13
PIPE TRAVEL TIME(MIN-) = 0.05 Tc(MIN.) = 11.83
LONGEST FLOWPATH FROM NODE 1825.00 TO NODE 1820.00 = 352.75 FEET.
FLOW PROCESS FROM NODE 1820.00 TO NODE 1820.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 11.83
RAINFALL INTENSITY(INCH/HR) = 3.78
TOTAL STREAM AREA(ACRES) = 0.53
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.13
FLOW PROCESS FROM NODE 1832.00 TO NODE 1834.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .6400
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 142.60
UPSTREAM ELEVATION = 59.90
DOWNSTREAM ELEVATION = 58.70
ELEVATION DIFFERENCE = 1.20
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.473
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.089
SUBAREA RUNOFF(CFS) = 0.68
TOTAL AREA(ACRES) = 0.26 TOTAL RUNOFF(CFS) = 0.68
*******************************************************************
FLOW PROCESS FROM NODE 1834.00 TO NODE 1836.00 IS CODE = 31
»>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 58.70 DOWNSTREAM(FEET) = 54.00
FLOW LENGTH(FEET) = 181.30 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.48
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.68
PIPE TRAVEL TIME(MIN-) = 0.67 Tc(MIN.) = 11.15
LONGEST FLOWPATH FROM NODE 1832.00 TO NODE 1836.00 = 323.90 FEET.
******************************************************************
FLOW PROCESS FROM NODE 1834.00 TO NODE 1836.00 IS CODE = 81
>»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<««
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.927
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5100
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.35 SUBAREA RUNOFF(CFS) = 0.70
TOTAL AREA(ACRES) = 0.61 TOTAL RUNOFF(CFS) = 1.38
TC(MIN) =11.15
FLOW PROCESS FROM NODE 1836.00 TO NODE 1820.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 46.65 DOWNSTREAM(FEET) = 44.77
FLOW LENGTH(FEET) = 98.95 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.98
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.38
PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN-) = 11.48
LONGEST FLOWPATH FROM NODE 1832.00 TO NODE 1820.00 = 422.85 FEET.
FLOW PROCESS FROM NODE 1820.00 TO NODE 1820.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
»>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 11.48
RAINFALL INTENSITY(INCH/HR) = 3.85
TOTAL STREAM AREA(ACRES) = 0.61
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.38
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.33 7.05 5.276 0.45
2 1.13 11.83 3.779 0.53
3 1.38 11.48 3.854 0.61
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF
NUMBER (CFS)
1 3.15
2 3.46
3 3.44
COMPUTED CONFLUENCE
PEAK FLOW RATE (CFS)
TOTAL AREA (ACRES) =
Tc
(MIN.)
7.05
11.48
11.83
ESTIMATES
3.
1.59
LONGEST FLOWPATH FROM NODE
INTENSITY
(INCH /HOUR)
5.276
3.854
3.779
ARE AS FOLLOWS:
46 Tc(MIN.) = 11.48
1832.00 TO NODE 1820.00 = 422.85 FEET.
FLOW PROCESS FROM NODE 1820.00 TO NODE 1800.00 IS CODE = 31
»»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 44.44 DOWNSTREAM(FEET) = 42.59
FLOW LENGTH(FEET) = 115.76 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.08
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.46
PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 11.80
LONGEST FLOWPATH FROM NODE 1832.00 TO NODE 1800.00 = 538.61 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1800.00 TO NODE 1800.00 IS CODE = 1
»>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 11.80
RAINFALL INTENSITY(INCH/HR) = 3.79
TOTAL STREAM AREA(ACRES) = 1.59
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.46
****************************************************************************
FLOW PROCESS FROM NODE 1845.00 TO NODE 1850.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<«
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 95.00
UPSTREAM ELEVATION = 51.29
DOWNSTREAM ELEVATION = 50.34
ELEVATION DIFFERENCE = 0.95
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.649
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.310
SUBAREA RUNOFF(CFS) = 0.24
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.24
****************************************************************************
FLOW PROCESS FROM NODE 1850.00 TO NODE 1855.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»»( STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 49.82 DOWNSTREAM ELEVATION(FEET) = 49.77
STREET LENGTH(FEET) = 45.80 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.87
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.34
HALFSTREET FLOOD WIDTH(FEET) = 10.87
AVERAGE FLOW VELOCITY(FEET/SEC.) = 0.67
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.23
STREET FLOW TRAVEL TIME(MIN.) = 1.14 Tc(MIN.) = 10.79
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.010
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.57 SUBAREA RUNOFF(CFS) = 1.26
TOTAL AREA(ACRES) = 0.67 PEAK FLOW RATE(CFS) = 1.49
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.61
FLOW VELOCITY(FEET/SEC.) = 0.76 DEPTH*VELOCITY(FT*FT/SEC.) = 0.30
LONGEST FLOWPATH FROM NODE 1845.00 TO NODE 1855.00 = 140.80 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1855.00 TO NODE 1800.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 44.33 DOWNSTREAM(FEET) = 42.59
FLOW LENGTH(FEET) = 149.17 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.29
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.49
PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 11.37
LONGEST FLOWPATH FROM NODE 1845.00 TO NODE 1800.00 = 289.97 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1800.00 TO NODE 1800.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 11.37
RAINFALL INTENSITY(INCH/HR) = 3.88
TOTAL STREAM AREA(ACRES) = 0.67
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.49
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 3.46 11.80 3.787 1.59
2 1.49 11.37 3.877 0.67
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 4.92 2.26 10.993
2 4.87 11.37 3.877
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 4.92 Tc(MIN.) = 11.80
TOTAL AREA(ACRES) = 2.26
LONGEST FLOWPATH FROM NODE 1832.00 TO NODE 1800.00 = 538.61 FEET.
FLOW PROCESS FROM NODE 1800.00 TO NODE 1800.00 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 4.92 11.80 3.787 2.26
LONGEST FLOWPATH FROM NODE 1832.00 TO NODE 1800.00 = 538.61 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 74.89 18.30 2.853 35.68
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 1800.00 = 1491.75 FEET.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 61.34 11.80 3.787
2 78.59 18.30 2.853
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 78.59 Tc(MIN.) = 18.30
TOTAL AREA(ACRES) = 37.94
***********************************************************************
FLOW PROCESS FROM NODE 1800.00 TO NODE 1800.00 IS CODE = 12
»>»CLEAR MEMORY BANK # 1 «<«
FLOW PROCESS FROM NODE 1800.00 TO NODE 1900.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<«
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 39.59 DOWNSTREAM(FEET) = 39.22
FLOW LENGTH(FEET) = 91.13 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 32.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.99
GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 78.59
PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 18.49
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 1900.00 = 1582.88 FEET.
FLOW PROCESS FROM NODE 1900.00 TO NODE 1900.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 18.49
RAINFALL INTENSITY(INCH/HR) = 2.83
TOTAL STREAM AREA(ACRES) = 37.94
PEAK FLOW RATE(CFS) AT CONFLUENCE = 78.59
FLOW PROCESS FROM NODE 1905.00 TO NODE 1910.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 56.00
UPSTREAM ELEVATION = 51.55
DOWNSTREAM ELEVATION = 50.99
ELEVATION DIFFERENCE = 0.56
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.408
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.111
SUBAREA RUNOFF(CFS) = 0.28
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.28
FLOW PROCESS FROM NODE 1910.00 TO NODE 1915.00 IS CODE = 62
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 50.47 DOWNSTREAM ELEVATION(FEET) = 50.11
STREET LENGTH(FEET) = 37.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.46
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.22
HALFSTREET FLOOD WIDTH(FEET) = 4.59
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.39
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.30
STREET FLOW TRAVEL TIME(MIN-) = 0.44 Tc(MIN.) = 7.85
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.923
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS) = 0.35
TOTAL AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) = 0.63
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.58
FLOW VELOCITY(FEET/SEC.) = 1.47 DEPTH*VELOCITY(FT*FT/SEC.) = 0.35
LONGEST FLOWPATH FROM NODE 1905.00 TO NODE 1915.00 = 93.00 FEET.
FLOW PROCESS FROM NODE 1915.00 TO NODE 1900.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 45.20 DOWNSTREAM(FEET) = 42.20
FLOW LENGTH(FEET) = 5.75 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.54
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.63
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 7.86
LONGEST FLOWPATH FROM NODE 1905.00 TO NODE 1900.00 = 98.75 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1900.00 TO NODE 1900.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 7.86
RAINFALL INTENSITY(INCH/HR) = 4.92
TOTAL STREAM AREA(ACRES) = 0.23
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.63
****************************************************************************
FLOW PROCESS FROM NODE 1920.00 TO NODE 1925.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 89.00
UPSTREAM ELEVATION = 53.50
DOWNSTREAM ELEVATION = 52.61
ELEVATION DIFFERENCE = 0.89
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.340
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.402
SUBAREA RUNOFF(CFS) = 0.19
TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.19
FLOW PROCESS FROM NODE 1925.00 TO NODE 1930.00 IS CODE = 62
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 52.09 DOWNSTREAM ELEVATION(FEET) = 50.11
STREET LENGTH(FEET) = 90.50 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.42
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.19
HALFSTREET FLOOD WIDTH(FEET) = 3.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.04
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.38
STREET FLOW TRAVEL TIME(MIN-) = 0.74 Tc(MIN.) = 10.08
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.190
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.46
TOTAL AREA(ACRES) = 0.28 PEAK FLOW RATE(CFS) = 0.65
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) =0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.43
FLOW VELOCITY(FEET/SEC.) = 2.08 DEPTH*VELOCITY(FT*FT/SEC.) = 0.45
LONGEST FLOWPATH FROM NODE 1920.00 TO NODE 1930.00 = 179.50 FEET.
FLOW PROCESS FROM NODE 1930.00 TO NODE 1900.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 43.40 DOWNSTREAM(FEET) = 42.20
FLOW LENGTH(FEET) = 25.75 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.45
ESTIMATED PIPE DIAMETER)INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.65
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 10.16
LONGEST FLOWPATH FROM NODE 1920.00 TO NODE 1900.00 = 205.25 FEET.
FLOW PROCESS FROM NODE 1900.00 TO NODE 1900.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
»>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 10.16
RAINFALL INTENSITY(INCH/HR) = 4.17
TOTAL STREAM AREA(ACRES) = 0.28
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.65
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 78.59 18.49 2.834 37.94
2 0.63 7.86 4.920 0.23
3 0.65 10.16 4.169 0.28
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 46.46 7.86 4.920
2 54.61 10.16 4.169
3 79.40 18.49 2.834
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 79.40 Tc(MIN.) = 18.49
TOTAL AREA(ACRES) = 38.45
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 1900.00 = 1582.88 FEET.
FLOW PROCESS FROM NODE 1900.00 TO NODE 2000.00 IS CODE = 41
»>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««<
»>»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 39.20 DOWNSTREAM(FEET) = 38.74
FLOW LENGTH(FEET) = 113.94 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 32.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.99
GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 79.40
PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 18.72
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2000.00 = 1696.82 FEET.
FLOW PROCESS FROM NODE 2000.00 TO NODE 2000.00 IS CODE = 10
>»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <««
****************************************************************************
FLOW PROCESS FROM NODE 2005.00 TO NODE 2010.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 80.00
UPSTREAM ELEVATION = 53.52
DOWNSTREAM ELEVATION = 52.72
ELEVATION DIFFERENCE = 0.80
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.855
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.556
SUBAREA RUNOFF(CFS) = 0.25
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.25
****************************************************************************
FLOW PROCESS FROM NODE 2010.00 TO NODE 2015.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 52.20 DOWNSTREAM ELEVATION(FEET) = 49.98
STREET LENGTH(FEET) = 191.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.16
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.27
HALFSTREET FLOOD WIDTH(FEET) = 7.31
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.78
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.49
STREET FLOW TRAVEL TIME(MIN.) = 1.78 Tc(MIN.) = 10.64
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.047
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.82 SUBAREA RUNOFF(CFS) = 1.83
TOTAL AREA(ACRES) = 0.92 PEAK FLOW RATE(CFS) = 2.08
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.54
FLOW VELOCITY(FEET/SEC.) = 2.02 DEPTH*VELOCITY(FT*FT/SEC.) = 0.64
LONGEST FLOWPATH FROM NODE 2005.00 TO NODE 2015.00 = 271.00 FEET.
FLOW PROCESS FROM NODE 2015.00 TO NODE 2000.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 43.91 DOWNSTREAM(FEET) = 41.72
FLOW LENGTH(FEET) = 156.70 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.02
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.08
PIPE TRAVEL TIMEfMIN.) = 0.52 Tc(MIN.) = 11.16
LONGEST FLOWPATH FROM NODE 2005.00 TO NODE 2000.00 = 427.70 FEET.
FLOW PROCESS FROM NODE 2000.00 TO NODE 2000.00 IS CODE = 10
>»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2
****************************************************************************
FLOW PROCESS FROM NODE 2020.00 TO NODE 2025.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 100.00
UPSTREAM ELEVATION = 56.37
DOWNSTREAM ELEVATION = 55.37
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900
100 YEAR RAINFALL INTENSITY)INCH/HOUR) = 4.240
SUBAREA RUNOFF(CFS) = 0.23
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.23
****************************************************************************
FLOW PROCESS FROM NODE 2025.00 TO NODE 2030.00 IS CODE = 62
»>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<«
»>» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 54.85 DOWNSTREAM ELEVATION(FEET) = 50.68
STREET LENGTH(FEET) = 340.60 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.81
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.25
HALFSTREET FLOOD WIDTH(FEET) = 6.04
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.69
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.42
STREET FLOW TRAVEL TIME(MIN-) = 3.37 Tc(MIN.) = 13.27
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.510
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.16
TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 1.39
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.87
FLOW VELOCITY(FEET/SEC.) = 1.89 DEPTH*VELOCITY(FT*FT/SEC.) = 0.54
LONGEST FLOWPATH FROM NODE 2020.00 TO NODE 2030.00 = 440.60 FEET.
FLOW PROCESS FROM NODE 2030.00 TO NODE 2035.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<««
ELEVATION DATA: UPSTREAM(FEET) = 45.61 DOWNSTREAM(FEET) = 42.34
FLOW LENGTH(FEET) = 6.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 15.97
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.39
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 13.27
LONGEST FLOWPATH FROM NODE 2020.00 TO NODE 2035.00 = 446.85 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 2035.00 TO NODE 2035.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 13.27
RAINFALL INTENSITY(INCH/HR) = 3.51
TOTAL STREAM AREA(ACRES) = 0.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.39
FLOW PROCESS FROM NODE 2032.00 TO NODE 2034.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5800
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 183.40
UPSTREAM ELEVATION = 61.70
DOWNSTREAM ELEVATION = 55.80
ELEVATION DIFFERENCE = 5.90
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.587
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.647
SUBAREA RUNOFF(CFS) = 1.13
TOTAL AREA(ACRES) = 0.42 TOTAL RUNOFF(CFS) = 1.13
FLOW PROCESS FROM NODE 2034.00 TO NODE 2036.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
»>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<«
ELEVATION DATA: UPSTREAM(FEET) = 55.80 DOWNSTREAM(FEET) = 53.00
FLOW LENGTH(FEET) = 197.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.24
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.13
PIPE TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 9.36
LONGEST FLOWPATH FROM NODE 2032.00 TO NODE 2036.00 = 380.40 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 2034.00 TO NODE 2036.00 IS CODE = 81
>»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<««
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.395
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5300
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.70
TOTAL AREA(ACRES) = 0.72 TOTAL RUNOFF(CFS) = 1.83
TC(MIN) = 9.36
****************************************************************************
FLOW PROCESS FROM NODE 2036.00 TO NODE 2035.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 45.00 DOWNSTREAM(FEET) = 42.39
FLOW LENGTH(FEET) = 110.30 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.84
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.83
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 9.68
LONGEST FLOWPATH FROM NODE 2032.00 TO NODE 2035.00 = 490.70 FEET.
FLOW PROCESS FROM NODE 2035.00 TO NODE 2035.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.68
RAINFALL INTENSITY(INCH/HR) = 4.30
TOTAL STREAM AREA(ACRES) = 0.72
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.83
FLOW PROCESS FROM NODE 2040.00 TO NODE 2045.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 86.00
UPSTREAM ELEVATION = 56.40
DOWNSTREAM ELEVATION = 55.54
ELEVATION DIFFERENCE = 0.86
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.181
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.451
SUBAREA RUNOFF(CFS) = 0.24
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.24
***************************************************************************
FLOW PROCESS FROM NODE 2045.00 TO NODE 2050.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 55.02 DOWNSTREAM ELEVATION(FEET) = 50.65
STREET LENGTH(FEET) = 284.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.99
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.25
HALFSTREET FLOOD WIDTH(FEET) = 6.29
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.93
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.49
STREET FLOW TRAVEL TIME(MIN-) = 2.45 Tc(MIN-) = 11.63
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.820
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.71 SUBAREA RUNOFF(CFS) = 1.49
TOTAL AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) = 1.74
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.28
FLOW VELOCITY(FEET/SEC.) = 2.16 DEPTH*VELOCITY(FT*FT/SEC.) = 0.63
LONGEST FLOWPATH FROM NODE 2040.00 TO NODE 2050.00 = 370.00 FEET.
FLOW PROCESS FROM NODE 2050.00 TO NODE 2035.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 43.84 DOWNSTREAM(FEET) = 42.34
FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.67
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.74
PIPE TRAVEL TIME(MIN.) = 0.06 TcfMIN.) = 11.69
LONGEST FLOWPATH FROM NODE 2040.00 TO NODE 2035.00 = 398.00 FEET.
FLOW PROCESS FROM NODE 2035.00 TO NODE 2035.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 11.69
RAINFALL INTENSITY(INCH/HR) = 3.81
TOTAL STREAM AREA(ACRES) = 0.81
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.74
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.39 13.27 3.509 0.70
2 1.83 9.68 4.302 0.72
3 1.74 11.69 3.808 0.81
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 4.50 9.68 4.302
2 4.64 11.69 3.808
3 4.49 13.27 3.509
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 4.64 Tc(MIN.) = 11.69
TOTAL AREA(ACRES) = 2.23
LONGEST FLOWPATH FROM NODE 2032.00 TO NODE 2035.00 = 490.70 FEET.
FLOW PROCESS FROM NODE 2035.00 TO NODE 2000.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 42.01 DOWNSTREAM(FEET) = 41.72
FLOW LENGTH(FEET) = 58.36 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.25
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 4.64
PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 11.92
LONGEST FLOWPATH FROM NODE 2032.00 TO NODE 2000.00 = 549.06 FEET.
FLOW PROCESS FROM NODE 2000.00 TO NODE 2000.00 IS CODE = 11_____ — ______ ______ _ __ — __ __ _ _ —. _____ __ — — _ _ _ — _______ — ______
»>»CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<««
** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 4.64 11.92 3.760 2.23
LONGEST FLOWPATH FROM NODE 2032.00 TO NODE 2000.00 = 549.06 FEET.
** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 2.08 11.16 3.925 0.92
LONGEST FLOWPATH FROM NODE 2005.00 TO NODE 2000.00 = 427.70 FEET.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 6.52 11.16 3.925
2 6.63 11.92 3.760
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 6.63 Tc(MIN.) = 11.92
TOTAL AREA(ACRES) = 3.15
****************************************************************************
FLOW PROCESS FROM NODE 2000.00 TO NODE 2000.00 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 6.63 11.92 3.760 3.15
LONGEST FLOWPATH FROM NODE 2032.00 TO NODE 2000.00 = 549.06 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 79.40 18.72 2.811 38.45
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2000.00 = 1696.82 FEET.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 65.98 11.92 3.760
2 84.36 18.72 2.811
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 84.36 Tc(MIN.) = 18.72
TOTAL AREA(ACRES) = 41.60
FLOW PROCESS FROM NODE 2000.00 TO NODE 2000.00 IS CODE = 12
>»»CLEAR MEMORY BANK # 1
FLOW PROCESS FROM NODE 2000.00 TO NODE 2000.00 IS CODE = 12
>»»CLEAR MEMORY BANK # 2 «<«
FLOW PROCESS FROM NODE 2000.00 TO NODE 2100.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 38.72 DOWNSTREAM(FEET) = 38.11
FLOW LENGTH(FEET) = 203.11 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 37.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.18
GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 84.36
PIPE TRAVEL TIME(MIN-) = 0.47 Tc(MIN.) = 19.20
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2100.00 = 1899.93 FEET.
FLOW PROCESS FROM NODE 2100.00 TO NODE 2100.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 19.20
RAINFALL INTENSITY(INCH/HR) = 2.77
TOTAL STREAM AREA(ACRES) = 41.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 84.36
FLOW PROCESS FROM NODE 2105.00 TO NODE 2110.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 79.00
UPSTREAM ELEVATION = 54.42
DOWNSTREAM ELEVATION = 53.63
ELEVATION DIFFERENCE = 0.79
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.799
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.574
SUBAREA RUNOFF(CFS) = 0.25
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.25
FLOW PROCESS FROM NODE 2110.00 TO NODE 2115.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»»( STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 53.11 DOWNSTREAM ELEVATION(FEET) = 50.86
STREET LENGTH(FEET) = 186.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.17
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.27
HALFSTREET FLOOD WIDTH(FEET) = 7.26
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.82
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.49
STREET FLOW TRAVEL TIME(MIN-) = 1.71 Tc(MIN.) = 10.50
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.081
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.82 SUBAREA RUNOFF(CFS) = 1.84
TOTAL AREA(ACRES) = 0.92 PEAK FLOW RATE(CFS) = 2.09
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.49
FLOW VELOCITY(FEET/SEC.) = 2.05 DEPTH*VELOCITY(FT*FT/SEC.) = 0.65
LONGEST FLOWPATH FROM NODE 2105.00 TO NODE 2115.00 = 265.00 FEET.
FLOW PROCESS FROM NODE 2115.00 TO NODE 2100.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 43.38 DOWNSTREAM(FEET) = 41.09
FLOW LENGTH(FEET) = 152.38 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.17
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.09
PIPE TRAVEL TIMEfMIN.) = 0.49 Tc(MIN.) = 11.00
LONGEST FLOWPATH FROM NODE 2105.00 TO NODE 2100.00 = 417.38 FEET.
FLOW PROCESS FROM NODE 2100.00 TO NODE 2100.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<«
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 11.00
RAINFALL INTENSITY(INCH/HR) = 3.96
TOTAL STREAM AREA(ACRES) = 0.92
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.09
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 84.36 19.20 2.766 41.60
2 2.09 11.00 3.962 0.92
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 60.98 11.00 3.962
2 85.82 19.20 2.766
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 85.82 Tc(MIN.) = 19.20
TOTAL AREA(ACRES) = 42.52
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2100.00 = 1899.93 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 2100.00 TO NODE 2100.00 IS CODE = 10
>»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <««
FLOW PROCESS FROM NODE 2120.00 TO NODE 2125.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 91.50
UPSTREAM ELEVATION = 54.06
DOWNSTREAM ELEVATION = 53.14
ELEVATION DIFFERENCE = 0.92
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.453
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.368
SUBAREA RUNOFF(CFS) = 0.24
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.24
FLOW PROCESS FROM NODE 2125.00 TO NODE 2130.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 52.62 DOWNSTREAM ELEVATION(FEET) = 51.42
STREET LENGTH(FEET) = 66.70 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.63
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.22
HALFSTREET FLOOD WIDTH(FEET) = 4.64
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.90
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.42
STREET FLOW TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 10.04
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.202
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.34 SUBAREA RUNOFF(CFS) = 0.79
TOTAL AREA(ACRES) = 0.44 PEAK FLOW RATE(CFS) = 1.03
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.14
FLOW VELOCITY(FEET/SEC.) = 2.07 DEPTH*VELOCITY(FT*FT/SEC.) = 0.52
LONGEST FLOWPATH FROM NODE 2120.00 TO NODE 2130.00 = 158.20 FEET.
FLOW PROCESS FROM NODE 2130.00 TO NODE 2135.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
»>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 47.73 DOWNSTREAM(FEET) = 42.42
FLOW LENGTH(FEET) = 6.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 17.22
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.03
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 10.04
LONGEST FLOWPATH FROM NODE 2120.00 TO NODE 2135.00 = 164.45 FEET.
FLOW PROCESS FROM NODE 2135.00 TO NODE 2135.00 IS CODE
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 10.04
RAINFALL INTENSITY(INCH/HR) = 4.20
TOTAL STREAM AREA(ACRES) = 0.44
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.03
FLOW PROCESS FROM NODE 2140.00 TO NODE 2145.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 107.00
UPSTREAM ELEVATION = 53.91
DOWNSTREAM ELEVATION = 52.84
ELEVATION DIFFERENCE = 1.07
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.241
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.148
SUBAREA RUNOFF(CFS) = 0.32
TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.32
***********************************************************************
FLOW PROCESS FROM NODE 2145.00 TO NODE 2150.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
>»»(STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 52.32 DOWNSTREAM ELEVATION(FEET) = 51.45
STREET LENGTH(FEET) = 50.70 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.57
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.21
HALFSTREET FLOOD WIDTH(FEET) = 4.43
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.83
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.39
STREET FLOW TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 10.70
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.032
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.23 SUBAREA RUNOFF(CFS) = 0.51
TOTAL AREA(ACRES) = 0.37 PEAK FLOW RATE(CFS) = 0.83
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.53
FLOW VELOCITY(FEET/SEC.) = 1.95 DEPTH*VELOCITY(FT*FT/SEC.) = 0.46
LONGEST FLOWPATH FROM NODE 2140.00 TO NODE 2150.00 = 157.70 FEET.
FLOW PROCESS FROM NODE 2150.00 TO NODE 2135.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 45.96 DOWNSTREAM(FEET) = 42.42
FLOW LENGTH(FEET) = 26.27 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.51
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.83
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 10.75
LONGEST FLOWPATH FROM NODE 2140.00 TO NODE 2135.00 = 183.97 FEET.
FLOW PROCESS FROM NODE 2135.00 TO NODE 2135.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<«
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 10.75
RAINFALL INTENSITY(INCH/HR) = 4.02
TOTAL STREAM AREA(ACRES) = 0.37
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.83
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.03 10.04 4.200 0.44
2 0.83 10.75 4.019 0.37
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 1.82 10.04 4.200
2 1.81 10.75 4.019
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 1.82 Tc(MIN.) = 10.04
TOTAL AREA(ACRES) = 0.81
LONGEST FLOWPATH FROM NODE 2140.00 TO NODE 2135.00 = 183.97 FEET.
FLOW PROCESS FROM NODE 2135.00 TO NODE 2100.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 42.09 DOWNSTREAM(FEET) = 41.09
FLOW LENGTH(FEET) = 66.54 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.96
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.82
PIPE TRAVEL TIME(MIN-) = 0.22 Tc(MIN.) = 10.27
LONGEST FLOWPATH FROM NODE 2140.00 TO NODE 2100.00 = 250.51 FEET.
***************************************************************************
FLOW PROCESS FROM NODE 2100.00 TO NODE 2100.00 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 1.82 10.27 4.141 0.81
LONGEST FLOWPATH FROM NODE 2140.00 TO NODE 2100.00 = 250.51 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 85.82 19.20 2.766 42.52
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2100.00 = 1899.93 FEET.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 59.14 10.27 4.141
2 87.03 19.20 2.766
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 87.03 Tc(MIN.) = 19.20
TOTAL AREA(ACRES) = 43.33
FLOW PROCESS FROM NODE 2100.00 TO NODE 2100.00 IS CODE = 12
>»»CLEAR MEMORY BANK # 1 <««
***************************************************************************
FLOW PROCESS FROM NODE 2100.00 TO NODE 2200.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 38.09 DOWNSTREAM(FEET) = 36.56
FLOW LENGTH(FEET) = 436.99 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 36.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.69
GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 87.03
PIPE TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 20.14
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2200.00 = 2336.92 FEET.
FLOW PROCESS FROM NODE 2200.00 TO NODE 2200.00 IS CODE = 1_______________ ________________ — ______ — ____ —.___ _ — — — ____
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 20.14
RAINFALL INTENSITY(INCH/HR) = 2.68
TOTAL STREAM AREA(ACRES) = 43.33
PEAK FLOW RATE(CFS) AT CONFLUENCE = 87.03
FLOW PROCESS FROM NODE 2205.00 TO NODE 2210.00 IS CODE = 21
»>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 114.00
UPSTREAM ELEVATION = 52.19
DOWNSTREAM ELEVATION = 51.05
ELEVATION DIFFERENCE = 1.14
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.570
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.064
SUBAREA RUNOFF(CFS) = 0.27
TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.27
FLOW PROCESS FROM NODE 2210.00 TO NODE 2215.00 IS CODE = 62
»>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««<
>»»( STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 50.53 DOWNSTREAM ELEVATION(FEET) = 47.35
STREET LENGTH(FEET) = 335.50 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.12
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.28
HALFSTREET FLOOD WIDTH(FEET) = 7.56
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.62
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.45
STREET FLOW TRAVEL TIME(MIN.) = 3.45 Tc(MIN.) = 14.02
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.388
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.91 SUBAREA RUNOFF(CFS) = 1.70
TOTAL AREA(ACRES) = 1.03 PEAK FLOW RATE(CFS) = 1.96
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.75
FLOW VELOCITY(FEET/SEC.) = 1.84 DEPTH*VELOCITY(FT*FT/SEC.) = 0.59
LONGEST FLOWPATH FROM NODE 2205.00 TO NODE 2215.00 = 449.50 FEET.
FLOW PROCESS FROM NODE 2215.00 TO NODE 2200.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 42.42 DOWNSTREAM(FEET) = 39.56
FLOW LENGTH(FEET) = 5.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 17.98
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.96
PIPE TRAVEL TIME(MIN.) = 0.00 Tc(MIN.) = 14.02
LONGEST FLOWPATH FROM NODE 2205.00 TO NODE 2200.00 = 454.75 FEET.
**************************************************************
FLOW PROCESS FROM NODE 2200.00 TO NODE 2200.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 14.02
RAINFALL INTENSITY(INCH/HR) = 3.39
TOTAL STREAM AREA(ACRES) = 1.03
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.96
FLOW PROCESS FROM NODE 2220.00 TO NODE 2225.00 IS CODE = 21
»>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 138.40
UPSTREAM ELEVATION = 52.79
DOWNSTREAM ELEVATION = 50.35
ELEVATION DIFFERENCE = 2.44
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.641
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.313
SUBAREA RUNOFF(CFS) = 0.19
TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.19
FLOW PROCESS FROM NODE 2225.00 TO NODE 2230.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»»(STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 50.35 DOWNSTREAM ELEVATION(FEET) = 47.35
STREET LENGTH(FEET) = 302.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.87
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.32
HALFSTREET FLOOD WIDTH(FEET) = 9.44
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.86
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.58
STREET FLOW TRAVEL TIME(MIN.) = 2.71 Tc(MIN.) = 12.35
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.676
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 1.66 SUBAREA RUNOFF(CFS) = 3.36
TOTAL AREA(ACRES) = 1.74 PEAK FLOW RATE(CFS) = 3.55
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.34
FLOW VELOCITY(FEET/SEC.) = 2.16 DEPTH*VELOCITY(FT*FT/SEC.) = 0.81
LONGEST FLOWPATH FROM NODE 2220.00 TO NODE 2230.00 = 440.40 FEET.
FLOW PROCESS FROM NODE 2230.00 TO NODE 2200.00 IS CODE = 31
»>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««<
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 40.50 DOWNSTREAM(FEET) = 39.56
FLOW LENGTH(FEET) = 25.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.31
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.55
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 12.40
LONGEST FLOWPATH FROM NODE 2220.00 TO NODE 2200.00 = 465.65 FEET.
FLOW PROCESS FROM NODE 2200.00 TO NODE 2200.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<«
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM
TIME OF CONCENTRATION(MIN.) = 12.40
RAINFALL INTENSITY(INCH/HR) = 3.67
TOTAL STREAM AREA(ACRES) = 1.74
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.55
3 ARE:
** CONFLUENCE DATA **
STREAM
NUMBER
1
2
3
RUNOFF
(CFS)
87.03
1.96
3.55
Tc
(MIN.)
20.14
14.02
12.40
INTENSITY
(INCH/HOUR)
2.681
3.387
3.666
AREA
(ACRE)
43.33
1.03
1.74
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM
NUMBER
1
2
3
RUNOFF
(CFS)
69.02
74.14
91.18
Tc
(MIN.)
12.40
14.02
20.14
INTENSITY
(INCH/HOUR)
3.666
3.387
2.681
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 91.18 Tc(MIN.) = 20.14
TOTAL AREA(ACRES) = 46.10
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2200.00 = 2336.92 FEET.
FLOW PROCESS FROM NODE 2200.00 TO NODE 2300.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 36.54 DOWNSTREAM(FEET) = 36.26
FLOW LENGTH(FEET) = 80.68 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 37.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.73
GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 91.18
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 20.32
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2300.00 = 2417.60 FEET.
FLOW PROCESS FROM NODE 2300.00 TO NODE 2300.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 20.32
RAINFALL INTENSITY(INCH/HR) = 2.67
TOTAL STREAM AREA(ACRES) = 46.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 91.18
FLOW PROCESS FROM NODE 2300.00 TO NODE 2300.00 IS CODE = 7
>»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<««
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 14.76 RAIN INTENSITY (INCH/HOUR) = 3.28
TOTAL AREA (ACRES) = 4.66 TOTAL RUNOFF (CFS) = 8.80
HYDROLOGY DATA FROM SOUTHEASTERLY BASINS - FROM NODE NUMBER 3000
TO NODE NUMBER 3300 - SEE AES HYDROLOGY RUN WITH FILE NAME SYST3000.DAT
FLOW PROCESS FROM NODE 2300.00 TO NODE 2300.00 IS CODE = 1
»>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 14.76
RAINFALL INTENSITY(INCH/HR) = 3.28
TOTAL STREAM AREA(ACRES) = 4.66
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.80
FLOW PROCESS FROM NODE 2305.00 TO NODE 2310.00 IS CODE = 21
»>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 94.80
UPSTREAM ELEVATION = 47.96
DOWNSTREAM ELEVATION = 46.92
ELEVATION DIFFERENCE = 1.04
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.346
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.400
SUBAREA RUNOFF(CFS) = 0.24
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.24
FLOW PROCESS FROM NODE 2310.00 TO NODE 2315.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
»»>(STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 46.40 DOWNSTREAM ELEVATION(FEET) = 45.90
STREET LENGTH(FEET) = 92.50 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.96
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.29
HALFSTREET FLOOD WIDTH(FEET) = 8.02
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.26
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.36
STREET FLOW TRAVEL TIME(MIN.) = 1.23 Tc(MIN.) = 10.57
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.064
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 1.43
TOTAL AREA(ACRES) = 0.74 PEAK FLOW RATE(CFS) = 1.67
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.26
FLOW VELOCITY(FEET/SEC.) = 1.43 DEPTH*VELOCITY(FT*FT/SEC.) = 0.47
LONGEST FLOWPATH FROM NODE 2305.00 TO NODE 2315.00 = 187.30 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 2315.00 TO NODE 2300.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 40.48 DOWNSTREAM(FEET) = 39.26
FLOW LENGTH(FEET) = 150.57 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.88
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.67
PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 11.22
LONGEST FLOWPATH FROM NODE 2305.00 TO NODE 2300.00 = 337.87 FEET.
FLOW PROCESS FROM NODE 2300.00 TO NODE 2300.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 11.22
RAINFALL INTENSITY(INCH/HR) = 3.91
TOTAL STREAM AREA(ACRES) = 0.74
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.67
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
91.18
8.80
1.67
20.32
14.76
11.22
2.667
3.277
3.911
46.10
4.66
0.74
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
PEAK FLOW RATE TABLE **
STREAM
NUMBER
1
2
3
RUNOFF
(CFS)
71.21
84.40
99.48
Tc
(MIN.)
11.22
14.76
51.50
INTENSITY
(INCH/HOUR)
3.911
3.277
1.464
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 99.48 Tc(MIN.) = 20.32
TOTAL AREA(ACRES) = 51.50
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2300.00 =2417.60 FEET.
***********************
FLOW PROCESS FROM NODE 2300.00 TO NODE 2400.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 36.24 DOWNSTREAM(FEET) = 35.77
FLOW LENGTH(FEET) = 93.24 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 34.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.14
GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 99.48
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 20.49
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2400.00 = 2510.84 FEET.
FLOW PROCESS FROM NODE 2400.00 TO NODE 2400.00 IS CODE
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 20.49
RAINFALL INTENSITY)INCH/HR) = 2.65
TOTAL STREAM AREA(ACRES) = 51.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 99.48
FLOW PROCESS FROM NODE 2405.00 TO NODE 2410.00 IS CODE
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<«
= 21
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 160.00
UPSTREAM ELEVATION = 57.30
DOWNSTREAM ELEVATION = 55.40
ELEVATION DIFFERENCE = 1.90
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.826
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.780
SUBAREA RUNOFF(CFS) = 0.46
TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.46
***************************************************************************
FLOW PROCESS FROM NODE 2410.00 TO NODE 2415.00 IS CODE = 62
»>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
»>» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 52.54 DOWNSTREAM ELEVATION(FEET) = 46.30
STREET LENGTH(FEET) = 485.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.04
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.31
HALFSTREET FLOOD WIDTH(FEET) = 9.24
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.10
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.65
STREET FLOW TRAVEL TIME(MIN-) = 3.85 Tc(MIN.) = 15.67
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.152
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 1.82 SUBAREA RUNOFF(CFS) = 3.16
TOTAL AREA(ACRES) = 2.04 PEAK FLOW RATE(CFS) = 3.61
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.78
FLOW VELOCITY(FEET/SEC.) = 2.40 DEPTH*VELOCITY(FT*FT/SEC.) = 0.87
LONGEST FLOWPATH FROM NODE 2405.00 TO NODE 2415.00 = 645.00 FEET.
FLOW PROCESS FROM NODE 2415.00 TO NODE 2400.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 39.40 DOWNSTREAM(FEET) = 38.77
FLOW LENGTH(FEET) = 25.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.23
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.61
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 15.73
LONGEST FLOWPATH FROM NODE 2405.00 TO NODE 2400.00 = 670.25 FEET.
FLOW PROCESS FROM NODE 2400.00 TO NODE 2400.00 IS CODE =
»>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 15.73
RAINFALL INTENSITY(INCH/HR) = 3.14
TOTAL STREAM AREA(ACRES) = 2.04
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.61
FLOW PROCESS FROM NODE 2420.00 TO NODE 2425.00 IS CODE = 21
»>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 121.00
UPSTREAM ELEVATION = 48.47
DOWNSTREAM ELEVATION = 46.30
ELEVATION DIFFERENCE = 2.17
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.964
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.520
SUBAREA RUNOFF(CFS) = 0.25
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.25
FLOW PROCESS FROM NODE 2425.00 TO NODE 2400.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 41.21 DOWNSTREAM(FEET) = 38.77
FLOW LENGTH(FEET) = 5.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 0.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.98
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.25
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 8.97
LONGEST FLOWPATH FROM NODE 2420.00 TO NODE 2400.00 = 126.25 FEET.
FLOW PROCESS FROM NODE 2400.00 TO NODE 2400.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 8.97
RAINFALL INTENSITY (INCH/HR) = 4.52
TOTAL STREAM AREA (ACRES) = 0.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.25
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE)
1 99.48 20.49 2.652 51.50
2 3.61 15.73 3.145 2.04
3 0.25 8.97 4.517 0.10
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 61.18 8.97 4.517
2 87.69 15.73 3.145
3 102.68 53.64 1.426
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE (CFS) = 102.68 Tc(MIN.) = 20.49
TOTAL AREA(ACRES) = 53.64
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2400.00 = 2510.84 FEET.
******************************************************************
FLOW PROCESS FROM NODE 2400.00 TO NODE 2500.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM (FEET) = 35.75 DOWNSTREAM (FEET) = 35.38
FLOW LENGTH (FEET) = 107.85 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 41.6 INCHES
PIPE-FLOW VELOCITY (FEET/ SEC.) = 7.81
GIVEN PIPE DIAMETER (INCH) = 54.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 102.68
PIPE TRAVEL TIME (MIN.) = 0.23 Tc(MIN.) = 20.72
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2500.00 = 2618.69 FEET.
FLOW PROCESS FROM NODE 2500.00 TO NODE 2500.00 IS CODE = 10
>»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <««
FLOW PROCESS FROM NODE 2505.00 TO NODE 2510.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 75.00
UPSTREAM ELEVATION = 57.62
DOWNSTREAM ELEVATION = 56.87
ELEVATION DIFFERENCE = 0.75
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.574
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.652
SUBAREA RUNOFF(CFS) = 0.26
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.26
FLOW PROCESS FROM NODE 2510.00 TO NODE 2515.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 56.35 DOWNSTREAM ELEVATION(FEET) = 49.71
STREET LENGTH(FEET) = 466.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) =18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.26
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.27
HALFSTREET FLOOD WIDTH(FEET) = 7.21
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.97
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.53
STREET FLOW TRAVEL TIME(MIN-) = 3.95 Tc(MIN.) = 12.52
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.644
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.99 SUBAREA RUNOFF(CFS) = 1.98
TOTAL AREA(ACRES) = 1.09 PEAK FLOW RATE(CFS) = 2.24
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.44
FLOW VELOCITY(FEET/SEC.) = 2.22 DEPTH*VELOCITY(FT*FT/SEC.) = 0.70
LONGEST FLOWPATH FROM NODE 2505.00 TO NODE 2515.00 = 541.00 FEET.
FLOW PROCESS FROM NODE 2515.00 TO NODE 2520.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 44.50 DOWNSTREAM(FEET) = 39.91
FLOW LENGTH(FEET) = 8.87 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 18.40
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.24
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 12.53
LONGEST FLOWPATH FROM NODE 2505.00 TO NODE 2520.00 = 549.87 FEET.
***************************************************************
FLOW PROCESS FROM NODE 2520.00 TO NODE 2520.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 12.53
RAINFALL INTENSITY(INCH/HR) = 3.64
TOTAL STREAM AREA(ACRES) = 1.09
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.24
****************************************************************************
FLOW PROCESS FROM NODE 2525.00 TO NODE 2530.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 100.00
UPSTREAM ELEVATION = 57.91
DOWNSTREAM ELEVATION = 56.91
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.240
SUBAREA RUNOFF(CFS) = 0.23
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.23
FLOW PROCESS FROM NODE 2530.00 TO NODE 2535.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»»(STREET TABLE SECTION # 2 USED)««<
UPSTREAM ELEVATION(FEET) = 56.39 DOWNSTREAM ELEVATION(FEET) = 49.71
STREET LENGTH(FEET) = 538.80 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.77
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.30
HALFSTREET FLOOD WIDTH(FEET) = 8.73
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.01
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.60
STREET FLOW TRAVEL TIME(MIN.) = 4.48 Tc(MIN.) = 14.38
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.333
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 1.66 SUBAREA RUNOFF(CFS) = 3.04
TOTAL AREA(ACRES) = 1.76 PEAK FLOW RATE(CFS) = 3.28
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.42
FLOW VELOCITY(FEET/SEC.) = 2.30 DEPTH*VELOCITY(FT*FT/SEC.) = 0.82
LONGEST FLOWPATH FROM NODE 2525.00 TO NODE 2535.00 = 638.80 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 2535.00 TO NODE 2520.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 42.70 DOWNSTREAM(FEET) = 39.91
FLOW LENGTH(FEET) = 26.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 11.78
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.28
PIPE TRAVEL TIME(MIN-) = 0.04 Tc(MIN.) = 14.41
LONGEST FLOWPATH FROM NODE 2525.00 TO NODE 2520.00 = 665.05 FEET.
******************************************************************
FLOW PROCESS FROM NODE 2520.00 TO NODE 2520.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 14.41
RAINFALL INTENSITY(INCH/HR) = 3.33
TOTAL STREAM AREA(ACRES) = 1.76
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.28
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 2.24 12.53 3.642 1.09
2 3.28 14.41 3.327 1.76
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 5.23 12.53 3.642
2 5.32 14.41 3.327
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 5.32 Tc(MIN.) = 14.41
TOTAL AREA(ACRES) = 2.85
LONGEST FLOWPATH FROM NODE 2525.00 TO NODE 2520.00 = 665.05 FEET.
*******************************************************************
FLOW PROCESS FROM NODE 2520.00 TO NODE 2500.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<««
ELEVATION DATA: UPSTREAM(FEET) = 39.58 DOWNSTREAM(FEET) = 38.38
FLOW LENGTH(FEET) = 171.53 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.00
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 5.32
PIPE TRAVEL TIME(MIN-) = 0.57 Tc(MIN.) = 14.99
LONGEST FLOWPATH FROM NODE 2525.00 TO NODE 2500.00 = 836.58 FEET.
FLOW PROCESS FROM NODE 2500.00 TO NODE 2500.00 IS CODE = 11
>»»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<««
** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 5.32 14.99 3.245 2.85
LONGEST FLOWPATH FROM NODE 2525.00 TO NODE 2500.00 = 836.58 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 102.68 20.72 2.633 53.64
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2500.00 = 2618.69 FEET.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 88.64 14.99 3.245
2 107.00 20.72 2.633
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 107.00 Tc(MIN.) = 20.72
TOTAL AREA(ACRES) = 56.49
FLOW PROCESS FROM NODE 2500.00 TO NODE 2500.00 IS CODE = 12
»>»CLEAR MEMORY BANK # 1 <««
FLOW PROCESS FROM NODE 2500.00 TO NODE 2600.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 34.88 DOWNSTREAM(FEET) = 34.19
FLOW LENGTH(FEET) = 136.43 MANNING'S N = 0.013
DEPTH OF FLOW IN 60.0 INCH PIPE IS 33.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.39
GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 107.00
PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 20.96
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2600.00 = 2755.12 FEET.
FLOW PROCESS FROM NODE 2600.00 TO NODE 2600.00 IS CODE = 10
>»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <««
************************************ + *********************************!
FLOW PROCESS FROM NODE 2605.00 TO NODE 2610.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 100.00
UPSTREAM ELEVATION = 51.11
DOWNSTREAM ELEVATION = 50.11
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.240
SUBAREA RUNOFF(CFS) = 0.23
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.23
FLOW PROCESS FROM NODE 2610.00 TO NODE 2615.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
»»> (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 49.59 DOWNSTREAM ELEVATION(FEET) = 46.18
STREET LENGTH(FEET) = 296.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.45
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.29
HALFSTREET FLOOD WIDTH(FEET) = 8.12
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.86
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.54
STREET FLOW TRAVEL TIME(MIN.) = 2.65 Tc(MIN.) = 12.55
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.638
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 1.21 SUBAREA RUNOFF(CFS) = 2.42
TOTAL AREA(ACRES) = 1.31 PEAK FLOW RATE(CFS) = 2.65
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.61
FLOW VELOCITY(FEET/SEC.) = 2.13 DEPTH*VELOCITY(FT*FT/SEC.) = 0.72
LONGEST FLOWPATH FROM NODE 2605.00 TO NODE 2615.00 = 396.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 2615.00 TO NODE 2615.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 12.55
RAINFALL INTENSITY(INCH/HR) = 3.64
TOTAL STREAM AREA(ACRES) = 1.31
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.65
FLOW PROCESS FROM NODE 2615.00 TO NODE 2615.00 IS CODE = 7
>»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<««
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 24.95 RAIN INTENSITY(INCH/HOUR) = 2.34
TOTAL AREA(ACRES) = 0.61 TOTAL RUNOFF(CFS) = 0.71
FLOW PROCESS FROM NODE 2615.00 TO NODE 2615.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
»>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 24.95
RAINFALL INTENSITY(INCH/HR) = 2.34
TOTAL STREAM AREA(ACRES) = 0.61
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.71
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 2.65 12.55 3.638 1.31
2 0.71 24.95 2.336 0.61
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 3.11 12.55 3.638
2 2.41 24.95 2.336
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 3.11 Tc(MIN.) = 12.55
TOTAL AREA(ACRES) = 1.92
LONGEST FLOWPATH FROM NODE 2525.00 TO NODE 2615.00 = 665.05 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 2615.00 TO NODE 2600.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 40.85 DOWNSTREAM(FEET) = 39.03
FLOW LENGTH(FEET) = 14.04 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.45
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.11
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 12.57
LONGEST FLOWPATH FROM NODE 2525.00 TO NODE 2600.00 = 679.09 FEET.
FLOW PROCESS FROM NODE 2600.00 TO NODE 2600.00 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 3.11 12.57 3.634 1.92
LONGEST FLOWPATH FROM NODE 2525.00 TO NODE 2600.00 = 679.09 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 107.00 20.96 2.614 56.49
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2600.00 = 2755.12 FEET.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 80.05 12.57 3.634
2 109.23 20.96 2.614
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 109.23 Tc(MIN.) = 20.96
TOTAL AREA(ACRES) = 58.41
FLOW PROCESS FROM NODE 2600.00 TO NODE 2700.00 IS CODE = 41
»>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 34.18 DOWNSTREAM(FEET) = 34.04
FLOW LENGTH(FEET) = 29.13 MANNING'S N = 0.013
DEPTH OF FLOW IN 60.0 INCH PIPE IS 34.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.25
GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 109.23
PIPE TRAVEL TIME(MIN-) = 0.05 Tc(MIN.) = 21.01
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2700.00 = 2784.25 FEET.
FLOW PROCESS FROM NODE 2700.00 TO NODE 2800.00 IS CODE = 41
»>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 34.00 DOWNSTREAM(FEET) = 32.10
FLOW LENGTH(FEET) = 171.98 MANNING'S N = 0.013
DEPTH OF FLOW IN 60.0 INCH PIPE IS 27.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.65
GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 109.23
PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 21.24
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2800.00 = 2956.23 FEET.
FLOW PROCESS FROM NODE 2800.00 TO NODE 2800.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 21.24
RAINFALL INTENSITY(INCH/HR) = 2.59
TOTAL STREAM AREA(ACRES) = 58.41
PEAK FLOW RATE(CFS) AT CONFLUENCE = 109.23
FLOW PROCESS FROM NODE 2800.00 TO NODE 2800.00 IS CODE = 7
>»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<««
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 10.10 RAIN INTENSITY (INCH/HOUR) = 4.19
TOTAL AREA(ACRES) = 25.25 TOTAL RUNOFF (CFS) = 83.40
HYDROLOGY DATA FROM "DRAINAGE REPORT FOR POINSETTIA COVE PLANNING
AREA 7" BY PDC, DATED AUGUST 1999
FLOW PROCESS FROM NODE 2800.00 TO NODE 2800.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<«
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 10.10
RAINFALL INTENSITY)INCH/HR) = 4.19
TOTAL STREAM AREA(ACRES) = 25.25
PEAK FLOW RATE(CFS) AT CONFLUENCE = 83.40
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 109.23 21.24 2.591 58.41
2 83.40 10.10 4.185 25.25
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 151.03 10.10 4.185
2 160.87 21.24 2.591
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 160.87 Tc(MIN.) = 21.24
TOTAL AREA(ACRES) = 83.66
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2800.00 = 2956.23 FEET.
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 83.66 TC(MIN.) = 21.24
PEAK FLOW RATE(CFS) = 160.87
END OF RATIONAL METHOD ANALYSIS
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2000 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/2000 License ID 1509
Analysis prepared by:
Project Design Consultants
701 B Street, Suite 800
San Diego, CA 92101
(619) 235-6471
******************,,****** DESCRIPTION OF STUDY *******
POINSETTIA PROPERTIES AREAS 2, 3, & 4 HYDROLOGY STUDY
ON-SITE BASINS - SYSTEM 3000
FILE NAME: SYST3000.DAT (100-YR, 6-HR STORM EVENT)
FILE NAME: C:\2068\SYST3000.DAT
TIME/DATE OF STUDY: 15:17 09/07/2001
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.500
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90
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 18.0 13.0 0.020/0.020/0.020 0.50
2.00 0.0313 0.167 0.0150
1.50 0.0313 0.125 0.0175
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = -0.10 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint =10.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
FLOW PROCESS FROM NODE 3005.00 TO NODE 3010.00 IS CODE =
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
21
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 100.00
UPSTREAM ELEVATION = 64.12
DOWNSTREAM ELEVATION = 63.12
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.240
SUBAREA RUNOFF(CFS) = 0.23
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.23
FLOW PROCESS FROM NODE 3010.00 TO NODE 3015.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»»( STREET TABLE SECTION i 2 USED) <««
UPSTREAM ELEVATION(FEET) = 62.60 DOWNSTREAM ELEVATION(FEET) = 56.66
STREET LENGTH(FEET) = 406.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.74
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.29
HALFSTREET FLOOD WIDTH(FEET) = 8.38
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.12
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.62
STREET FLOW TRAVEL TIME(MIN.) = 3.19 Tc(MIN.) = 13.09
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.541
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 1.54 SUBAREA RUNOFF(CFS) = 3.00
TOTAL AREA(ACRES) = 1.64 PEAK FLOW RATE(CFS) = 3.23
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.97
FLOW VELOCITY(FEET/SEC.) = 2.45 DEPTH*VELOCITY(FT*FT/SEC.) = 0.85
LONGEST FLOWPATH FROM NODE 3005.00 TO NODE 3015.00 = 506.00 FEET.
FLOW PROCESS FROM NODE 3015.00 TO NODE 3000.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 50.50 DOWNSTREAM(FEET) = 50.00
FLOW LENGTH(FEET) = 26.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.35
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.23
PIPE TRAVEL TIMEtMIN.) = 0.07 Tc(MIN.) = 13.16
LONGEST FLOWPATH FROM NODE 3005.00 TO NODE 3000.00 = 532.25 FEET.
FLOW PROCESS FROM NODE 3000.00 TO NODE 3000.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 13.16
RAINFALL INTENSITY(INCH/HR) = 3.53
TOTAL STREAM AREA(ACRES) = 1.64
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.23
FLOW PROCESS FROM NODE 3020.00 TO NODE 3025.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 94.00
UPSTREAM ELEVATION = 63.03
DOWNSTREAM ELEVATION = 62.09
ELEVATION DIFFERENCE = 0.94
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.598
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.325
SUBAREA RUNOFF(CFS) = 0.24
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.24
FLOW PROCESS FROM NODE 3025.00 TO NODE 3030.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»»(STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 61.57 DOWNSTREAM ELEVATION(FEET) = 56'. 66
STREET LENGTH(FEET) = 363.50 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.28
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.27
HALFSTREET FLOOD WIDTH(FEET) = 7.41
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.92
PRODUCT OF DEPTH£cVELOCITY(FT*FT/SEC. ) = 0.53
STREET FLOW TRAVEL TIME(MIN.) = 3.15 Tc(MIN.) = 12.75
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.602
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) = 2.08
TOTAL AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) = 2.32
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.70
FLOW VELOCITY(FEET/SEC.) = 2.19 DEPTH*VELOCITY(FT*FT/SEC.) = 0.70
LONGEST FLOWPATH FROM NODE 3020.00 TO NODE 3030.00 = 457.50 FEET.
FLOW PROCESS FROM NODE 3030.00 TO NODE 3000.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<«
ELEVATION DATA: UPSTREAM(FEET) = 51.50 DOWNSTREAM(FEET) = 50.00
FLOW LENGTH(FEET) = 6.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 14.18
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.32
PIPE TRAVEL TIME(MIN-) = 0.01 Tc(MIN.) = 12.76
LONGEST FLOWPATH FROM NODE 3020.00 TO NODE 3000.00 = 463.75 FEET.
FLOW PROCESS FROM NODE 3000.00 TO NODE 3000.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
»>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
= = =Z = :=:= = = =i=:3: = = =:s = =: = = = = = = = =: = = = = = = = = = =: = = = = = = = = = = = = := = = = = = = =: = = = = = = =
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.76
RAINFALL INTENSITY(INCH/HR) = 3.60
TOTAL STREAM AREA(ACRES) = 1.15
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.32
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 3.23 13.16 3.529 1.64
2 2.32 12.76 3.600 1.15
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 5.49 12.76 3.600
2 5.50 13.16 3.529
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 5.50 Tc(MIN.) = 13.16
TOTAL AREA(ACRES) = 2.79
LONGEST FLOWPATH FROM NODE 3005.00 TO NODE 3000.00 = 532.25 FEET.
FLOW PROCESS FROM NODE 3000.00 TO NODE 3100.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 49.67 DOWNSTREAM(FEET) = 48.21
FLOW LENGTH(FEET) = 97.60 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.72
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 5.50
PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 13.40
LONGEST FLOWPATH FROM NODE 3005.00 TO NODE 3100.00 = 629.85 FEET.
FLOW PROCESS FROM NODE 3100.00 TO NODE 3100.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 13.40
RAINFALL INTENSITY(INCH/HR) = 3.49
TOTAL STREAM AREA(ACRES) = 2.79
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.50'
FLOW PROCESS FROM NODE 3105.00 TO NODE 3110.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 120.00
UPSTREAM ELEVATION = 67.40
DOWNSTREAM ELEVATION = 67.00
ELEVATION DIFFERENCE = 0.40
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 15.640
'CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.157
SUBAREA RUNOFF(CFS) = 0.12
TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.12
FLOW PROCESS FROM NODE 3110.00 TO NODE 3115.00 IS CODE = 51
>»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<««
>»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««<
ELEVATION DATA: UPSTREAM(FEET) = 67.00 DOWNSTREAM(FEET) = 64.90
CHANNEL LENGTH THRU SUBAREA(FEET) = 425.00 CHANNEL SLOPE = 0.0049
CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 10.000
MANNING'S FACTOR = 0.025 MAXIMUM DEPTH(FEET) = 1.00
CHANNEL FLOW THRU SUBAREA(CFS) = 0.12
FLOW VELOCITY(FEET/SEC) = 0.69 FLOW DEPTH(FEET) = 0.13
TRAVEL TIME(MIN.) = 10.24 Tc(MIN.) = 25.88
LONGEST FLOWPATH FROM NODE 3105.00 TO NODE 3115.00 = 545.00 FEET.
FLOW PROCESS FROM NODE 3110.00 TO NODE 3115.00 IS CODE = 81
>»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<««
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.281
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 0.31
TOTAL AREA(ACRES) = 0.32 TOTAL RUNOFF(CFS) = 0.44
TC(MIN) = 25.88
FLOW PROCESS FROM NODE 3115.00 TO NODE 3100.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 52.58 DOWNSTREAM(FEET) = 48.21
FLOW LENGTH(FEET) = 145.59 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER)INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.14
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.44
PIPE TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 26.47
LONGEST FLOWPATH FROM NODE 3105.00 TO NODE 3100.00 = 690.59 FEET.
FLOW PROCESS FROM NODE 3100.00 TO NODE 3100.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 26.47
RAINFALL INTENSITY(INCH/HR) = 2.25
TOTAL STREAM AREA(ACRES) = 0.32
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.44
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 5.50 13.40 3.488 2.79
2 0.44 26.47 2.248 0.32
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 5.78 3.11 8.947
2 3.98 26.47 2.248
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 5.78 Tc(MIN.) = 13.40
TOTAL AREA(ACRES) = 3.11
LONGEST FLOWPATH FROM NODE 3105.00 TO NODE 3100.00 = 690.59 FEET.
FLOW PROCESS FROM NODE 3100.00 TO NODE 3200.00 IS CODE = 31
»»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 47.88 DOWNSTREAM(FEET) = 44.41
FLOW LENGTH(FEET) = 208.41 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.08
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 5.78
PIPE TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 13.89
LONGEST FLOWPATH FROM NODE 3105.00 TO NODE 3200.00 = 899.00 FEET.
FLOW PROCESS FROM NODE 3200.00 TO NODE 3200.00 IS CODE = 10
>»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <««
FLOW PROCESS FROM NODE 3210.00 TO NODE 3215.00 IS CODE = 21
»>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 97.00
UPSTREAM ELEVATION = 57.31
DOWNSTREAM ELEVATION = 56.34
ELEVATION DIFFERENCE = 0.97
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.750
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.281
SUBAREA RUNOFF(CFS) = 0.24
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.24
FLOW PROCESS FROM NODE 3215.00 TO NODE 3220.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»»( STREET TABLE SECTION # 2 USED) <««
UPSTREAM ELEVATION(FEET) = 55.84 DOWNSTREAM ELEVATION(FEET) = 53.11
STREET LENGTH(FEET) = 243.70 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.95
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.26
HALFSTREET FLOOD WIDTH(FEET) = 6.70
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.68
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.44
STREET FLOW TRAVEL TIME(MIN-) = 2.42 Tc(MIN.) = 12.17
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.711
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.43
TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 1.66
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.73
FLOW VELOCITY(FEET/SEC.) = 1.89 DEPTH*VELOCITY(FT*FT/SEC.) = 0.57
LONGEST FLOWPATH FROM NODE 3210.00 TO NODE 3220.00 = 340.70 FEET.
FLOW PROCESS FROM NODE 3220.00 TO NODE 3205.00 IS CODE = 31
»>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<«
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<«
ELEVATION DATA: UPSTREAM(FEET) = 47.00 DOWNSTREAM(FEET) = 45.66
FLOW LENGTH(FEET) = 26.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.45
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.66
PIPE TRAVEL TIME(MIN-) = 0.06 Tc(MIN-) = 12.23
LONGEST FLOWPATH FROM NODE 3210.00 TO NODE 3205.00 = 366.95 FEET.
FLOW PROCESS FROM NODE 3205.00 TO NODE 3205.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 12.23
RAINFALL INTENSITY(INCH/HR) = 3.70
TOTAL STREAM AREA(ACRES) = 0.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.66
FLOW PROCESS FROM NODE 3225.00 TO NODE 3230.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 90.00
UPSTREAM ELEVATION = 57.12
DOWNSTREAM ELEVATION = 56.22
ELEVATION DIFFERENCE = 0.90
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.392
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.386
SUBAREA RUNOFF(CFS) = 0.24
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.24
FLOW PROCESS FROM NODE 3230.00 TO NODE 3235.00 IS CODE = 62
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 55.70 DOWNSTREAM ELEVATION(FEET) = 53.11
STREET LENGTH(FEET) = 227.70 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = I
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.93
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.26
HALFSTREET FLOOD WIDTH(FEET) = 6.55
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.69
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.44
STREET FLOW TRAVEL TIME(MIN.) = 2.24 Tc(MIN.) = 11.63
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.820
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.65 SUBAREA RUNOFF(CFS) = 1.37
TOTAL AREA(ACRES) = 0.75 PEAK FLOW RATE(CFS) = 1.61
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.53
FLOW VELOCITY(FEET/SEC.) = 1.90 DEPTH*VELOCITY(FT*FT/SEC.) = 0.56
LONGEST FLOWPATH FROM NODE 3225.00 TO NODE 3235.00 = 317.70 FEET.
FLOW PROCESS FROM NODE 3235.00 TO NODE 3205.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <
ELEVATION DATA: UPSTREAM(FEET) = 48.50 DOWNSTREAM(FEET) = 45.66
FLOW LENGTH(FEET) = 6.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 15.88
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.61
PIPE TRAVEL TIME(MIN-) = 0.01 Tc(MIN.) = 11.64
LONGEST FLOWPATH FROM NODE 3225.00 TO NODE 3205.00 = 323.95 FEET.
FLOW PROCESS FROM NODE 3205.00 TO NODE 3205.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 11.64
RAINFALL- INTENSITY(INCH/HR) = 3.82
TOTAL STREAM AREA(ACRES) = 0.75
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.61
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.66 12.23 3.700 0.80
2 1.61 11.64 3.819 0.75
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 3.22 11.64 3.819
2 3.22 12.23 3.700
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 3.22 Tc(MIN.) = 12.23
TOTAL AREA(ACRES) = 1.55
LONGEST FLOWPATH FROM NODE 3210.00 TO NODE 3205.00 = 366.95 FEET.
FLOW PROCESS FROM NODE 3205.00 TO NODE 3200.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<««
ELEVATION DATA: UPSTREAM(FEET) = 45.33 DOWNSTREAM(FEET) = 44.41
FLOW LENGTH(FEET) = 91.86 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.03
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.22
PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 12.53
LONGEST FLOWPATH FROM NODE 3210.00 TO NODE 3200.00 = 458.81 FEET.
FLOW PROCESS FROM NODE 3200.00 TO NODE 3200.00 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 3.22 12.53 3.641 1.55
LONGEST FLOWPATH FROM NODE 3210.00 TO NODE 3200.00 = 458.81 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 5.78 13.89 3.408 3.11
LONGEST FLOWPATH FROM NODE 3105.00 TO NODE 3200.00 = 899.00 FEET.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 8.64 12.53 3.641
2 8.80 13.89 3.408
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 8.80 Tc(MIN.) = 13.89
TOTAL AREA(ACRES) = 4.66
FLOW PROCESS FROM NODE 3200.00 TO NODE 3200.00 IS CODE = 12
>»»CLEAR MEMORY BANK # 1 <««
FLOW PROCESS FROM NODE 3200.00 TO NODE 3300.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 43.91 DOWNSTREAM(FEET) = 41.40
FLOW LENGTH(FEET) = 179.25 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 9.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.35
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 8.80
PIPE TRAVEL TIME(MIN-) = 0.41 Tc(MIN.) = 14.30
LONGEST FLOWPATH FROM NODE 3105.00 TO NODE 3300.00 = 1078.25 FEET.
FLOW PROCESS FROM NODE 3300.00 TO NODE 2300.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 41.07 DOWNSTREAM(FEET) = 38.76
FLOW LENGTH(FEET) = 192.58 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.94
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 8.80
PIPE TRAVEL TIME(MIN.) = 0.46 TctMIN.) = 14.76
LONGEST FLOWPATH FROM NODE 3105.00 TO NODE 2300.00 = 1270.83 FEET.
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 4.66 TC(MIN.) = 14.76
PEAK FLOW RATE(CFS) = 8.80
END OF RATIONAL METHOD ANALYSIS
2-Year Storm Event
REP\2068DR.DOC
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2001 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/2001 License ID 1509
Analysis prepared by:
ProjectDesign Consultants
701 B Street, Suite 800
San Diego, CA 92101
(619) 235-6471
************************** DESCRIPTION OF STUDY ********************
* POINSETTIA PROPERTIES PLANNING AREAS 2, 3 £ 4 HYDROLOGY STUDY
* OFF-SITE BASINS: AVENIDA ENCINAS, POINSETTIA PROPERTIES PA 5, AND
* ADJACENT LOT WEST OF PA 5 - FILE:OF-S-2.DAT 2-YR, 6-HR STORM EVENT
FILENAME: C:\2068\OF-S-2.DAT
TIME/DATE OF STUDY: 13:25 02/02/2002
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 2.00
6-HOUR DURATION PRECIPITATION (INCHES) = 1.100
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90
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
2 32.0
3 20.0
20.0
27.0
15.0
0.018/0.018/0.020 0.67
0.020/0.020/0.020 0.50
0.020/0.020/0.020 0.50
2.00 0.0312 0.167 0.0150
1.50 0.0312 0.125 0.0175
1.50 0.0312 0.125 0.0175
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = -0.10 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint =10.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
FLOW PROCESS FROM NODE 1000.00 TO NODE 1005.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7000
SOIL CLASSIFICATION IS "A"
S.C.S. CURVE NUMBER (AMC II) = 89
INITIAL SUBAREA FLOW-LENGTH = 250.00
UPSTREAM ELEVATION = 68.50
DOWNSTREAM ELEVATION = 65.78
ELEVATION DIFFERENCE = 2.72
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.069
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.736
SUBAREA RUNOFF(CFS) = 0.62
TOTAL AREA(ACRES) = 0.51 TOTAL RUNOFF(CFS) = 0.62
FLOW PROCESS FROM NODE 1005.00 TO NODE 1005.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 11.07
RAINFALL INTENSITY(INCH/HR) = 1.74
TOTAL STREAM AREA(ACRES) = 0.51
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.62
FLOW PROCESS FROM NODE 1010.00 TO NODE 1015.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .8000
SOIL CLASSIFICATION IS "A"
S.C.S. CURVE NUMBER (AMC II) = 89
INITIAL SUBAREA FLOW-LENGTH = 240.00
UPSTREAM ELEVATION = 71.90
DOWNSTREAM ELEVATION = 69.40
ELEVATION DIFFERENCE = 2.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.253
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.098
SUBAREA RUNOFF(CFS) = 1.19
TOTAL AREA(ACRES) = 0.71 TOTAL RUNOFF(CFS) = 1.19
FLOW PROCESS FROM NODE 1015.00 TO NODE 1005.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
»>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 69.40 DOWNSTREAM(FEET) = 65.78
FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.74
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.19
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 8.30
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1005.00 = 265.00 FEET.
FLOW PROCESS FROM NODE 1005.00 TO NODE 1005.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 8.30
RAINFALL INTENSITY(INCH/HR) = 2.09
TOTAL STREAM AREA(ACRES) = 0.71
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.19
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 0.62 11.07 1.736 0.51
2 1.19 8.30 2.091 0.71
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 1.71 8.30 2.091
2 1.61 11.07 1.736
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 1.71 Tc(MIN.) = 8.30
TOTAL AREA(ACRES) = 1.22
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1005.00 = 265.00 FEET.
FLOW PROCESS FROM NODE 1005.00 TO NODE 1020.00 IS CODE = 62
»>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»»(STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 65.78 DOWNSTREAM ELEVATION(FEET) = 63.70
STREET LENGTH(FEET) = 365.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 27.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.99
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.34
HALFSTREET FLOOD WIDTH(FEET) = 10.88
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.53
PRODUCT OF DEPTH&VELOCITYtFT*FT/SEC.) = 0.53
STREET FLOW TRAVEL TIME(MIN.) = 3.98 Tc(MIN.) = 12.27
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.624
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7000
SOIL CLASSIFICATION IS "A"
S.C.S. CURVE NUMBER (AMC II) = 89
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.57
TOTAL AREA(ACRES) = 1.72 PEAK FLOW RATE(CFS) = 2.27
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.51
FLOW VELOCITY(FEET/SEC.) = 1.58 DEPTH*VELOCITY(FT*FT/SEC.) = 0.56
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1020.00 = 630.00 FEET.
FLOW PROCESS FROM NODE 1020.00 TO NODE 1020.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 12.27
RAINFALL INTENSITY(INCH/HR) = 1.62
TOTAL STREAM AREA(ACRES) = 1.72
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.27
FLOW PROCESS FROM NODE 1025.00 TO NODE 1030.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
INDUSTRIAL DEVELOPMENT RUNOFF COEFFICIENT = .8000
SOIL CLASSIFICATION IS "A"
S.C.S. CURVE NUMBER (AMC II) = 89
INITIAL SUBAREA FLOW-LENGTH = 90.00
UPSTREAM ELEVATION = 68.00
DOWNSTREAM ELEVATION = 66.30
ELEVATION DIFFERENCE = 1.70
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.144
TIME OF CONCENTRATION ASSUMED AS 6-MINUTES
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.577
SUBAREA RUNOFF(CFS) = 0.31
TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.31
FLOW PROCESS FROM NODE 1030.00 TO NODE 1035.00 IS CODE = 51
>»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<««
>»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 66.30 DOWNSTREAM(FEET) = 64.70
CHANNEL LENGTH THRU SUBAREA(FEET) = 145.00 CHANNEL SLOPE = 0.0110
CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 99.990
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0.50
CHANNEL FLOW THRU SUBAREA(CFS) = 0.31
FLOW VELOCITY(FEET/SEC) = 0.57 FLOW DEPTH(FEET) = 0.07
TRAVEL TIME(MIN.) = 4.21 Tc(MIN.) = 10.21
LONGEST FLOWPATH FROM NODE 1025.00 TO NODE 1035.00 = 235.00 FEET.
FLOW PROCESS FROM NODE 1030.00 TO NODE 1035.00 IS CODE = 81
>»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<««
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.828
*USER SPECIFIED(SUBAREA):
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .5000
S.C.S. CURVE NUMBER (AMC II) = 89
SUBAREA AREA(ACRES) = 0.62 SUBAREA RUNOFF(CFS) = 0.57
TOTAL AREA(ACRES) = 0.77 TOTAL RUNOFF(CFS) = 0.88
TC(MIN) = 10.21
FLOW PROCESS FROM NODE 1035.00 TO NODE 1020.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 64.70 DOWNSTREAM(FEET) = 64.00
FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.79
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.88
PIPE TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 10.99
LONGEST FLOWPATH FROM NODE 1025.00 TO NODE 1020.00 = 365.00 FEET.
FLOW PROCESS FROM NODE 1020.00 TO NODE 1020.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 10.99
RAINFALL INTENSITY(INCH/HR) = 1.74
TOTAL STREAM AREA(ACRES) = 0.77
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.88
FLOW PROCESS FROM NODE 1040.00 TO NODE 1045.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7000
SOIL CLASSIFICATION IS "A"
S.C.S. CURVE NUMBER (AMC II) = 89
INITIAL SUBAREA FLOW-LENGTH = 150.00
UPSTREAM ELEVATION = 66.70
DOWNSTREAM ELEVATION = 64.90
ELEVATION DIFFERENCE = 1.80
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.298
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.090
SUBAREA RUNOFF(CFS) = 0.54
TOTAL AREA (ACRES) =0.37 TOTAL RUNOFF (CFS) =0.54
FLOW PROCESS FROM NODE 1045.00 TO NODE 1020.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)«<«
ELEVATION DATA: UPSTREAM(FEET) = 64.90 DOWNSTREAM(FEET) = 64.00
FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.30
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.54
PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 8.65
LONGEST FLOWPATH FROM NODE 1040.00 TO NODE 1020.00 = 220.00 FEET.
FLOW PROCESS FROM NODE 1020.00 TO NODE 1020.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION ( MIN. ) = 8.65
RAINFALL INTENSITY (INCH/ HR) = 2.03
TOTAL STREAM AREA (ACRES) = 0.37
PEAK FLOW RATE (CFS) AT CONFLUENCE = 0.54
CONFLUENCE DATA **
STREAM
NUMBER
1
2
3
RUNOFF
(CFS)
2.27
0.88
0.54
Tc
(MIN.)
12.27
10.99
8.65
INTENSITY
(INCH/HOUR)
1.624
1.744
2.035
AREA
(ACRE)
1.72
0.77
0.37
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
PEAK FLOW RATE TABLE **
STREAM
NUMBER
1
2
3
RUNOFF
(CFS)
3.11
3.46
3.52
Tc
(MIN.)
8.65
10.99
12.27
INTENSITY
(INCH/HOUR)
2.035
1.744
1.624
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE (CFS) = 3.52 Tc(MIN.) =
TOTAL AREA (ACRES) = 2.86
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE
12.27
1020.00 630.00 FEET.
FLOW PROCESS FROM NODE 1020.00 TO NODE 1060.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 60.79 DOWNSTREAM(FEET) = 59.95
FLOW LENGTH(FEET) = 63.39 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.71
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.52
PIPE TRAVEL TIME(MIN-) = 0.19 Tc(MIN.) = 12.46
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1060.00 = 693.39 FEET.
FLOW PROCESS FROM NODE 1060.00 TO NODE 1060.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 12.46
RAINFALL INTENSITY(INCH/HR) = 1.61
TOTAL STREAM AREA(ACRES) = 2.86
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.52
FLOW PROCESS FROM NODE 1050.00 TO NODE 1055.00 IS CODE = 21
»>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .8000
SOIL CLASSIFICATION IS "A"
S.C.S. CURVE NUMBER (AMC II) = 74
INITIAL SUBAREA FLOW-LENGTH = 100.00
UPSTREAM ELEVATION = 66.20
DOWNSTREAM ELEVATION = 66.00
ELEVATION DIFFERENCE = 0.20
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.233
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.951
SUBAREA RUNOFF(CFS) = 0.17
TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.17
FLOW PROCESS FROM NODE 1055.00 TO NODE 1060.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
»>»( STREET TABLE SECTION # 2 USED)««<
UPSTREAM ELEVATION(FEET) = 66.00 DOWNSTREAM ELEVATION(FEET) = 64.10
STREET LENGTH(FEET) = 405.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 27.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.39
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.23
HALFSTREET FLOOD WIDTH(FEET) = 5.18
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.00
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.23
STREET FLOW TRAVEL TIME(MIN-) = 6.75 Tc(MIN.) = 15.98
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.370
ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .8000
SOIL CLASSIFICATION IS "A"
S.C.S. CURVE NUMBER (AMC II) = 74
SUBAREA AREA(ACRES) = 0.39 SUBAREA RUNOFF(CFS) = 0.43
TOTAL AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) = 0.60
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.61
FLOW VELOCITY(FEET/SEC.) = 1.08 DEPTH*VELOCITY(FT*FT/SEC.) = 0.28
LONGEST FLOWPATH FROM NODE 1050.00 TO NODE 1060.00 = 505.00 FEET.
FLOW PROCESS FROM NODE 1060.00 TO NODE 1060.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 15.98
RAINFALL INTENSITY(INCH/HR) = 1.37
TOTAL STREAM AREA(ACRES) = 0.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.60
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 3.52 12.46 1.608 2.86
2 0.60 15.98 1.370 0.50
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 4.03 12.46 1.608
2 3.60 15.98 1.370
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 4.03 Tc(MIN.) = 12.46
TOTAL AREA(ACRES) = 3.36
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1060.00 = 693.39 FEET.
FLOW PROCESS FROM NODE 1060.00 TO NODE 1070.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 58.95 DOWNSTREAM(FEET) = 54.15
FLOW LENGTH(FEET) = 338.76 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 6.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.79
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 4.03
PIPE TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 13.43
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1070.00 = 1032.15 FEET.
FLOW PROCESS FROM NODE 1070.00 TO NODE 1070.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 13.43
RAINFALL INTENSITY(INCH/HR) = 1.53
TOTAL STREAM AREA(ACRES) = 3.36
PEAK FLOW RATE(CFS) AT CONFLUENCE = . 4.03
FLOW PROCESS FROM NODE 1071.00 TO NODE 1072.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .8000
SOIL CLASSIFICATION IS "A"
S.C.S. CURVE NUMBER (AMC II) = 74
INITIAL SUBAREA FLOW-LENGTH = 90.00
UPSTREAM ELEVATION = 64.10
DOWNSTREAM ELEVATION = 63.60
ELEVATION DIFFERENCE = 0.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 6.232
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.514
SUBAREA RUNOFF(CFS) = 0.18
TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.18
FLOW PROCESS FROM NODE 1072.00 TO NODE 1070.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 63.60 DOWNSTREAM ELEVATION(FEET) = 62.20
STREET LENGTH(FEET) = 246.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 27.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.36
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.22
HALFSTREET FLOOD WIDTH(FEET) = 4.64
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.08
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.24
STREET FLOW TRAVEL TIME(MIN.) = 3.81 Tc(MIN.) = 10.04
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.848
ROAD(HARD SURFACE) COVER RUNOFF COEFFICIENT = .8000
SOIL CLASSIFICATION IS "A"
S.C.S. CURVE NUMBER (AMC II) = 74
SUBAREA AREA(ACRES) = 0.24 SUBAREA RUNOFF(CFS) = 0.35
TOTAL AREA(ACRES) = 0.33 PEAK FLOW RATE(CFS) = 0.54
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.92
FLOW VELOCITY(FEET/SEC.) = 1.14 DEPTH*VELOCITY(FT*FT/SEC.) = 0.28
LONGEST FLOWPATH FROM NODE 1071.00 TO NODE 1070.00 = 336.00 FEET.
FLOW PROCESS FROM NODE 1070.00 TO NODE 1070.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 10.04
RAINFALL INTENSITY(INCH/HR) = 1.85
TOTAL STREAM AREA(ACRES) = 0.33
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.54
FLOW PROCESS FROM NODE 1075.00 TO NODE 1085.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .4000
SOIL CLASSIFICATION IS "A"
S.C.S. CURVE NUMBER (AMC II) = 73
INITIAL SUBAREA FLOW-LENGTH = 808.00
UPSTREAM ELEVATION = 68.10
DOWNSTREAM ELEVATION = 62.60
ELEVATION DIFFERENCE = 5.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 40.715
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 0.749
SUBAREA RUNOFF(CFS) = 0.11
TOTAL AREA(ACRES) = 0.38 TOTAL RUNOFF(CFS) = 0.11
FLOW PROCESS FROM NODE 1085.00 TO NODE 1070.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 59.10 DOWNSTREAM(FEET) = 55.15
FLOW LENGTH(FEET) = 18.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER)INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 0.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.49
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.11
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 40.77
LONGEST FLOWPATH FROM NODE 1075.00 TO NODE 1070.00 = 826.25 FEET.
FLOW PROCESS FROM NODE 1070.00 TO NODE 1070.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 40.77
RAINFALL INTENSITY(INCH/HR) = 0.75
TOTAL STREAM AREA(ACRES) = 0.38
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.11
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 4.03 13.43 1.532 3.36
2 0.54 10.04 1.848 0.33
3 0.11 40.77 0.749 0.38
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 3.92 10.04 1.848
2 4.53 13.43 1.532
3 2.30 40.77 0.749
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 4.53 Tc(MIN.) = 13.43
TOTAL AREA(ACRES) = 4.07
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1070.00 = 1032.15 FEET.
FLOW PROCESS FROM NODE 1070.00 TO NODE 1090.00 IS CODE = 41
»»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 53.82 DOWNSTREAM(FEET) = 52.15
FLOW LENGTH(FEET) = 66.68 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 5.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.33
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 4.53
PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 13.59
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1090.00 = 1098.83 FEET.
FLOW PROCESS FROM NODE 1090.00 TO NODE 1090.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 13.59
RAINFALL INTENSITY(INCH/HR) = 1.52
TOTAL STREAM AREA(ACRES) = 4.07
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.53
FLOW PROCESS FROM NODE 1090.00 TO NODE 1090.00 IS CODE = 7
>»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<««
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 15.17 RAIN INTENSITY(INCH/HOUR) = 1.42
TOTAL AREA(ACRES) = 5.70 TOTAL RUNOFF(CFS) = 7.30
| HYDROLOGY DAT FROM "DRAINAGE STUDY FOR POINSETTIA PROPERTIES AREAS" |
j BY O'DAY CONSULTANTS, DATED 7/21/99 j
| OFF-SITE AREAS NORTHEAST OF EMBARCADERO WAY j
_j _ _ _, . U
FLOW PROCESS FROM NODE 1090.00 TO NODE 1090.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 15.17
RAINFALL INTENSITY(INCH/HR) = 1.42
TOTAL STREAM AREA(ACRES) = 5.70
PEAK FLOW RATE(CFS) AT CONFLUENCE =' 7.30
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 4.53 13.59 1.521 4.07
2 7.30 15.17 1.417 5.70
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 11.33 13.59 1.521
2 11.52 15.17 1.417
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 11.52 Tc(MIN.) = 15.17
TOTAL AREA(ACRES) = 9.77
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1090.00 = 1098.83 FEET.
FLOW PROCESS FROM NODE 1090.00 TO NODE 1095.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 52.12 DOWNSTREAM(FEET) = 52.00
FLOW LENGTH(FEET) = 41.50 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 15.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.36
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 11.52
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 15.33
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1095.00 = 1140.33 FEET.
FLOW PROCESS FROM NODE 1095.00 TO NODE 1095.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 15.33
RAINFALL INTENSITY(INCH/HR) = 1.41
TOTAL STREAM AREA(ACRES) =9.77
PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.52
FLOW PROCESS FROM NODE 1095.00 TO NODE 1095.00 IS CODE = 7
>»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<««
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 5.17 RAIN INTENSITY (INCH/HOUR) = 2.84
TOTAL AREA (ACRES) = 0.08 TOTAL RUNOFF (CFS) = 0.20
_L __________________________________________________________________________ I
HYDROLOGY DATA FROM "DRAINAGE STUDY FOR POINSETTIA PROPERTIES AREA 5" |
BY O'DAY CONSULTANTS, DATED 7/21/99 j
FLOW PROCESS FROM NODE 1095.00 TO NODE 1095.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
»>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.17
RAINFALL INTENSITY(INCH/HR) = 2.84
TOTAL STREAM AREA(ACRES) = 0.08
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.20
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 11.52 15.33 1.407 9.77
2 0.20 5.17 2.836 0.08
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 5.92 5.17 2.836
2 11.62 15.33 1.407
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 11.62 Tc(MIN.) = 15.33
TOTAL AREA(ACRES) = 9.85
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1095.00 = 1140.33 FEET.
FLOW PROCESS FROM NODE 1095.00 TO NODE 1100.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 52.00 DOWNSTREAM(FEET) = 51.43
FLOW LENGTH(FEET) = 188.29 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 15.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.45
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 11.62
PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 16.03
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1100.00 = 1328.62 FEET.
FLOW PROCESS FROM NODE 1100.00 TO NODE 1100.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 16.03
RAINFALL INTENSITY(INCH/HR) = 1.37
TOTAL STREAM AREA(ACRES) = 9.85
PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.62
FLOW PROCESS FROM NODE 1100.00 TO NODE 1100.00 IS CODE = 7
>»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<««
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 7.35 RAIN INTENSITY (INCH/HOUR) = 2.26
TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF (CFS) = 0.60
HYDROLOGY DATA FROM "DRAINAGE STUDY FOR POINSETTIA PROPERTIES AREA 5"
BY O'DAY CONSULTANTS, DATED 7/21/99
FLOW PROCESS FROM NODE 1100.00 TO NODE 1100.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 7.35
RAINFALL INTENSITY(INCH/HR) = 2.26
TOTAL STREAM AREA(ACRES) = 0.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.60
FLOW PROCESS FROM NODE 1100.00 TO NODE 1100.00 IS CODE = 7
>»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<««
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 7.02 RAIN INTENSITY (INCH/HOUR) = 2.33
TOTAL AREA (ACRES) = 0.40 TOTAL RUNOFF (CFS) = 0.70
HYDROLOGY DATA FROM "DRAINAGE STUDY FOR POINSETTIA PROPERTIES AREA 5"
BY O'DAY CONSULTANTS, DATED 7/21/99
FLOW PROCESS FROM NODE 1100.00 TO NODE 1100.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 7.02
RAINFALL INTENSITY(INCH/HR) = 2.33
TOTAL STREAM AREA(ACRES) = 0.40
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.70
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 11.62 16.03 1.367 9.85
2 0.60 7.35 2.261 0.30
3 0.70 7.02 2.329 0.40
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 8.10 7.02 2.329
2 8.31 7.35 2.261
3 12.39 16.03 1.367
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 12.39 Tc(MIN.) = 16.03
TOTAL AREA(ACRES) = 10.55
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1100.00 = 1328.62 FEET.
FLOW PROCESS FROM NODE 1100.00 TO NODE 1105.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 51.42 DOWNSTREAM(FEET) = 51.07
FLOW LENGTH(FEET) = 118.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 16.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.48
GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 12.39
PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 16.47
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1105.00 = 1446.62 FEET.
FLOW PROCESS FROM NODE 1105.00 TO NODE 1105.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 16.47
RAINFALL INTENSITY(INCH/HR) = 1.34
TOTAL STREAM AREA(ACRES) = 10.55
PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.39
FLOW PROCESS FROM NODE 1105.00 TO NODE 1105.00 IS CODE = 7
»»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<««
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 9.20 RAIN INTENSITY (INCH/HOUR) = 1.96
TOTAL AREA(ACRES) = 1.70 TOTAL RUNOFF (CFS) = 3.00
HYDROLOGY DATA FROM "DRAINAGE STUDY FOR POINSETTIA PROPERTIES AREA 5"
BY O'DAY CONSULTANTS, DATE 7/21/99
FLOW PROCESS FROM NODE 1105.00 TO NODE 1105.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.20
RAINFALL INTENSITY(INCH/HR) = 1.96
TOTAL STREAM AREA(ACRES) = 1.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.00
FLOW PROCESS FROM NODE 1105.00 TO NODE 1105.00 IS CODE = 7
>»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<««
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 5.75 RAIN INTENSITY(INCH/HOUR) = 2.65
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.20
+ H
| HYDROLOGY DATA FROM "DRAINAGE STUDY FOR POINSETTIA PROPERTIES AREA 5" |
j BY O'DAY CONSULTANTS, DATE 7/21/99 j
I
FLOW PROCESS FROM NODE 1105.00 TO NODE 1105.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 5.75
RAINFALL INTENSITY(INCH/HR) = 2.65
TOTAL STREAM AREA(ACRES) = 0.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.20
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 12.39 16.47 1.343 10.55
2 3.00 9.20 1.956 1.70
3 0.20 5.75 2.648 0.10
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 8.70 5.75 2.648
2 11.66 9.20 1.956
3 14.56 16.47 1.343
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 14.56 Tc(MIN.) = 16.47
TOTAL AREA(ACRES) = 12.35
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1105.00 = 1446.62 FEET.
FLOW PROCESS FROM NODE 1105.00 TO NODE 1110.00 IS CODE = 41
»>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 51.00 DOWNSTREAM(FEET) = 48.00
FLOW LENGTH(FEET) = 75.52 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 8.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 11.89
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 14.56
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 16.58
LONGEST FLOWPATH FROM NODE 1010.00 TO NODE 1110.00 = 1522.14 FEET.
FLOW PROCESS FROM NODE 1110.00 TO NODE 1110.00 IS CODE = 1
»>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 16.58
RAINFALL INTENSITY(INCH/HR) = 1.34
TOTAL STREAM AREA(ACRES) = 12.35
PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.56
FLOW PROCESS FROM NODE 1110.00 TO NODE 1110.00 IS CODE = 7
>»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<««
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 9.23 RAIN INTENSITY(INCH/HOUR) = 1.95
TOTAL AREA(ACRES) = 4.90 TOTAL RUNOFF(CFS) = 6.30
i „ i
| HYDROLOGY DATA FROM "DRAINAGE REPORT FOR POINSETTIA PROPERTIES AREA 5" |
| BY O'DAY CONSULTANTS, DATE 7/21/99 j
I I
FLOW PROCESS FROM NODE 1110.00 TO NODE 1110.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.23
RAINFALL INTENSITY(INCH/HR) = 1.95
TOTAL STREAM AREA(ACRES) = 4.90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.30
FLOW PROCESS FROM NODE 1110.10 TO NODE 1110.10 IS CODE = 7
>»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE«<«
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 11.45 RAIN INTENSITY (INCH/HOUR) = 1.70
TOTAL AREA (AC-RES) = 0.81 TOTAL RUNOFF (CFS) = 1.20
HYDROLOGY DATA FROM "DRAINAGE STUDY FOR POINSETTIA PROPERTIES AREA 5"
(SUBBASIN OS4) BY O'DAY CONSULTANTS, DATED 7/21/99
FLOW PROCESS FROM NODE 1110.10 TO NODE 1110.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 51.25 DOWNSTREAM(FEET) = 48.43
FLOW LENGTH(FEET) = 940.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.48
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.20
PIPE TRAVEL TIME(MIN.) = 6.31 Tc(MIN.) = 17.76
LONGEST FLOWPATH FROM NODE 1075.00 TO NODE 1110.00 = 1766.25 FEET.
FLOW PROCESS FROM NODE 1110.10 TO NODE 1110.00 IS CODE = 81
>»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««<
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.279
MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .4500
SOIL CLASSIFICATION IS "A"
S.C.S. CURVE NUMBER (AMC II) = 75
SUBAREA AREA(ACRES) = 3.09 SUBAREA RUNOFF(CFS) = 1.78
TOTAL AREA(ACRES) = 3.90 TOTAL RUNOFF(CFS) = 2.98
TC(MIN) = 17.76
FLOW PROCESS FROM NODE 1110.00 TO NODE 1110.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 17.76
RAINFALL INTENSITY(INCH/HR) = 1.28
TOTAL STREAM AREA(ACRES) = 3.90
PEAK FLOW RATE(CFS) AT CONFLUENCE =2.98
** CONFLUENCE DATA **
STREAM
NUMBER
1
2
3
RUNOFF
(CFS)
14.56
6.30
2.98
Tc
(MIN.)
16.58
9.23
17.76
INTENSITY
(INCH/HOUR)
1.338
1.952
1.279
AREA
(ACRE)
12.35
4.90
3.90
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM
NUMBER
1
2
3
RUNOFF
(CFS)
18.23
21.72
21.03
Tc
(MIN.)
9.23
16.58
17.76
INTENSITY
(INCH/HOUR)
1.952
1.338
1.279
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 21.72 Tc(MIN.) =
TOTAL AREA(ACRES) = 21.15
LONGEST FLOWPATH FROM NODE 1075.00 TO NODE
16.58
1110.00 = 1766.25 FEET.
END OF STUDY SUMMARY:
TOTAL AREA (ACRES)
PEAK FLOW RATE (CFS)
21.15 TC(MIN.) =
21.72
16.58
END OF RATIONAL METHOD ANALYSIS
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2001 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/2001 License ID 1509
Analysis prepared by:
ProjectDesign Consultants
701 B Street, Suite 800
San Diego, CA 92101
(619) 235-6471
************************** DESCRIPTION OF STUDY ****************
* POINSETTIA PROPERTIES PLANNING AREAS 2, 3, & 4 HYDROLOGY STUDY
* ON-SITE BASINS - SYSTEM 2000 - 2-YR, 6-HR STORM EVENT
* FILE NAME: 2000-2.DAT
FILE NAME: C:\2068\2000-2.DAT
TIME/DATE OF STUDY: 12:54 02/02/2002
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 2.00
6-HOUR DURATION PRECIPITATION (INCHES) = 1.100
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90
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 18.0 13.0 0.020/0.020/0.020 0.50
2.00 0.0312 0.167 0.0150
1.50 0.0312 0.125 0.0175
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = -0.10 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint =10.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
FLOW PROCESS FROM NODE 1110.00 TO NODE 1110.00 IS CODE =
>»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<««
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 16.58 RAIN INTENSITY(INCH/HOUR) = 1.34
TOTAL AREA(ACRES) = 21.15 TOTAL RUNOFF(CFS) = 21.72
| OFF-SITE HYDROLOGY DATA - POINSETTIA PROPERTIES PA 5 INCLUDING AREA |
j WEST OF/ADJACENT TO EMBARCADERO LANE, AND AVENIDA ENCINAS (NORTH OF |
j PLANNING AREA 5) j
FLOW PROCESS FROM NODE 1110.00 TO NODE 1200.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 47.50 DOWNSTREAM(FEET) = 44.66
FLOW LENGTH(FEET) = 103.36 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 10.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 11.53
GIVEN PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 21.72
PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 16.73
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1200.00 = 103.36 FEET.
FLOW PROCESS FROM NODE 1200.00 TO NODE 1200.00 IS CODE = 10
>»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <««
FLOW PROCESS FROM NODE 1205.00 TO NODE 1210.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<«
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 100.00
UPSTREAM ELEVATION = 58.11
DOWNSTREAM ELEVATION = 57.11
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.865
SUBAREA RUNOFF(CFS) = 0.16
TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.16
FLOW PROCESS FROM NODE 1210.00 TO NODE 1215.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»»(STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 56.59 DOWNSTREAM ELEVATION(FEET) = 53.28
STREET LENGTH(FEET) = 322.30 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.53
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.22
HALFSTREET FLOOD WIDTH(FEET) = 4.92
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.46
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.33
STREET FLOW TRAVEL TIME(MIN-) = 3.68 Tc(MIN.) = 13.58
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.521
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.86 SUBAREA RUNOFF(CFS) = 0.72
TOTAL AREA(ACRES) = 1.02 PEAK FLOW RATE(CFS) = 0.88
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.60
FLOW VELOCITY(FEET/SEC.) = 1.60 DEPTH*VELOCITY(FT*FT/SEC.) = 0.41
LONGEST FLOWPATH FROM NODE 1205.00 TO NODE 1215.00 = 422.30 FEET.
FLOW PROCESS FROM NODE 1215.00 TO NODE 1220.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 48.32 DOWNSTREAM(FEET) = 48.12
FLOW LENGTH(FEET) = 6.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.22
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.88
PIPE TRAVEL TIME(MIN-) = 0.02 Tc(MIN.) = 13.60
LONGEST FLOWPATH FROM NODE 1205.00 TO NODE 1220.00 = 428.55 FEET.
FLOW PROCESS FROM NODE 1220.00 TO NODE 1220.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 13.60
RAINFALL INTENSITY(INCH/HR) = 1.52
TOTAL STREAM AREA(ACRES) = 1.02
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.88
FLOW PROCESS FROM NODE 1250.00 TO NODE 1255.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 105.00
UPSTREAM ELEVATION = 58.25
DOWNSTREAM ELEVATION = 57.20
ELEVATION DIFFERENCE = 1.05
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.144
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.836
SUBAREA RUNOFF(CFS) = 0.14
TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.14
k************* ****************************************************
FLOW PROCESS FROM NODE 1255.00 TO NODE 1260.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 56.68 DOWNSTREAM ELEVATION(FEET) = 53.28
STREET LENGTH(FEET) = 348.50 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.53
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.23
HALFSTREET FLOOD WIDTH(FEET) = 5.03
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.43
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.32
STREET FLOW TRAVEL TIME(MIN.) = 4.07 Tc(MIN.) = 14.21
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.477
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.95 SUBAREA RUNOFF(CFS) = 0.77
TOTAL AREA(ACRES) = 1.09 PEAK FLOW RATE(CFS) = 0.91
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.80
FLOW VELOCITY(FEET/SEC.) = 1.57 DEPTH*VELOCITY(FT*FT/SEC.) = 0.41
LONGEST FLOWPATH FROM NODE 1250.00 TO NODE 1260.00 = 453.50 FEET.
FLOW PROCESS FROM NODE 1260.00 TO NODE 1220.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)'
ELEVATION DATA: UPSTREAM(FEET) = 47.92 DOWNSTREAM(FEET) = 47.62
FLOW LENGTH(FEET) = 20.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.04
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.91
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 14.30
LONGEST FLOWPATH FROM NODE 1250.00 TO NODE 1220.00 = 473.75 FEET.
FLOW PROCESS FROM NODE 1220.00 TO NODE 1220.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 14.30
RAINFALL INTENSITY(INCH/HR) = 1.47
TOTAL STREAM AREA(ACRES) = 1.09
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.91
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 0.88 13.60 1.520 1.02
2 0.91 14.30 1.472 1.09
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 1.77 13.60 1.520
2 1.77 14.30 1.472
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 1.77 Tc(MIN.) = 14.30
TOTAL AREA(ACRES) = 2.11
LONGEST FLOWPATH FROM NODE 1250.00 TO NODE 1220.00 = 473.75 FEET.
FLOW PROCESS FROM NODE 1220.00 TO NODE 1200.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<«
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 48.32 DOWNSTREAM(FEET) = 47.16
FLOW LENGTH(FEET) = 63.35 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.28
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.77
PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 14.50
LONGEST FLOWPATH FROM NODE 1250.00 TO NODE 1200.00 = 537.10 FEET.
FLOW PROCESS FROM NODE 1200.00 TO NODE 1200.00 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 1.77 14.50 1.459 2.11
LONGEST FLOWPATH FROM NODE 1250.00 TO NODE 1200.00 = 537.10 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 21.72 16.73 1.330 21.15
LONGEST FLOWPATH FROM NODE 0.00 TO NODE 1200.00 = 103.36 FEET.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 21.57 14.50 1.459
2 23.33 16.73 1.330
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 23.33 Tc(MIN.) = 16.73
TOTAL AREA(ACRES) = 23.26
FLOW PROCESS FROM NODE 1200.00 TO NODE 1200.00 IS CODE = 12
>»»CLEAR MEMORY BANK # 1 <««
FLOW PROCESS FROM NODE 1200.00 TO NODE 1300.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 44.16 DOWNSTREAM(FEET) = 42.15
FLOW LENGTH(FEET) = 200.88 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 13.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.10
GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 23.33
PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 17.14
LONGEST FLOWPATH FROM NODE 1250.00 TO NODE 1300.00 = 737.98 FEET.
FLOW PROCESS FROM NODE 1300.00 TO NODE 1300.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) =17.14
RAINFALL INTENSITY(INCH/HR) = 1.31
TOTAL STREAM AREA(ACRES) = 23.26
PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.33
FLOW PROCESS FROM NODE 1305.00 TO NODE 1310.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 164.00
UPSTREAM ELEVATION = 53.70
DOWNSTREAM ELEVATION = 52.06
ELEVATION DIFFERENCE = 1.64
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.678
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.590
SUBAREA RUNOFF(CFS) = 0.27
TOTAL AREA(ACRES) = 0.31 TOTAL RUNOFF(CFS) = 0.27
FLOW PROCESS FROM NODE 1310.00 TO NODE 1320.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»»( STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 52.06 DOWNSTREAM ELEVATION(FEET) = 49.37
STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.81
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.26
HALFSTREET FLOOD WIDTH(FEET) = 6.60
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.46
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.38
STREET FLOW TRAVEL TIME(MIN.) = 3.53 Tc(MIN.) = 16.21
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.357
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 1.44 SUBAREA RUNOFF(CFS) = 1.08
TOTAL AREA(ACRES) = 1.75 PEAK FLOW RATE(CFS) = 1.35
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.38
FLOW VELOCITY(FEET/SEC.) = 1.64 DEPTH*VELOCITY(FT*FT/SEC.) = 0.48
LONGEST FLOWPATH FROM NODE 1305.00 TO NODE 1320.00 = 474.00 FEET.
FLOW PROCESS FROM NODE 1320.00 TO NODE 1300.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
»>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««<
ELEVATION DATA: UPSTREAM(FEET) = 45.20 DOWNSTREAM(FEET) = 43.73
FLOW LENGTH(FEET) = 154.59 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.87
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.35
PIPE TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 16.87
LONGEST FLOWPATH FROM NODE 1305.00 TO NODE 1300.00 = 628.59 FEET.
FLOW PROCESS FROM NODE 1300.00 TO NODE 1300.00 IS CODE =
»>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
»>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 16.87
RAINFALL INTENSITY(INCH/HR) = 1.32
TOTAL STREAM AREA(ACRES) = 1.75
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.35
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 23.33 17.14 1.309 23.26
2 1.35 16.87 1.323 1.75
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 24.44 16.87 1.323
2 24.67 17.14 1.309
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 24.67 TcfMIN.) = 17.14
TOTAL AREA(ACRES) = 25.01
LONGEST FLOWPATH FROM NODE 1250.00 TO NODE 1300.00 = 737.98 FEET.
FLOW PROCESS FROM NODE 1300.00 TO NODE 1400.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)-
ELEVATION DATA: UPSTREAM(FEET) = 42.13 DOWNSTREAM(FEET) = 41.84
FLOW LENGTH(FEET) = 96.57 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 19.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.33
GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 24.67
PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 17.44
LONGEST FLOWPATH FROM NODE 1250.00 TO NODE 1400.00 = 834.55 FEET.
FLOW PROCESS FROM NODE 1400.00 TO NODE 1400.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 17.44
RAINFALL INTENSITY(INCH/HR) = 1.29
TOTAL STREAM AREA(ACRES) = 25.01
PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.67
FLOW PROCESS FROM NODE 1405.00 TO NODE 1410.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .9000
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 133.50
UPSTREAM ELEVATION = 51.22
DOWNSTREAM ELEVATION = 49.45
ELEVATION DIFFERENCE = 1.77
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.786
TIME OF CONCENTRATION ASSUMED AS 6-MINUTES
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.577
SUBAREA RUNOFF(CFS) = 0.37
TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.37
FLOW PROCESS FROM NODE 1410.00 TO NODE 1400.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 44.90 DOWNSTREAM(FEET) = 44.34
FLOW LENGTH(FEET) = 7.59 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.44
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.37
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 6.02
LONGEST FLOWPATH FROM NODE 1405.00 TO NODE 1400.00 = 141.09 FEET.
FLOW PROCESS FROM NODE 1400.00 TO NODE 1400.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.02
RAINFALL INTENSITY(INCH/HR) = 2.57
TOTAL STREAM AREA(ACRES) = 0.16
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.37
FLOW PROCESS FROM NODE 1415.00 TO NODE 1420.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 96.00
UPSTREAM ELEVATION = 55.06
DOWNSTREAM ELEVATION = 54.10
ELEVATION DIFFERENCE = 0.96
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.700
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.890
SUBAREA RUNOFF(CFS) = 0.10
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.10
FLOW PROCESS FROM NODE 1420.00 TO NODE 1425.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<«
>»» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 53.58 DOWNSTREAM ELEVATION(FEET) = 50.69
STREET LENGTH(FEET) = 314.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.35
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.20
HALFSTREET FLOOD WIDTH(FEET) = 3.88
AVERAGE FLOW VELOCITY(FEET/SEC.) =1.32
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.27
STREET FLOW TRAVEL TIME(MIN.) = 3.96 Tc(MIN.) = 13.66
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.516
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.50
TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 0.60
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.53
FLOW VELOCITY(FEET/SEC.) = 1.42 DEPTH*VELOCITY(FT*FT/SEC.) = 0.34
LONGEST FLOWPATH FROM NODE 1415.00 TO NODE 1425.00 = 410.00 FEET.
FLOW PROCESS FROM NODE 1425.00 TO NODE 1430.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 50.69 DOWNSTREAM ELEVATION(FEET) = 49.45
STREET LENGTH(FEET) = 114.90 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.89
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.26
HALFSTREET FLOOD WIDTH(FEET) = 6.55
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.63
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.42
STREET FLOW TRAVEL TIME(MIN.) = 1.17 Tc(MIN.) = 14.83
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.437
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.73 SUBAREA RUNOFF(CFS) = 0.58
TOTAL AREA(ACRES) = 1.43 PEAK FLOW RATE(CFS) = 1.18
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.51
FLOW VELOCITY(FEET/SEC.) = 1.73 DEPTH*VELOCITY(FT*FT/SEC.) = 0.48
LONGEST FLOWPATH FROM NODE 1415.00 TO NODE 1430.00 = 524.90 FEET.
FLOW PROCESS FROM NODE 1430.00 TO NODE 1400.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 44.63 DOWNSTREAM(FEET) = 44.34
FLOW LENGTH(FEET) = 26.16 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.92
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.18
PIPE TRAVEL TIME(MIN-) = 0.11 Tc(MIN.) = 14.95
LONGEST FLOWPATH FROM NODE 1415.00 TO NODE 1400.00 = 551.06 FEET.
FLOW PROCESS FROM NODE 1400.00 TO NODE 1400.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM
TIME OF CONCENTRATION ( MIN. ) = 14.95
RAINFALL INTENSITY (INCH/HR) = 1.43
TOTAL STREAM AREA (ACRES) = 1.43
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.18
3 ARE:
CONFLUENCE DATA **
STREAM
NUMBER
1
2
3
RUNOFF
(CFS)
24.67
0.37
1.18
Tc
(MIN.)
17.44
6.02
14.95
INTENSITY
(INCH/HOUR)
1.294
2.570
1.430
AREA
(ACRE)
25.01
0.16
1.43
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM
NUMBER
1
2
3
RUNOFF
(CFS)
13.45
23.71
25.92
Tc
(MIN.)
6.02
14.95
17.44
INTENSITY
(INCH/HOUR)
2.570
1.430
1.294
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE (CFS) = 25.92 Tc(MIN.) = 17.44
TOTAL AREA (ACRES ) = 26.60
LONGEST FLOWPATH FROM NODE 1250.00 TO NODE 1400.00 834.55 FEET.
FLOW PROCESS FROM NODE 1400.00 TO NODE 1500.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM ( FEET) = 41.82 DOWNSTREAM ( FEET )
FLOW LENGTH(FEET) = 114.24 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 19.6 INCHES
PIPE-FLOW VELOCITY (FEET/SEC.) = 5.39
GIVEN PIPE DIAMETER (INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW (CFS) = 25.92
PIPE TRAVEL TIME (MIN.) = 0.35 Tc(MIN.) = 17.80
41.48
LONGEST FLOWPATH FROM NODE 1250.00 TO NODE 1500.00 = 948.79 FEET.
FLOW PROCESS FROM NODE 1500.00 TO NODE 1500.00 IS CODE = 10
»»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 «<«
FLOW PROCESS FROM NODE 1505.00 TO NODE 1510.00 IS CODE = 21
»»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 100.00
UPSTREAM ELEVATION = 55.08
DOWNSTREAM ELEVATION = 54.08
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.865
SUBAREA RUNOFF(CFS) = 0.10
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.10
FLOW PROCESS FROM NODE 1510.00 TO NODE 1515.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 53.56 DOWNSTREAM ELEVATION(FEET) = 49.45
STREET LENGTH(FEET) = 93.70 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.48
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.17
HALFSTREET FLOOD WIDTH(FEET) = 1.96
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.09
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.51
STREET FLOW TRAVEL TIME(MIN-) = 0.50 Tc(MIN.) = 10.40
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.807
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.77 SUBAREA RUNOFF(CFS) = 0.77
TOTAL AREA(ACRES) = 0.87 PEAK FLOW RATE(CFS) = 0.87
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.26
FLOW VELOCITY(FEET/SEC.) = 2.89 DEPTH*VELOCITY(FT*FT/SEC.) = 0.61
LONGEST FLOWPATH FROM NODE 1505.00 TO NODE 1515.00 = 193.70 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1515.00 TO NODE 1500.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 44.70 DOWNSTREAM(FEET) = 43.69
FLOW LENGTH(FEET) = 144.50 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.06 •
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.87
PIPE TRAVEL TIME(MIN-) = 0.79 Tc(MIN.) = 11.19
LONGEST FLOWPATH FROM NODE 1505.00 TO NODE 1500.00 = 338.20 FEET.
FLOW PROCESS FROM NODE 1500.00 TO NODE 1500.00 IS CODE = 10
>»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««<
FLOW PROCESS FROM NODE 1520.00 TO NODE 1525.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 100.00
UPSTREAM ELEVATION = 61.77
DOWNSTREAM ELEVATION = 60.77
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.865
SUBAREA RUNOFF(CFS) = 0.10
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.10
FLOW PROCESS FROM NODE 1525.00 TO NODE 1530.00 IS CODE = 62
»>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
»>»(STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 60.25 DOWNSTREAM ELEVATION(FEET) = 53.65
STREET LENGTH(FEET) = 582.40 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.95
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.26
HALFSTREET FLOOD WIDTH(FEET) = 6.70
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.68
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.44
STREET FLOW TRAVEL TIME(MIN.) = 5.77 Tc(MIN.) = 15.67
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.387
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 1.68
TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) = 1.78
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.94
FLOW VELOCITY(FEET/SEC.) = 1.94 DEPTH*VELOCITY(FT*FT/SEC.) = 0.59
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 1530.00 = 682.40 FEET.
FLOW PROCESS FROM NODE 1530.00 TO NODE 1535.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 49.00 DOWNSTREAM(FEET) = 48.73
FLOW LENGTH(FEET) = 6.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.18
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.78
PIPE TRAVEL TIME(MIN-) = 0.01 Tc(MIN.) = 15.69
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 1535.00 = 688.65 FEET.
FLOW PROCESS FROM NODE 1535.00 TO NODE 1535.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 15.69
RAINFALL INTENSITY(INCH/HR) = 1.39
TOTAL STREAM AREA(ACRES) = 2.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.78
FLOW PROCESS FROM NODE 1540.00 TO NODE 1545.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 100.00
UPSTREAM ELEVATION = 62.05
DOWNSTREAM ELEVATION = 61.05
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.865
SUBAREA RUNOFF(CFS) = 0.13
TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.13
FLOW PROCESS FROM NODE 1545.00 TO NODE 1550.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»» (STREET TABLE SECTION # 2 USED)««<
UPSTREAM ELEVATION(FEET) = 60.34 DOWNSTREAM ELEVATION(FEET) = 53.56
STREET LENGTH(FEET) = 523.50 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.93
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.25
HALFSTREET FLOOD WIDTH(FEET) = 6.35
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.78
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.45
STREET FLOW TRAVEL TIME(MIN-) = 4.90 Tc(MIN.) = 14.80
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.439
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 1.99 SUBAREA RUNOFF(CFS) = 1.58
TOTAL AREA(ACRES) = 2.12 PEAK FLOW RATE(CFS) = 1.71
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.53
FLOW VELOCITY(FEET/SEC.) = 2.02 DEPTH*VELOCITY(FT*FT/SEC.) = 0.60
LONGEST FLOWPATH FROM NODE 1540.00 TO NODE 1550.00 = 623.50 FEET.
FLOW PROCESS FROM NODE 1550.00 TO NODE 1535.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 49.00 DOWNSTREAM(FEET) = 48.73
FLOW LENGTH(FEET) = 26.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.26
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.71
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 14.90
LONGEST FLOWPATH FROM NODE 1540.00 TO NODE 1535.00 = 649.75 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1535.00 TO NODE 1535.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
^^ — — = —=;::; = — = == — —— — — —— — — —— — = = — ^^^—— — ^ — ^^ — — 3; — ^^^^ — — — — — — — ^ — ^^^^^^ — — ——— — — — — ^^—^— —
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 14.90
RAINFALL INTENSITY(INCH/HR) = 1.43
TOTAL STREAM AREA(ACRES) = 2.12
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.71
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.78 15.69 1.386 2.30
2 1.71 14.90 1.433 2.12
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 3.43 14.90 1.433
2 3.43 15.69 1.386
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 3.43 Tc(MIN.) = 15.69
TOTAL AREA(ACRES) = 4.42
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 1535.00 = 688.65 FEET.
FLOW PROCESS FROM NODE 1535.00 TO NODE 1555.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 48.73 DOWNSTREAM(FEET) = 45.73
FLOW LENGTH(FEET) = 300.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.11
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.43
PIPE TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 16.67
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 1555.00 = 988.65 FEET.
FLOW PROCESS FROM NODE 1555.00 TO NODE 1555.00 IS CODE = 1
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 16.67
RAINFALL INTENSITY(INCH/HR) = 1.33
TOTAL STREAM AREA(ACRES) = 4.42
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.43
****************************************************************************
FLOW PROCESS FROM NODE 1560.00 TO NODE 1565.00 IS CODE = 21
»>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 100.00
UPSTREAM ELEVATION = 57.55
DOWNSTREAM ELEVATION = 56.55
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.865
SUBAREA RUNOFF(CFS) = 0.10
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.10
FLOW PROCESS FROM NODE 1565.00 TO NODE 1570.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 56.55 DOWNSTREAM ELEVATION(FEET) = 51.66
STREET LENGTH(FEET) = 519.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.56
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.23
HALFSTREET FLOOD WIDTH(FEET) =5.28
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.41
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.33
STREET FLOW TRAVEL TIME(MIN.) = 6.14 Tc(MIN.) = 16.04
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.367
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 0.90
TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 1.00
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.16
FLOW VELOCITY(FEET/SEC.) = 1.59 DEPTH*VELOCITY(FT*FT/SEC.) = 0.43
LONGEST FLOWPATH FROM NODE 1560.00 TO NODE 1570.00 = 619.00 FEET.
FLOW PROCESS FROM NODE 1570.00 TO NODE 1555.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<«
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 45.91 DOWNSTREAM(FEET) = 45.58
FLOW LENGTH(FEET) = 26.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.93
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.00
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 16.15
LONGEST FLOWPATH FROM NODE 1560.00 TO NODE 1555.00 = 645.25 FEET.
FLOW PROCESS FROM NODE 1555.00 TO NODE 1555.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 16.15
RAINFALL INTENSITY(INCH/HR) = 1.36
TOTAL STREAM AREA(ACRES) = 1.30
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.00
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 3.43 16.67 1.333 4.42
2 . 1.00 16.15 1.361 1.30
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 4.37 16.15 1.361
2 4.42 16.67 1.333
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 4.42 Tc(MIN.) = 16.67
TOTAL AREA(ACRES) = 5.72
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 1555.00 = 988.65 FEET.
FLOW PROCESS FROM NODE 1555.00 TO NODE 1500.00 IS CODE = 31
»»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<«
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 45.58 DOWNSTREAM(FEET) = 44.73
FLOW LENGTH(FEET) = 82.04 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.54
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 4.42
PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 16.91
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 1500.00 = 1070.69 FEET.
FLOW PROCESS FROM NODE 1500.00 TO NODE 1500.00 IS CODE = 11
>»»CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<««
** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 4.42 16.91 1.321 5.72
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 1500.00 = 1070.69 FEET.
** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 0.87 11.19 1.723 0.87
LONGEST FLOWPATH FROM NODE 1505.00 TO NODE 1500.00 = 338.20 FEET.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 4.25 11.19 1.723
2 5.08 16.91 1.321
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 5.08 Tc(MIN.) = 16.91
TOTAL AREA(ACRES) = 6.59
FLOW PROCESS FROM NODE 1500.00 TO NODE 1500.00 IS CODE = 12
>»»CLEAR MEMORY BANK # 2 <««
FLOW PROCESS FROM NODE 1500.00 TO NODE 1500.00 IS CODE = 11
>»»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<««
** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 5.08 16.91 1.321 6.59
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 1500.00 = 1070.69 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 25.92 17.80 1.278 26.60
LONGEST FLOWPATH FROM NODE 1250.00 TO NODE 1500.00 = 948.79 FEET.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 30.17 16.91 1.321
2 30.84 17.80 1.278
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 30.84 Tc(MIN.) = 17.80
TOTAL AREA(ACRES) = 33.19
FLOW PROCESS FROM NODE 1500.00 TO NODE 1500.00 IS CODE = 12
>»»CLEAR MEMORY BANK # 1 <««
FLOW PROCESS FROM NODE 1500.00 TO NODE 1600.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 41.46 DOWNSTREAM(FEET) = 40.82
FLOW LENGTH(FEET) = 211.82 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 21.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.67
GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 30.84
PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 18.42
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 1600.00 = 1282.51 FEET.
FLOW PROCESS FROM NODE 1600.00 TO NODE 1600.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 18.42
RAINFALL INTENSITY(INCH/HR) = 1.25
TOTAL STREAM AREA(ACRES) = 33.19
PEAK FLOW RATE(CFS) AT CONFLUENCE = 30.84
FLOW PROCESS FROM NODE 1605.00 TO NODE 1610.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 100.00
UPSTREAM ELEVATION = 51.68
DOWNSTREAM ELEVATION = 50.68
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.865
SUBAREA RUNOFF(CFS) = 0.10
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.10
FLOW PROCESS FROM NODE 1610.00 TO NODE 1615.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»» (STREET TABLE SECTION # 2 USED)««<
UPSTREAM ELEVATION(FEET) = 50.16 DOWNSTREAM ELEVATION(FEET) = 49.64
STREET LENGTH(FEET) = 95.40 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.48
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.24
HALFSTREET FLOOD WIDTH(FEET) = 5.63
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.11
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.27
STREET FLOW TRAVEL TIME(MIN.) = 1.43 Tc(MIN.) = 11.33
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.710
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.81 SUBAREA RUNOFF(CFS) = 0.76
TOTAL AREA(ACRES) = 0.91 PEAK FLOW RATE(CFS) = 0.86
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.62
FLOW VELOCITY(FEET/SEC.) = 1.24 DEPTH*VELOCITY(FT*FT/SEC.) = 0.34
LONGEST FLOWPATH FROM NODE 1605.00 TO NODE 1615.00 = 195.40 FEET.
FLOW PROCESS FROM NODE 1615.00 TO NODE 1600.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<««
ELEVATION DATA: UPSTREAM(FEET) = 44.06 DOWNSTREAM(FEET) = 42.95
FLOW LENGTH(FEET) = 148.16 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.12
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.86
PIPE TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) = 12.12
LONGEST FLOWPATH FROM NODE 1605.00 TO NODE 1600.00 = 343.56 FEET.
FLOW PROCESS FROM NODE 1600.00 TO NODE 1600.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 12.12
RAINFALL INTENSITY(INCH/HR) = 1.64
TOTAL STREAM AREA(ACRES) = 0.91
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.86
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 30.84 18.42 1.250 33.19
2 0.86 12.12 1.637 0.91
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 24.41 12.12 1.637
2 31.50 18.42 1.250
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 31.50 Tc(MIN.) = 18.42
TOTAL AREA(ACRES) = 34.10
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 1600.00 = 1282.51 FEET.
FLOW PROCESS FROM NODE 1600.00 TO NODE 1700.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 40.80 DOWNSTREAM(FEET) = 40.49
FLOW LENGTH(FEET) = 101.84 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 21.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.72
GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 31.50
PIPE TRAVEL TIME(MIN-) = 0.30 Tc(MIN.) = 18.72
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 1700.00 = 1384.35 FEET.
FLOW PROCESS FROM NODE 1700.00 TO NODE 1700.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 18.72
RAINFALL INTENSITY(INCH/HR) = 1.24
TOTAL STREAM AREA(ACRES) = 34.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.50
FLOW PROCESS FROM NODE 1705.00 TO NODE 1710.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 97.00
UPSTREAM ELEVATION = 51.96
DOWNSTREAM ELEVATION = 50.99
ELEVATION DIFFERENCE = 0.97
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.750
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.884
SUBAREA RUNOFF(CFS) = 0.10
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.10
FLOW PROCESS FROM NODE 1710.00 TO NODE 1715.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»»( STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 50.47 DOWNSTREAM ELEVATION(FEET) = 50.36
STREET LENGTH(FEET) = 10.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.18
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.16
HALFSTREET FLOOD WIDTH(FEET) = 1.50
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.70
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.26
STREET FLOW TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 9.85
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.872
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.14 SUBAREA RUNOFF(CFS) = 0.14
TOTAL AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) = 0.25
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.17 HALFSTREET FLOOD WIDTH(FEET) = 2.13
FLOW VELOCITY(FEET/SEC.) = 1.52 DEPTH*VELOCITY(FT*FT/SEC.) = 0.26
LONGEST FLOWPATH FROM NODE 1705.00 TO NODE 1715.00 = 107.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1715.00 TO NODE 1700.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 45.35 DOWNSTREAM(FEET) = 42.99
FLOW LENGTH(FEET) = 5.75 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 0.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.68
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.25
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 9.86
LONGEST FLOWPATH FROM NODE 1705.00 TO NODE 1700.00 = 112.75 FEET.
FLOW PROCESS FROM NODE 1700.00 TO NODE 1700.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.86
RAINFALL INTENSITY(INCH/HR) = 1.87
TOTAL STREAM AREA(ACRES) = 0.24
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.25
FLOW PROCESS FROM NODE 1720.00 TO NODE 1725.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 95.00
UPSTREAM ELEVATION = 54.34
DOWNSTREAM ELEVATION = 53.39
ELEVATION DIFFERENCE = 0.95
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.649
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.897
SUBAREA RUNOFF(CFS) = 0.15
TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.15
FLOW PROCESS FROM NODE 1725.00 TO NODE 1730.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»» (STREET TABLE SECTION # 2 USED) <««
UPSTREAM ELEVATION(FEET) = 52.87 DOWNSTREAM ELEVATION(FEET) = 50.36
STREET LENGTH(FEET) = 224.50 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.69
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.24
HALFSTREET FLOOD WIDTH(FEET) = 5.63
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.59
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.38
STREET FLOW TRAVEL TIME(MIN-) = 2.36 Tc(MIN.) = 12.01
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.647
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 1.09
TOTAL AREA(ACRES) = 1.34 PEAK FLOW RATE(CFS) = 1.23
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.62
FLOW VELOCITY(FEET/SEC.) = 1.77 DEPTH*VELOCITY(FT*FT/SEC.) = 0.49
LONGEST FLOWPATH FROM NODE 1720.00 TO NODE 1730.00 = 319.50 FEET.
FLOW PROCESS FROM NODE 1730.00 TO NODE 1700.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 44.30 DOWNSTREAM(FEET) = 42.99
FLOW LENGTH(FEET) = 25.75 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.82
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.23
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 12.07
LONGEST FLOWPATH FROM NODE 1720.00 TO NODE 1700.00 = 345.25 FEET.
FLOW PROCESS FROM NODE 1700.00 TO NODE 1700.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 12.07
RAINFALL INTENSITY(INCH/HR) = 1.64
TOTAL STREAM AREA(ACRES) = 1.34
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.23
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 31.50 18.72 1.237 34.10
2 0.25 9.86 1.870 0.24
3 1.23 12.07 1.641 1.34
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 22.16 9.86 1.870
2 25.19 12.07 1.641
3 32.59 18.72 1.237
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 32.59 Tc(MIN.) = 18.72
TOTAL AREA(ACRES) = 35.68
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 1700.00 = 1384.35 FEET.
FLOW PROCESS FROM NODE 1700.00 TO NODE 1800.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) «<«
ELEVATION DATA: UPSTREAM(FEET) = 40.47 DOWNSTREAM(FEET) = 40.09
FLOW LENGTH(FEET) = 107.40 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 21.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.10
GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 32.59
PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 19.01
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 1800.00 = 1491.75 FEET.
FLOW PROCESS FROM NODE 1800.00 TO NODE 1800.00 IS CODE = 10
>»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <««
FLOW PROCESS FROM NODE 1805.00 TO NODE 1810.00 IS CODE = 21
»>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 75.00
UPSTREAM ELEVATION = 56.76
DOWNSTREAM ELEVATION = 54.50
ELEVATION DIFFERENCE = 2.26
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 5.936
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
TIME OF CONCENTRATION ASSUMED AS 6-MINUTES
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.577
SUBAREA RUNOFF(CFS) = 0.14
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.14
FLOW PROCESS FROM NODE 1810.00 TO NODE 1815.00 IS CODE = 62
»>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»»(STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 54.50 DOWNSTREAM ELEVATION(FEET) = 51.39
STREET LENGTH(FEET) = 135.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.36
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.17
HALFSTREET FLOOD WIDTH(FEET) = 2.24
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.17
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.37
STREET FLOW TRAVEL TIME(MIN-) = 1.04 Tc(MIN.) = 7.04
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.325
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.35 SUBAREA RUNOFF(CFS) = 0.45
TOTAL AREA(ACRES) = 0.45 PEAK FLOW RATE(CFS) = 0.59
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.04
FLOW VELOCITY(FEET/SEC.) = 2.09 DEPTH*VELOCITY(FT*FT/SEC.) = 0.43
LONGEST FLOWPATH FROM NODE 1805.00 TO NODE 1815.00 = 210.00 FEET.
FLOW PROCESS FROM NODE 1815.00 TO NODE 1820.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<«
ELEVATION DATA: UPSTREAM(FEET) = 46.29 DOWNSTREAM(FEET) = 44.77
FLOW LENGTH(FEET) = 8.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.64
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.59
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 7.05
LONGEST FLOWPATH FROM NODE 1805.00 TO NODE 1820.00 = 218.00 FEET.
FLOW PROCESS FROM NODE 1820.00 TO NODE 1820.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.05
RAINFALL INTENSITY(INCH/HR) = 2.32
TOTAL STREAM AREA(ACRES) = 0.45
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.59
FLOW PROCESS FROM NODE 1825.00 TO NODE 1830.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 95.00
UPSTREAM ELEVATION = 57.64
DOWNSTREAM ELEVATION = 56.69
ELEVATION DIFFERENCE = 0.95
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.649
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.897
SUBAREA RUNOFF(CFS) = 0.10
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.10
FLOW PROCESS FROM NODE 1830.00 TO NODE 1840.00 IS CODE = 62
»»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 56.17 DOWNSTREAM ELEVATION(FEET) = 52.52
STREET LENGTH(FEET) = 232.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.30
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.17
HALFSTREET FLOOD WIDTH(FEET) = 2.24
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.79
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.31
STREET FLOW TRAVEL TIME(MIN.) = 2.17 Tc(MIN.) = 11.81
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.664
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.43 SUBAREA RUNOFF(CFS) = 0.39
TOTAL AREA(ACRES) = 0.53 PEAK FLOW RATE(CFS) = 0.50
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.10
FLOW VELOCITY(FEET/SEC.) = 1.74 DEPTH*VELOCITY(FT*FT/SEC.) = 0.36
LONGEST FLOWPATH FROM NODE 1825.00 TO NODE 1840.00 = 327.00 FEET.
FLOW PROCESS FROM NODE 1840.00 TO NODE 1820.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 46.16 DOWNSTREAM(FEET) = 44.77
FLOW LENGTH(FEET) = 25.75 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.31
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.50
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 11.90
LONGEST FLOWPATH FROM NODE 1825.00 TO NODE 1820.00 = 352.75 FEET.
FLOW PROCESS FROM NODE 1820.00 TO NODE 1820.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 11.90
RAINFALL INTENSITY(INCH/HR) = 1.66
TOTAL STREAM AREA(ACRES) = 0.53
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.50
k**********
FLOW PROCESS FROM NODE 1832.00 TO NODE 1834.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .6400
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 142.60
UPSTREAM ELEVATION = 59.90
DOWNSTREAM ELEVATION = 58.70
ELEVATION DIFFERENCE = 1.20
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.473
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.799
SUBAREA RUNOFF(CFS) = 0.30
TOTAL AREA(ACRES) = 0.26 TOTAL RUNOFF(CFS) = 0.30
FLOW PROCESS FROM NODE 1834.00 TO NODE 1836.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 58.70 DOWNSTREAM(FEET) = 54.00
FLOW LENGTH(FEET) = 181.30 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.49
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.30
PIPE TRAVEL TIME(MIN.) = 0.87 Tc(MIN.) = 11.34
LONGEST FLOWPATH FROM NODE 1832.00 TO NODE 1836.00 = 323.90 FEET.
FLOW PROCESS FROM NODE 1834.00 TO NODE 1836.00 IS CODE = 81
>»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<««
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.709
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5100
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.35 SUBAREA RUNOFF(CFS) = 0.31
TOTAL AREA(ACRES) = 0.61 TOTAL RUNOFF(CFS) = 0.60
TC(MIN) = 11.34
FLOW PROCESS FROM NODE 1836.00 TO NODE 1820.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 46.65 DOWNSTREAM(FEET) = 44.77
FLOW LENGTH(FEET) = 98.95 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.92
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.60
PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 11.76
LONGEST FLOWPATH FROM NODE 1832.00 TO NODE 1820.00 = 422.85 FEET.
*************************************************************************
FLOW PROCESS FROM NODE 1820.00 TO NODE 1820.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««<
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 11.76
RAINFALL INTENSITY(INCH/HR) = 1.67
TOTAL STREAM AREA(ACRES) = 0.61
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.60
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 0.59 7.05 2.322 0.45
2 0.50 11.90 1.657 0.53
3 0.60 11.76 1.669 0.61
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 1.38 7.05 2.322
2 1.52 11.76 1.669
3 1.52 11.90 1.657
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 1.52 Tc(MIN.) = 11.76
TOTAL AREA(ACRES) = 1.59
LONGEST FLOWPATH FROM NODE 1832.00 TO NODE 1820.00 = 422.85 FEET.
FLOW PROCESS FROM NODE 1820.00 TO NODE 1800.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 44.44 DOWNSTREAM(FEET) = 42.59
FLOW LENGTH(FEET) = 115.76 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.82
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.52
PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN-) = 12.16
LONGEST FLOWPATH FROM NODE 1832.00 TO NODE 1800.00 = 538.61 FEET.
FLOW PROCESS FROM NODE 1800.00 TO NODE 1800.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 12.16
RAINFALL INTENSITY(INCH/HR) = 1.63
TOTAL STREAM AREA(ACRES) = 1.59
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.52
FLOW PROCESS FROM NODE 1845.00 TO NODE 1850.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 95.00
UPSTREAM ELEVATION = 51.29
DOWNSTREAM ELEVATION = 50.34
ELEVATION DIFFERENCE = 0.95
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.649
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.897
SUBAREA RUNOFF(CFS) = 0.10
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.10
FLOW PROCESS FROM NODE 1850.00 TO NODE 1855.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»»( STREET TABLE SECTION # 2 USED) <««
UPSTREAM ELEVATION(FEET) = 49.82 DOWNSTREAM ELEVATION(FEET) = 49.77
STREET LENGTH(FEET) = 45.80 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.38
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.28
HALFSTREET FLOOD WIDTH(FEET) = 7.51
AVERAGE FLOW VELOCITY(FEET/SEC.) = 0.55
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.15
STREET FLOW TRAVEL TIME(MIN.) = 1.38 TcfMIN.) = 11.03
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.740
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.57 SUBAREA RUNOFF(CFS) = 0.55
TOTAL AREA(ACRES) = 0.67 PEAK FLOW RATE(CFS) = 0.65
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.60
FLOW VELOCITY(FEET/SEC.) = 0.63 DEPTH*VELOCITY(FT*FT/SEC.) = 0.20
LONGEST FLOWPATH FROM NODE 1845.00 TO NODE 1855.00 = 140.80 FEET.
FLOW PROCESS FROM NODE 1855.00 TO NODE 1800.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 44.33 DOWNSTREAM(FEET) = 42.59
FLOW LENGTH(FEET) = 149.17 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.36
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.65
PIPE TRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 11.77
LONGEST FLOWPATH FROM NODE 1845.00 TO NODE 1800.00 = 289.97 FEET.
FLOW PROCESS FROM NODE 1800.00 TO NODE 1800.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 11.77
RAINFALL INTENSITY(INCH/HR) = 1.67
TOTAL STREAM AREA(ACRES) = 0.67
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.65
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.52 12.16 1.634 1.59
2 0.65 11.77 1.668 0.67
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM , RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 2.14 11.77 1.668
2 2.16 12.16 1.634
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 2.16 Tc(MIN.) = 12.16
TOTAL AREA(ACRES) = 2.26
LONGEST FLOWPATH FROM NODE 1832.00 TO NODE 1800.00 = 538.61 FEET.
FLOW PROCESS FROM NODE 1800.00 TO NODE 1800.00 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 2.16 12.16 1.634 2.26
LONGEST FLOWPATH FROM NODE 1832.00 TO NODE 1800.00 = 538.61 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 32.59 19.01 1.225 35.68
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 1800.00 = 1491.75 FEET.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 26.59 12.16 1.634
2 34.21 19.01 1.225
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 34.21 Tc(MIN.) = 19.01
TOTAL AREA(ACRES) = 37.94
FLOW PROCESS FROM NODE 1800.00 TO NODE 1800.00 IS CODE = 12
»»>CLEAR MEMORY BANK # 1 <««
FLOW PROCESS FROM NODE 1800.00 TO NODE 1900.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 39.59 DOWNSTREAM(FEET) = 39.22
FLOW LENGTH(FEET) = 91.13 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 19.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.46
GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 34.21
PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 19.25
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 1900.00 = 1582.88 FEET.
FLOW PROCESS FROM NODE 1900.00 TO NODE 1900.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 19.25
RAINFALL INTENSITY(INCH/HR) = 1.21
TOTAL STREAM AREA(ACRES) = 37.94
PEAK FLOW RATE(CFS) AT CONFLUENCE = 34.21
FLOW PROCESS FROM NODE 1905.00 TO NODE 1910.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 56.00
UPSTREAM ELEVATION = 51.55
DOWNSTREAM ELEVATION = 50.99
ELEVATION DIFFERENCE = 0.56
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.408
2 YEAR RAINFALL INTENSITY!INCH/HOUR) = 2.249
SUBAREA RUNOFF(CFS) = 0.12
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.12
FLOW PROCESS FROM NODE 1910.00 TO NODE 1915.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»»(STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 50.47 DOWNSTREAM ELEVATION(FEET) = 50.11
STREET LENGTH(FEET) = 37.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.20
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.16
HALFSTREET FLOOD WIDTH(FEET) = 1.50
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.59
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.25
STREET FLOW TRAVEL TIME(MIN-) = 0.39 Tc(MIN.) = 7.80
2 YEAR RAINFALL INTENSITY!INCH/HOUR) = 2.176
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.13 SUBAREA RUNOFF(CFS) = 0.16
TOTAL AREA(ACRES) = 0.23 PEAK FLOW RATE(CFS) = 0.28
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.19 HALFSTREET FLOOD WIDTH(FEET) = 3.00
FLOW VELOCITY(FEET/SEC.) = 1.34 DEPTH*VELOCITY(FT*FT/SEC.) = 0.25
LONGEST FLOWPATH FROM NODE 1905.00 TO NODE 1915.00 = 93.00 FEET.
FLOW PROCESS FROM NODE 1915.00 TO NODE 1900.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<«
ELEVATION DATA: UPSTREAM(FEET) = 45.20 DOWNSTREAM(FEET) = 42.20
FLOW LENGTH(FEET) = 5.75 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 0.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.79
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.28
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 7.81
LONGEST FLOWPATH FROM NODE 1905.00 TO- NODE 1900.00 = 98.75 FEET.
FLOW PROCESS FROM NODE 1900.00 TO NODE 1900.00 IS CODE = 1
»>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 7.81
RAINFALL INTENSITY!INCH/HR) = 2.17
TOTAL STREAM AREA(ACRES) = 0.23
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.28
FLOW PROCESS FROM NODE 1920.00 TO NODE 1925.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<«
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 89.00
UPSTREAM ELEVATION = 53.50
DOWNSTREAM ELEVATION = 52.61
ELEVATION DIFFERENCE = 0.89
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.340
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.937
SUBAREA RUNOFF(CFS) = 0.11
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.11
FLOW PROCESS FROM NODE 1925.00 TO NODE 1930.00 IS CODE = 62
»>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»»( STREET TABLE SECTION # 2 USED) <««
UPSTREAM ELEVATION(FEET) = 52.09 DOWNSTREAM ELEVATION(FEET) = 50.11
STREET LENGTH(FEET) = 90.50 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.20
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.16
HALFSTREET FLOOD WIDTH(FEET) = 1.50
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.39
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.37
STREET FLOW TRAVEL TIME(MIN.) = 0.63 Tc(MIN-) = 9.97
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.857
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.18 SUBAREA RUNOFF(CFS) = 0.18
TOTAL AREA(ACRES) = 0.28 PEAK FLOW RATE(CFS) = 0.29
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) =0.16 HALFSTREET FLOOD WIDTH(FEET) = 1.50
FLOW VELOCITY(FEET/SEC.) = 2.39 DEPTH*VELOCITY(FT*FT/SEC.) = 0.37
LONGEST FLOWPATH FROM NODE 1920.00 TO NODE 1930.00 = 179.50 FEET.
FLOW PROCESS FROM NODE 1930.00 TO NODE 1900.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 43.40 DOWNSTREAM(FEET) = 42.20
FLOW LENGTH(FEET) = 25.75 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.26
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.29
PIPE TRAVEL TIME(MIN-) = 0.10 Tc(MIN.) = 10.07
LONGEST FLOWPATH FROM NODE 1920.00 TO NODE 1900.00 = 205.25 FEET.
FLOW PROCESS FROM NODE 1900.00 TO NODE 1900.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«<«
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 10.07
RAINFALL INTENSITY(INCH/HR) = 1.84
TOTAL STREAM AREA(ACRES) = 0.28
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.29
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 34.21 19.25 1.215 37.94
2 0.28 7.81 2.175 0.23
3 0.29 10.07 1.845 0.28
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 19.64 7.81 2.175
2 23.06 10.07 1.845
3 34.56 19.25 1.215
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 34.56 Tc(MIN.) = 19.25
TOTAL AREA(ACRES) = 38.45
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 1900.00 = 1582.88 FEET.
FLOW PROCESS FROM NODE 1900.00 TO NODE 2000.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««<
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 39.20 DOWNSTREAM(FEET) = 38.74
FLOW LENGTH(FEET) = 113.94 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 20.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.46
GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 34.56
PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 19.54
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2000.00 = 1696.82 FEET.
FLOW PROCESS FROM NODE 2000.00 TO NODE 2000.00 IS CODE = 10
>»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««<
FLOW PROCESS FROM NODE 2005.00 TO NODE 2010.00 IS CODE = 21
»>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 80.00
UPSTREAM ELEVATION = 53.52
DOWNSTREAM ELEVATION = 52.72
ELEVATION DIFFERENCE = 0.80
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.855
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.005
SUBAREA RUNOFF(CFS) = 0.11
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.11
FLOW PROCESS FROM NODE 2010.00 TO NODE 2015.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»» (STREET TABLE SECTION # 2 USED)««<
UPSTREAM ELEVATION(FEET) = 52.20 DOWNSTREAM ELEVATION(FEET) = 49.98
STREET LENGTH(FEET) = 191.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.51
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.22
HALFSTREET FLOOD WIDTH(FEET) = 4.59
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.54
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.33
STREET FLOW TRAVEL TIME(MIN-) = 2.07 Tc(MIN.) = 10.93
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.750
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.82 SUBAREA RUNOFF(CFS) = 0.79
TOTAL AREA(ACRES) = 0.92 PEAK FLOW RATE(CFS) = 0.90
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.45
FLOW VELOCITY(FEET/SEC.) = 1.69 DEPTH*VELOCITY(FT*FT/SEC.) = 0.43
LONGEST FLOWPATH FROM NODE 2005.00 TO NODE 2015.00 = 271.00 FEET.
FLOW PROCESS FROM NODE 2015.00 TO NODE 2000.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 43.91 DOWNSTREAM(FEET) = 41.72
FLOW LENGTH(FEET) = 156.70 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.95
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.90
PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 11.59
LONGEST FLOWPATH FROM NODE 2005.00 TO NODE 2000.00 = 427.70 FEET.
FLOW PROCESS FROM NODE 2000.00 TO NODE 2000.00 IS CODE = 10
>»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <««
FLOW PROCESS FROM NODE 2020.00 TO NODE 2025.00 IS CODE = 21
»>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 100.00
UPSTREAM ELEVATION = 56.37
DOWNSTREAM ELEVATION = 55.37
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900
2 YEAR RAINFALL INTENSITY!INCH/HOUR) = 1.865
SUBAREA RUNOFF(CFS) = 0.10
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.10
FLOW PROCESS FROM NODE 2025.00 TO NODE 2030.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 54.85 DOWNSTREAM ELEVATION(FEET) = 50.68
STREET LENGTH(FEET) = 340.60 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.35
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.19
HALFSTREET FLOOD WIDTH(FEET) = 3.39
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.52
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.29
STREET FLOW TRAVEL TIME(MIN-) = 3.74 Tc(MIN-) = 13.64
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.517
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.50
TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 0.60
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.08
FLOW VELOCITY(FEET/SEC.) = 1.61 DEPTH*VELOCITY(FT*FT/SEC.) = 0.37
LONGEST FLOWPATH FROM NODE 2020.00 TO NODE 2030.00 = 440.60 FEET.
FLOW PROCESS FROM NODE 2030.00 TO NODE 2035.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 45.61 DOWNSTREAM(FEET) = 42.34
FLOW LENGTH(FEET) = 6.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.40
ESTIMATED PIPE DIAMETER)INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.60
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 13.65
LONGEST FLOWPATH FROM NODE 2020.00 TO NODE 2035.00 = 446.85 FEET.
FLOW PROCESS FROM NODE 2035.00 TO NODE 2035.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 13.65
RAINFALL INTENSITY(INCH/HR) = 1.52
TOTAL STREAM AREA(ACRES) = 0.70
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.60
FLOW PROCESS FROM NODE 2032.00 TO NODE 2034.00 IS CODE = 21
»>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<«
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5800
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 183.40
UPSTREAM ELEVATION = 61.70
DOWNSTREAM ELEVATION = 55.80
ELEVATION DIFFERENCE = 5.90
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.587
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.045
SUBAREA RUNOFF(CFS) = 0.50
TOTAL AREA(ACRES) = 0.42 TOTAL RUNOFF(CFS) = 0.50
FLOW PROCESS FROM NODE 2034.00 TO NODE 2036.00 IS CODE = 31
»>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
»>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 55.80 DOWNSTREAM(FEET) = 53.00
FLOW LENGTH(FEET) = 197.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.33
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.50
PIPE TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 9.57
LONGEST FLOWPATH FROM NODE 2032.00 TO NODE 2036.00 = 380.40 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 2034.00 TO NODE 2036.00 IS CODE = 81
>»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<««
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.906
*USER SPECIFIED(SUBAREA):
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5300
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.30
TOTAL AREA(ACRES) = 0.72 TOTAL RUNOFF(CFS) = 0.80
TC(MIN) = 9.57
FLOW PROCESS FROM NODE 2036.00 TO NODE 2035.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 45.00 DOWNSTREAM(FEET) = 42.39
FLOW LENGTH(FEET) = 110.30 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.60
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.80
PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 9.97
LONGEST FLOWPATH FROM NODE 2032.00 TO NODE 2035.00 = 490.70 FEET.
FLOW PROCESS FROM NODE 2035.00 TO NODE 2035.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 9.97
RAINFALL INTENSITY(INCH/HR) = 1.86
TOTAL STREAM AREA(ACRES) = 0.72
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.80
FLOW PROCESS FROM NODE 2040.00 TO NODE 2045.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 86.00
UPSTREAM ELEVATION = 56.40
DOWNSTREAM ELEVATION = 55.54
ELEVATION DIFFERENCE = 0.86
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.181
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.958
SUBAREA RUNOFF(CFS) = 0.11
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.11
FLOW PROCESS FROM NODE 2045.00 TO NODE 2050.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»» (STREET TABLE SECTION # 2 USED)«<«
UPSTREAM ELEVATION(FEET) = 55.02 DOWNSTREAM ELEVATION(FEET) = 50.65
STREET LENGTH(FEET) = 284.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.43
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.20
HALFSTREET FLOOD WIDTH(FEET) = 3.66
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.71
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.34
STREET FLOW TRAVEL TIME(MIN.) = 2.77 Tc(MIN.) = 11.95
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.652
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.71 SUBAREA RUNOFF(CFS) = 0.65
TOTAL AREA(ACRES) = 0.81 PEAK FLOW RATE(CFS) = 0.75
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.43
FLOW VELOCITY(FEET/SEC.) = 1.82 DEPTH*VELOCITY(FT*FT/SEC.) = 0.43
LONGEST FLOWPATH FROM NODE 2040.00 TO NODE 2050.00 = 370.00 FEET.
FLOW PROCESS FROM NODE 2050.00 TO NODE 2035.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««<
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««<
ELEVATION DATA: UPSTREAM(FEET) = 43.84 DOWNSTREAM(FEET) = 42.34
FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.00
ESTIMATED PIPE DIAMETER!INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.75
PIPE TRAVEL TIME(MIN-) = 0.08 Tc(MIN.) = 12.03
LONGEST FLOWPATH FROM NODE 2040.00 TO NODE 2035.00 = 398.00 FEET.
FLOW PROCESS FROM NODE 2035.00 TO NODE 2035.00 IS CODE = 1
»>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) =12.03
RAINFALL INTENSITY(INCH/HR) = 1.65
TOTAL STREAM AREA(ACRES) = 0.81
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.75
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 0.60 13.65 1.516 0.70
2 0.80 9.97 1.857 0.72
3 0.75 12.03 1.645 0.81
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 1.96 9.97 1.857
2 2.02 12.03 1.645
3 1.95 13.65 1.516
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 2.02 Tc(MIN.) = 12.03
TOTAL AREA(ACRES) = 2.23
LONGEST FLOWPATH FROM NODE 2032.00 TO NODE 2035.00 = 490.70 FEET.
FLOW PROCESS FROM NODE 2035.00 TO NODE 2000.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<«
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 42.01 DOWNSTREAM(FEET) = 41.72
FLOW LENGTH(FEET) = 58.36 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.43
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.02
PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 12.31
LONGEST FLOWPATH FROM NODE 2032.00 TO NODE 2000.00 = 549.06 FEET.
FLOW PROCESS FROM NODE 2000.00 TO NODE 2000.00 IS CODE = 11
>»»CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<««
** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 2.02 12.31 1.620 2.23
LONGEST FLOWPATH FROM NODE 2032.00 TO NODE 2000.00 = 549.06 FEET.
** MEMORY BANK # 2 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 0.90 11.59 1.685 0.92
LONGEST FLOWPATH FROM NODE 2005.00 TO NODE 2000.00 = 427.70 FEET.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 2.84 11.59 1.685
2 2.88 12.31 1.620
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 2.88 Tc(MIN.) = 12.31
TOTAL AREA(ACRES) = 3.15
FLOW PROCESS FROM NODE 2000.00 TO NODE 2000.00 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 2.88 12.31 1.620 3.15
LONGEST FLOWPATH FROM NODE 2032.00 TO NODE 2000.00 = 549.06 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 34.56 19.54 1.203 38.45
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2000.00 = 1696.82 FEET.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 28.54 12.31 1.620
2 36.70 19.54 1.203
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 36.70 Tc(MIN.) = 19.54
TOTAL AREA(ACRES) = 41.60
FLOW PROCESS FROM NODE 2000.00 TO NODE 2000.00 IS CODE = 12
»>»CLEAR MEMORY BANK # 1 <««
FLOW PROCESS FROM NODE 2000.00 TO NODE 2000.00 IS CODE = 12
»>»CLEAR MEMORY BANK # 2 «<«
FLOW PROCESS FROM NODE 2000.00 TO NODE 2100.00 IS CODE = 41
»>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 38.72 DOWNSTREAM(FEET) = 38.11
FLOW LENGTH(FEET) = 203.11 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 22.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.90
GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 36.70
PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 20.11
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2100.00 = 1899.93 FEET.
FLOW PROCESS FROM NODE 2100.00 TO NODE 2100.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 20.11
RAINFALL INTENSITY(INCH/HR) = 1.18
TOTAL STREAM AREA(ACRES) = 41.60
PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.70
FLOW PROCESS FROM NODE 2105.00 TO NODE 2110.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 79.00
UPSTREAM ELEVATION = 54.42
DOWNSTREAM ELEVATION = 53.63
ELEVATION DIFFERENCE = 0.79
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.799
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.013
SUBAREA RUNOFF(CFS) = 0.11
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.11
FLOW PROCESS FROM NODE 2110.00 TO NODE 2115.00 IS CODE = 62
»>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
»>» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 53.11 DOWNSTREAM ELEVATION(FEET) = 50.86
STREET LENGTH(FEET) = 186.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for.Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.51
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.22
HALFSTREET FLOOD WIDTH(FEET) = 4.59
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.55
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.34
STREET FLOW TRAVEL TIME(MIN-) = 2.00 Tc(MIN.) = 10.80
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.763
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.82 SUBAREA RUNOFF(CFS) = 0.80
TOTAL AREA(ACRES) = 0.92 PEAK FLOW RATE(CFS) = 0.91
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.40
FLOW VELOCITY(FEET/SEC.) = 1.72 DEPTH*VELOCITY(FT*FT/SEC.) = 0.44
LONGEST FLOWPATH FROM NODE 2105.00 TO NODE 2115.00 = 265.00 FEET.
FLOW PROCESS FROM NODE 2115.00 TO NODE 2100.00 IS CODE = 31
»>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
»>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 43.38 DOWNSTREAM(FEET) = 41.09
FLOW LENGTH(FEET) = 152.38 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.06
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.91
PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 11.43
LONGEST FLOWPATH FROM NODE 2105.00 TO NODE 2100.00 = 417.38 FEET.
FLOW PROCESS FROM NODE 2100.00 TO NODE 2100.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 11.43
RAINFALL INTENSITY(INCH/HR) = 1.70
TOTAL STREAM AREA(ACRES) = 0.92
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.91
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 36.70 20.11 1.181 41.60
2 0.91 11.43 1.701 0.92
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 26.39 11.43 1.701
2 37.33 20.11 1.181
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 37.33 Tc(MIN.) = 20.11
TOTAL AREA(ACRES) = 42.52
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2100.00 = 1899.93 FEET.
FLOW PROCESS FROM NODE 2100.00 TO NODE 2100.00 IS CODE = 10
>»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <««
FLOW PROCESS FROM NODE 2120.00 TO NODE 2125.00 IS CODE = 21
»>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 91.50
UPSTREAM ELEVATION = 54.06
DOWNSTREAM ELEVATION = 53.14
ELEVATION DIFFERENCE = 0.92
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.453
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.922
SUBAREA RUNOFF(CFS) = 0.11
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.11
FLOW PROCESS FROM NODE 2125.00 TO NODE 2130.00 IS CODE = 62
»>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
•(STREET TABLE SECTION # 2 USED)-
UPSTREAM ELEVATION(FEET) = 52.62 DOWNSTREAM ELEVATION(FEET) = 51.42
STREET LENGTH(FEET) = 66.70 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.28
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.16
HALFSTREET FLOOD WIDTH(FEET) = 1.50
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.17
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.34
STREET FLOW TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 9.97
2 YEAR RAINFALL INTENSITY)INCH/HOUR) = 1.858
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.34 SUBAREA RUNOFF(CFS) = 0.35
TOTAL AREA(ACRES) = 0.44 PEAK FLOW RATE(CFS) = 0.45
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 3.61
FLOW VELOCITY(FEET/SEC.) = 1.83 DEPTH*VELOCITY(FT*FT/SEC.) = 0.36
LONGEST FLOWPATH FROM NODE 2120.00 TO NODE 2130.00 = 158.20 FEET.
FLOW PROCESS FROM NODE 2130.00 TO NODE 2135.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 47.73 DOWNSTREAM(FEET) = 42.42
FLOW LENGTH(FEET) = 6.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 0.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.51
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.45
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 9.97
LONGEST FLOWPATH FROM NODE 2120.00 TO NODE 2135.00 = 164.45 FEET.
FLOW PROCESS FROM NODE 2135.00 TO NODE 2135.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 9-97
RAINFALL INTENSITY(INCH/HR) = 1.86
TOTAL STREAM AREA(ACRES) = 0.44
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.45
FLOW PROCESS FROM NODE 2140.00 TO NODE 2145.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 107.00
UPSTREAM ELEVATION = 53.91
DOWNSTREAM ELEVATION = 52.84
ELEVATION DIFFERENCE = 1.07
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.241
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.825
SUBAREA RUNOFF(CFS) = 0.14
TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.14
FLOW PROCESS FROM NODE 2145.00 TO NODE 2150.00 IS CODE = 62
»>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»»( STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 52.32 DOWNSTREAM ELEVATION(FEET) = 51.45
STREET LENGTH(FEET) = 50.70 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.25
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.16
HALFSTREET FLOOD WIDTH(FEET) = 1.50
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.12
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.33
STREET FLOW TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 10.64
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.781
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.23 SUBAREA RUNOFF(CFS) = 0.23
TOTAL AREA(ACRES) = 0.37 PEAK FLOW RATE(CFS) = 0.37
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.19 HALFSTREET FLOOD WIDTH(FEET) = 2.95
FLOW VELOCITY(FEET/SEC.) = 1.78 DEPTH*VELOCITY(FT*FT/SEC.) = 0.33
LONGEST FLOWPATH FROM NODE 2140.00 TO NODE 2150.00 = 157.70 FEET.
FLOW PROCESS FROM NODE 2150.00 TO NODE 2135.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 45.96 DOWNSTREAM(FEET) = 42.42
FLOW LENGTH(FEET) = 26.27 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.66
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.37
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 10.71
LONGEST FLOWPATH FROM NODE 2140.00 TO NODE 2135.00 = 183.97 FEET.
FLOW PROCESS FROM NODE 2135.00 TO NODE 2135.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 10.71
RAINFALL INTENSITY(INCH/HR) = 1.77
TOTAL STREAM AREA(ACRES) = 0.37
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.37
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 0.45 9.97 1.857 0.44
2 0.37 10.71 1.774 0.37
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 0.80 9.97 1.857
2 0.80 10.71 1.774
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 0.80 Tc(MIN.) = 9.97
TOTAL AREA(ACRES) = 0.81
LONGEST FLOWPATH FROM NODE 2140.00 TO NODE 2135.00 = 183.97 FEET.
FLOW PROCESS FROM NODE 2135.00 TO NODE 2100.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 42.09 DOWNSTREAM(FEET) =
FLOW LENGTH(FEET) = 66.54 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.90
ESTIMATED PIPE DIAMETER(INCH) = 18.00
PIPE-FLOW(CFS) = 0.80
PIPE TRAVEL TIME(MIN.) = 0.28
41.09
NUMBER OF PIPES =
Tc(MIN.) =
LONGEST FLOWPATH FROM NODE 2140.00 TO NODE
10.26
2100.00 =250.51 FEET.
FLOW PROCESS FROM NODE 2100.00 TO NODE 2100.00 IS CODE = 11
>»»CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<««
** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 0.80 10.26 1.823 0.81
LONGEST FLOWPATH FROM NODE 2140.00 TO NODE 2100.00 250.51 FEET.
** MEMORY BANK # 1
STREAM RUNOFF
NUMBER (CFS)
1 37.33
CONFLUENCE DATA **
TC INTENSITY AREA
(MIN.) (INCH/HOUR) (ACRE)
20.11 1.181 42.52
LONGEST FLOWPATH FROM NODE
** PEAK FLOW RATE TABLE **
STREAM
NUMBER
1
2
RUNOFF
(CFS)
24.98
37.85
Tc
(MIN.)
10.26
20.11
1520.00 TO NODE
INTENSITY
(INCH/HOUR)
1.823
1.181
2100.00 = 1899.93 FEET.
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 37.85 Tc(MIN.) =
TOTAL AREA(ACRES) = 43.33
20.11
FLOW PROCESS FROM NODE 2100.00 TO NODE 2100.00 IS CODE = 12
»>»CLEAR MEMORY BANK # 1 ««<
FLOW PROCESS FROM NODE 2100.00 TO NODE 2200.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 38.09 DOWNSTREAM(FEET)
FLOW LENGTH(FEET) = 436.99 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 21.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.29
GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 37.85
36.56
PIPE TRAVEL TIME(MIN.) = 1.16 Tc(MIN.) = 21.27
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2200.00 = 2336.92 FEET.
FLOW PROCESS FROM NODE 2200.00 TO NODE 2200.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 21.27
RAINFALL INTENSITY!INCH/HR) = 1.14
TOTAL STREAM AREA(ACRES) = 43.33
PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.85
FLOW PROCESS FROM NODE 2205.00 TO NODE 2210.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 114.00
UPSTREAM ELEVATION = 52.19
DOWNSTREAM ELEVATION = 51.05
ELEVATION DIFFERENCE = 1.14
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.570
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.788
SUBAREA RUNOFF(CFS) = 0.12
TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.12
FLOW PROCESS FROM NODE 2210.00 TO NODE 2215.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<«
>»»(STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 50.53 DOWNSTREAM ELEVATION(FEET) = 47.35
STREET LENGTH(FEET) = 335.50 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.48
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.22
HALFSTREET FLOOD WIDTH(FEET) = 4.81
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.38
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.31
STREET FLOW TRAVEL TIME(MIN-) = 4.04 Tc(MIN.) = 14.61
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.451
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.91 SUBAREA RUNOFF(CFS) = 0.73
TOTAL AREA(ACRES) = 1.03 PEAK FLOW RATE(CFS) = 0.84
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) =0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.55
FLOW VELOCITY(FEET/SEC.) = 1.54 DEPTH*VELOCITY(FT*FT/SEC.) = 0.40
LONGEST FLOWPATH FROM NODE 2205.00 TO NODE 2215.00 = 449.50 FEET.
FLOW PROCESS FROM NODE 2215.00 TO NODE 2200.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<«
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 42.42 DOWNSTREAM(FEET) = 39.56
FLOW LENGTH(FEET) = 5.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.93
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.84
PIPE TRAVEL TIME(MIN-) = 0.01 TcfMIN.) = 14.62
LONGEST FLOWPATH FROM NODE 2205.00 TO NODE 2200.00 = 454.75 FEET.
FLOW PROCESS FROM NODE 2200.00 TO NODE 2200.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 14.62
RAINFALL INTENSITY(INCH/HR) = 1.45
TOTAL STREAM AREA(ACRES) = 1.03
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.84
FLOW PROCESS FROM NODE 2220.00 TO NODE 2225.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««<
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 138.40
UPSTREAM ELEVATION = 52.79
DOWNSTREAM ELEVATION = 50.35
ELEVATION DIFFERENCE = 2.44
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.641
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.898
SUBAREA RUNOFF(CFS) = 0.10
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.10
FLOW PROCESS FROM NODE 2225.00 TO NODE 2230.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»»(STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 50.35 DOWNSTREAM ELEVATION(FEET) = 47.35
STREET LENGTH(FEET) = 302.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.82
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.25
HALFSTREET FLOOD WIDTH(FEET) = 6.40
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.55
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.39
STREET FLOW TRAVEL TIME(MIN-) = 3.24 Tc(MIN.) = 12.88
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.574
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 1.64 SUBAREA RUNOFF(CFS) = 1.42
TOTAL AREA(ACRES) = 1.74 PEAK FLOW RATE(CFS) = 1.52
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.63
FLOW VELOCITY(FEET/SEC.) = 1.77 DEPTH*VELOCITY(FT*FT/SEC.) = 0.53
LONGEST FLOWPATH FROM NODE 2220.00 TO NODE 2230.00 = 440.40 FEET.
FLOW PROCESS FROM NODE 2230.00 TO NODE 2200.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 40.50 DOWNSTREAM(FEET) = 39.56
FLOW LENGTH(FEET) = 25.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.50
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.52
PIPE TRAVEL TIME(MIN-) = 0.06 Tc(MIN.) = 12.95
LONGEST FLOWPATH FROM NODE 2220.00 TO NODE 2200.00 = 465.65 FEET.
FLOW PROCESS FROM NODE 2200.00 TO NODE 2200.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 12.95
RAINFALL INTENSITY(INCH/HR) = 1.57
TOTAL STREAM AREA(ACRES) = 1.74
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.52
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 37.85 21.27 1.139 43.33
2 0.84 14.62 1.451 1.03
3 1.52 12.95 1.569 1.74
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 29.78 12.95 1.569
2 31.97 14.62 1.451
3 39.62 21.27 1.139
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 39.62 Tc(MIN.) = 21.27
TOTAL AREA(ACRES) = 46.10
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2200.00 = 2336.92 FEET.
FLOW PROCESS FROM NODE 2200.00 TO NODE 2300.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 36.54 DOWNSTREAM(FEET) = 36.26
FLOW LENGTH(FEET) = 80.68 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 22.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.35
GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 39.62
PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 21.48
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2300.00 = 2417.60 FEET.
FLOW PROCESS FROM NODE 2300.00 TO NODE 2300.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 21.48
RAINFALL INTENSITY(INCH/HR) = 1.13
TOTAL STREAM AREA(ACRES) = 46.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 39.62
FLOW PROCESS FROM NODE 2300.00 TO NODE 2300.00 IS CODE = 7
>»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<««
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 15.81 RAIN INTENSITY(INCH/HOUR) = 1.38
TOTAL AREA(ACRES) = 4.66 TOTAL RUNOFF(CFS) = 3.74
+
| HYDROLOGY DATA FROM SOUTHEASTERLY BASINS - FROM NODE NUMBER 3000
I TO NODE NUMBER 3300 - SEE AES HYDROLOGY RUN WITH FILE NAME 3000-2.DAT
FLOW PROCESS FROM NODE 2300.00 TO NODE 2300.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 15.81
RAINFALL INTENSITY(INCH/HR) = 1.38
TOTAL STREAM AREA(ACRES) = 4.66
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.74
FLOW PROCESS FROM NODE 2305.00 TO NODE 2310.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 94.80
UPSTREAM ELEVATION = 47.96
DOWNSTREAM ELEVATION = 46.92
ELEVATION DIFFERENCE = 1.04
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.346
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.936
SUBAREA RUNOFF(CFS) = 0.11
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.11
FLOW PROCESS FROM NODE 2310.00 TO NODE 2315.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 46.40 DOWNSTREAM ELEVATION(FEET) = 45.90
STREET LENGTH(FEET) = 92.50 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.42
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.23
HALFSTREET FLOOD WIDTH(FEET) = 5.23
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.07
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.25
STREET FLOW TRAVEL TIME(MIN.) = 1.45 Tc(MIN.) = 10.79
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.764
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 0.62
TOTAL AREA(ACRES) = 0.74 PEAK FLOW RATE(CFS) = 0.73
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.01
FLOW VELOCITY(FEET/SEC.) = 1.19 DEPTH*VELOCITY(FT*FT/SEC.) = 0.32
LONGEST FLOWPATH FROM NODE 2305.00 TO NODE 2315.00 = 187.30 FEET.
FLOW PROCESS FROM NODE 2315.00 TO NODE 2300.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 40.48 DOWNSTREAM(FEET) = 39.26
FLOW LENGTH(FEET) = 150.57 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.05
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.73
PIPE TRAVEL TIME(MIN.) = 0.82 Tc(MIN.) = 11.61
LONGEST FLOWPATH FROM NODE 2305.00 TO NODE 2300.00 = 337.87 FEET.
FLOW PROCESS FROM NODE 2300.00 TO NODE 2300.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MIN.) = 11.61
RAINFALL INTENSITY(INCH/HR) = 1.68
TOTAL STREAM AREA(ACRES) = 0.74
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.73
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 39.62 21.48 1.132 46.10
2 3.74 15.81 1.379 4.66
3 0.73 11.61 1.683 0.74
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 30.44 11.61 1.683
2 36.84 15.81 1.379
3 43.18 21.48 1.132
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 43.18 Tc(MIN.) = 21.48
TOTAL AREA(ACRES) = 51.50
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2300.00 = 2417.60 FEET.
FLOW PROCESS FROM NODE 2300.00 TO NODE 2400.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 36.24 DOWNSTREAM(FEET) = 35.77
FLOW LENGTH(FEET) = 93.24 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 21.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.45
GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 43.18
PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 21.69
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2400.00 = 2510.84 FEET.
FLOW PROCESS FROM NODE 2400.00 TO NODE 2400.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 21.69
RAINFALL INTENSITY(INCH/HR) = 1.12
TOTAL STREAM AREA(ACRES) = 51.50
PEAK FLOW RATE(CFS) AT CONFLUENCE = 43.18
FLOW PROCESS FROM NODE 2405.00 TO NODE 2410.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 160.00
UPSTREAM ELEVATION = 57.30
DOWNSTREAM ELEVATION = 55.40
ELEVATION DIFFERENCE = 1.90
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.826
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.663
SUBAREA RUNOFF(CFS) = 0.20
TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.20
FLOW PROCESS FROM NODE 2410.00 TO NODE 2415.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 52.54 DOWNSTREAM ELEVATION(FEET) = 46.30
STREET LENGTH(FEET) = 485.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.88
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.25
HALFSTREET FLOOD WIDTH(FEET) = 6.19
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.75
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.44
STREET FLOW TRAVEL TIME(MIN.) = 4.62 Tc(MIN.) = 16.45
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.345
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 1.82 SUBAREA RUNOFF(CFS) = 1.35
TOTAL AREA(ACRES) = 2.04 PEAK FLOW RATE(CFS) = 1.55
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.17
FLOW VELOCITY(FEET/SEC.) = 1.97 DEPTH*VELOCITY(FT*FT/SEC.) = 0.57
LONGEST FLOWPATH FROM NODE 2405.00 TO NODE 2415.00 = 645.00 FEET.
FLOW PROCESS FROM NODE 2415.00 TO NODE 2400.00 IS CODE = 31
»>»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 39.40 DOWNSTREAM(FEET) = 38.77
FLOW LENGTH(FEET) = 25.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.67
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.55
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 16.52
LONGEST FLOWPATH FROM NODE 2405.00 TO NODE 2400.00 = 670.25 FEET.
FLOW PROCESS FROM NODE 2400.00 TO NODE 2400.00 IS CODE =
»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 16.52
RAINFALL INTENSITY(INCH/HR) = 1.34
TOTAL STREAM AREA(ACRES) = 2.04
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.55
FLOW PROCESS FROM NODE 2420.00 TO NODE 2425.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 121.00
UPSTREAM ELEVATION = 48.47
DOWNSTREAM ELEVATION = 46.30
ELEVATION DIFFERENCE = 2.17
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.964
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.989
SUBAREA RUNOFF(CFS) = 0.11
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.11
FLOW PROCESS FROM NODE 2425.00 TO NODE 2400.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<«
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 41.21 DOWNSTREAM(FEET) = 38.77
FLOW LENGTH(FEET) = 5.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 0.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.28
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.11
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 8.98
LONGEST FLOWPATH FROM NODE 2420.00 TO NODE 2400.00 = 126.25 FEET.
FLOW PROCESS FROM NODE 2400.00 TO NODE 2400.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM
TIME OF CONCENTRATION ( MIN. ) = 8.98
RAINFALL INTENSITY (INCH/HR) = 1.99
TOTAL STREAM AREA (ACRES) = 0.10
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.11
3 ARE:
CONFLUENCE DATA
STREAM
NUMBER
1
2
3
RUNOFF
(CFS)
43.18
1.55
0.11
Tc
(MIN.)
21.69
16.52
8.98
INTENSITY
(INCH/HOUR)
1.125
1.341
1.987
AREA
(ACRE)
51.50
2.04
0.10
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM
NUMBER
1
2
3
RUNOFF
(CFS)
25.59
37.84
44.54
Tc
(MIN.)
8.98
16.52
21.69
INTENSITY
(INCH/HOUR)
1.987
1.341
1.125
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE (CFS) = 44.54 Tc(MIN.) = 21.69
TOTAL AREA (ACRES) = 53.64
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2400.00 = 2510.84 FEET.
FLOW PROCESS FROM NODE 2400.00 TO NODE 2500.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 35.75 DOWNSTREAM(FEET) = 35.38
FLOW LENGTH(FEET) = 107.85 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 24.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.52
GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 44.54
PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 21.97
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2500.00 = 2618.69 FEET.
FLOW PROCESS FROM NODE 2500.00 TO NODE 2500.00 IS CODE = 10
»>»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <««
FLOW PROCESS FROM NODE 2505.00 TO NODE 2510.00 IS CODE =
»>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
21
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 75.00
UPSTREAM ELEVATION = 57.62
DOWNSTREAM ELEVATION = 56.87
ELEVATION DIFFERENCE = 0.75
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 8.574
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.047
SUBAREA RUNOFF(CFS) = 0.11
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.11
FLOW PROCESS FROM NODE 2510.00 TO NODE 2515.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
»>» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 56.35 DOWNSTREAM ELEVATION(FEET) = 49.71
STREET LENGTH(FEET) = 466.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.54
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.22
HALFSTREET FLOOD WIDTH(FEET) = 4.48
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.69
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.36
STREET FLOW TRAVEL TIME(MIN.) = 4.61 Tc(MIN.) = 13.18
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.551
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.99 SUBAREA RUNOFF(CFS) = 0.84
TOTAL AREA(ACRES) = 1.09 PEAK FLOW RATE(CFS) = 0.96
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.29
FLOW VELOCITY(FEET/SEC.) = 1.86 DEPTH*VELOCITY(FT*FT/SEC.) = 0.47
LONGEST FLOWPATH FROM NODE 2505.00 TO NODE 2515.00 = 541.00 FEET.
FLOW PROCESS FROM NODE 2515.00 TO NODE 2520.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 44.50 DOWNSTREAM(FEET) = 39.91
FLOW LENGTH(FEET) = 8.87 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 14.19
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.96
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 13.19
LONGEST FLOWPATH FROM NODE 2505.00 TO NODE 2520.00 = 549.87 FEET.
FLOW PROCESS FROM NODE 2520.00 TO NODE 2520.00 IS CODE = 1
»>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 13.19
RAINFALL INTENSITY(INCH/HR) = 1.55
TOTAL STREAM AREA(ACRES) = 1.09
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.96
FLOW PROCESS FROM NODE 2525.00 TO NODE 2530.00 IS CODE = 21
>»»RATIONAL .METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 100.00
UPSTREAM ELEVATION = 57.91
DOWNSTREAM ELEVATION = 56.91
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.865
SUBAREA RUNOFF(CFS) = 0.10
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.10
FLOW PROCESS FROM NODE 2530.00 TO NODE 2535.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA«<«
>»»(STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 56.39 DOWNSTREAM ELEVATION(FEET) = 49.71
STREET LENGTH(FEET) = 538.80 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.75
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.24
HALFSTREET FLOOD WIDTH(FEET) = 5.74
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.68
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.41
STREET FLOW TRAVEL TIME(MIN-) = 5.34 Tc(MIN.) = 15.24
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.413
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 1.66 SUBAREA RUNOFF(CFS) = 1.29
TOTAL AREA(ACRES) = 1.76 PEAK FLOW RATE(CFS) = 1.39
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.87
FLOW VELOCITY(FEET/SEC.) = 1.89 DEPTH*VELOCITY(FT*FT/SEC.) = 0.54
LONGEST FLOWPATH FROM NODE 2525.00 TO NODE 2535.00 = 638.80 FEET.
FLOW PROCESS FROM NODE 2535.00 TO NODE 2520.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 42.70 DOWNSTREAM(FEET) = 39.91
FLOW LENGTH(FEET) = 26.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.14
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.39
PIPE TRAVEL TIME(MIN-) = 0.05 Tc(MIN.) = 15.28
LONGEST FLOWPATH FROM NODE 2525.00 TO NODE 2520.00 = 665.05 FEET.
FLOW PROCESS FROM NODE 2520.00 TO NODE 2520.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<«
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 15.28
RAINFALL INTENSITY(INCH/HR) = 1.41
TOTAL STREAM AREA(ACRES) = 1.76
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.39
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 0.96 13.19 1.550 1.09
2 1.39 15.28 1.410 1.76
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 2.22 13.19 1.550
2 2.26 15.28 1.410
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 2.26 Tc(MIN.) = 15.28
TOTAL AREA(ACRES) = 2.85
LONGEST FLOWPATH FROM NODE 2525.00 TO NODE 2520.00 = 665.05 FEET.
FLOW PROCESS FROM NODE 2520.00 TO NODE 2500.00 IS CODE = 31
»»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 39.58 DOWNSTREAM(FEET) = 38.38
FLOW LENGTH(FEET) = 171.53 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.01
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.26
PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 16.00
LONGEST FLOWPATH FROM NODE 2525.00 TO NODE 2500.00 = 836.58 FEET.
FLOW PROCESS FROM NODE 2500.00 TO NODE 2500.00 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 2.26 16.00 1.369 2.85
LONGEST FLOWPATH FROM NODE 2525.00 TO NODE 2500.00 = 836.58 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 44.54 21.97 1.116 53.64
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2500.00 = 2618.69 FEET.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 38.56 16.00 1.369
2 46.38 21.97 1.116
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 46.38 Tc(MIN.) = 21.97
TOTAL AREA(ACRES) = 56.49
FLOW PROCESS FROM NODE 2500.00 TO NODE 2500.00 IS CODE = 12
>»»CLEAR MEMORY BANK # 1 <««
FLOW PROCESS FROM NODE 2500.00 TO NODE 2600.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 34.88 DOWNSTREAM(FEET) = 34.19
FLOW LENGTH(FEET) = 136.43 MANNING'S N = 0.013
DEPTH OF FLOW IN 60.0 INCH PIPE IS 21.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.55
GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 46.38
PIPE TRAVEL TIME(MIN-) = 0.30 Tc(MIN.) = 22.27
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2600.00 = 2755.12 FEET.
FLOW PROCESS FROM NODE 2600.00 TO NODE 2600.00 IS CODE = 10
>»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <««
FLOW PROCESS FROM NODE 2605.00 TO NODE 2610.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 100.00
UPSTREAM ELEVATION = 51.11
DOWNSTREAM ELEVATION = 50.11
ELEVATION DIFFERENCE =1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.865
SUBAREA RUNOFF(CFS) = 0.10
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.10
FLOW PROCESS FROM NODE 2610.00 TO NODE 2615.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 49.59 DOWNSTREAM ELEVATION(FEET) = 46.18
STREET LENGTH(FEET) = 296.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.62
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.23
HALFSTREET FLOOD WIDTH(FEET) = 5.28
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.57
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.36
STREET FLOW TRAVEL TIME(MIN.) = 3.13 Tc(MIN.) = 13.03
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.562
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 1.21 SUBAREA RUNOFF(CFS) = 1.04
TOTAL AREA(ACRES) = 1.31 PEAK FLOW RATE(CFS) = 1.14
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.26
FLOW VELOCITY(FEET/SEC.) = 1.77 DEPTH*VELOCITY(FT*FT/SEC.) = 0.48
LONGEST FLOWPATH FROM NODE 2605.00 TO NODE 2615.00 = 396.00 FEET.
FLOW PROCESS FROM NODE 2615.00 TO NODE 2615.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<«
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 13.03
RAINFALL INTENSITY(INCH/HR) = 1.56
TOTAL STREAM AREA(ACRES) = 1.31
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.14
FLOW PROCESS FROM NODE 2615.00 TO NODE 2615.00 IS CODE =
»»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<««
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 24.95 RAIN INTENSITY(INCH/HOUR) = 1.03
TOTAL AREA(ACRES) = 0.61 TOTAL RUNOFF(CFS) = 0.31
FLOW PROCESS FROM NODE 2615.00 TO NODE 2615.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
»»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 24.95
RAINFALL INTENSITY(INCH/HR) = 1.03
TOTAL STREAM AREA(ACRES) = 0.61
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.31
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER
1
2
(CFS)
1.14
0.31
(MIN.)
13.03
24.95
(INCH/HOUR)
1.562
1.028
(ACRE)
1.31
0.61
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 1.35 13.03 1.562
2 1.06 24.95 1.028
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 1.35 Tc(MIN.) = 13.03
TOTAL AREA(ACRES) = 1.92
LONGEST FLOWPATH FROM NODE 2525.00 TO-NODE 2615.00 665.05 FEET.
FLOW PROCESS FROM NODE 2615.00 TO NODE 2600.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
»»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 40.85 DOWNSTREAM(FEET) =
FLOW LENGTH(FEET) = 14.04 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.70
ESTIMATED PIPE DIAMETER(INCH) = 18.00
PIPE-FLOW(CFS) = 1.35
PIPE TRAVEL TIME(MIN.) = 0.02
39.03
NUMBER OF PIPES =
Tc(MIN.) =
LONGEST FLOWPATH FROM NODE 2525.00 TO NODE
13.06
2600.00 =679.09 FEET.
FLOW PROCESS FROM NODE 2600.00 TO NODE 2600.00 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 1.35 13.06 1.560 1.92
LONGEST FLOWPATH FROM NODE 2525.00 TO NODE 2600.00 679.09 FEET.
** MEMORY BANK #
STREAM RUNOFF
NUMBER (CFS)
1 46.38
1 CONFLUENCE DATA **
Tc INTENSITY AREA
(MIN.) (INCH/HOUR) (ACRE)
22.27 1.106 56.49
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2600.00 = 2755.12 FEET.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 34.22 13.06 1.560
2 47.33 22.27 1.106
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 47.33 Tc(MIN.) = 22.27
TOTAL AREA(ACRES) = 58.41
FLOW PROCESS FROM NODE 2600.00 TO NODE 2700.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 34.18 DOWNSTREAM(FEET) = 34.04
FLOW LENGTH(FEET) = 29.13 MANNING'S N = 0.013
DEPTH OF FLOW IN 60.0 INCH PIPE IS 21.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.46
GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 47.33
PIPE TRAVEL TIME(MIN-) = 0.07 Tc(MIN.) = 22.33
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2700.00 = 2784.25 FEET.
FLOW PROCESS FROM NODE 2700.00 TO NODE 2800.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 34.00 DOWNSTREAM(FEET) = 32.10
FLOW LENGTH(FEET) = 171.98 MANNING'S N = 0.013
DEPTH OF FLOW IN 60.0 INCH PIPE IS 17.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC. ) = 10.06
GIVEN PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 47.33
PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 22.62
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2800.00 = 2956.23 FEET.
FLOW PROCESS FROM NODE 2800.00 TO NODE 2800.00 IS CODE = 1
»>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 22.62
RAINFALL INTENSITY(INCH/HR) = 1.09
TOTAL STREAM AREA(ACRES) = 58.41
PEAK FLOW RATE(CFS) AT CONFLUENCE = 47.33
FLOW PROCESS FROM NODE 2800.00 TO NODE 2800.00 IS CODE = 7
>»»USER SPECIFIED HYDROLOGY INFORMATION AT NODE<««
USER-SPECIFIED VALUES ARE AS FOLLOWS:
TC(MIN) = 10.10 RAIN INTENSITY(INCH/HOUR) = 1.84
TOTAL AREA(ACRES) = 25.25 TOTAL RUNOFF(CFS) = 36.70
HYDROLOGY DATA FROM "DRAINAGE REPORT FOR POINSETTIA COVE PLANNING
AREA 7" BY PDC, DATED AUGUST 1999
FLOW PROCESS FROM NODE 2800.00 TO NODE 2800.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 10.10
RAINFALL INTENSITY(INCH/HR) = 1.84
TOTAL STREAM AREA(ACRES) = 25.25
PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.70
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 47.33 22.62 1.095 58.41
2 36.70 10.10 1.842 25.25
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 64.84 10.10 1.842
2 69.15 22.62 1.095
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 69.15 Tc(MIN.) = 22.62
TOTAL AREA(ACRES) = 83.66
LONGEST FLOWPATH FROM NODE 1520.00 TO NODE 2800.00 = 2956.23 FEET.
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 83.66 TC(MIN.) = 22.62
PEAK FLOW RATE(CFS) = 69.15
END OF RATIONAL METHOD ANALYSIS
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2001 Advanced Engineering Software (aes)
Ver. 1.5A Release Date: 01/01/2001 License ID 1509
Analysis prepared by:
ProjectDesign Consultants
701 B Street, Suite 800
San Diego, CA 92101
(619) 235-6471
************************** DESCRIPTION OF STUDY *******
POINSETTIA PROPERTIES AREAS 2, 3, & 4 HYDROLOGY STUDY
ON-SITE BASINS - SYSTEM 3000
FILE NAME: 3000-2.DAT (2-YR, 6-HR STORM EVENT)
*********<
FILENAME: C:\2068\3000-2.DAT
TIME/DATE OF STUDY: 17:37 02/01/2002
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
1985 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 2.00
6-HOUR DURATION PRECIPITATION (INCHES) = 1.100
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.90
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 18.0 13.0 0.020/0.020/0.020 0.50
2.00 0.0312 0.167 0.0150
1.50 0.0312 0.125 0.0175
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = -0.10 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint =10.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
FLOW PROCESS FROM NODE 3005.00 TO NODE 3010.00 IS CODE =
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
21
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 100.00
UPSTREAM ELEVATION = 64.12
DOWNSTREAM ELEVATION = 63.12
ELEVATION DIFFERENCE = 1.00
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.900
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.865
SUBAREA RUNOFF(CFS) = 0.10
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.10
FLOW PROCESS FROM NODE 3010.00 TO NODE 3015.00 IS CODE = 62
»>»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 62.60 DOWNSTREAM ELEVATION(FEET) = 56.66
STREET LENGTH(FEET) = 406.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.75
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.24
HALFSTREET FLOOD WIDTH(FEET) = 5.48
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.79
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.42
STREET FLOW TRAVEL TIME(MIN-) = 3.79 Tc(MIN.) = 13.69
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.513
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 1.54 SUBAREA RUNOFF(CFS) = 1.28
TOTAL AREA(ACRES) = 1.64 PEAK FLOW RATE(CFS) = 1.38
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.51
FLOW VELOCITY(FEET/SEC.) = 2.03 DEPTH*VELOCITY(FT*FT/SEC.) = 0.56
LONGEST FLOWPATH FROM NODE 3005.00 TO NODE 3015.00 = 506.00 FEET.
FLOW PROCESS FROM NODE 3015.00 TO NODE 3000.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 50.50 DOWNSTREAM(FEET) = 50.00
FLOW LENGTH(FEET) = 26.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.00
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.38
PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 13.78
LONGEST FLOWPATH FROM NODE 3005.00 TO NODE 3000.00 = 532.25 FEET.
FLOW PROCESS FROM NODE 3000.00 TO NODE 3000.00 IS CODE = 1
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 13.78
RAINFALL INTENSITY;INCH/HR) = 1.51
TOTAL STREAM AREA(ACRES) = 1.64
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.38
FLOW PROCESS FROM NODE 3020.00 TO NODE 3025.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 94.00
UPSTREAM ELEVATION = 63.03
DOWNSTREAM ELEVATION = 62.09
ELEVATION DIFFERENCE = 0.94
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.598
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.903
SUBAREA RUNOFF(CFS) = 0.10
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.10
FLOW PROCESS FROM NODE 3025.00 TO NODE 3030.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 61.57 DOWNSTREAM ELEVATION(FEET) = 56.66
STREET LENGTH(FEET) = 363.50 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.55
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.22
HALFSTREET FLOOD WIDTH(FEET) = 4.64
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.66
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.36
STREET FLOW TRAVEL TIME(MIN.) = 3.66 Tc(MIN.) = 13.26
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.545
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) = 0.89
TOTAL AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) = 1.00
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) =0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.55
FLOW VELOCITY(FEET/SEC.) = 1.82 DEPTH*VELOCITY(FT*FT/SEC.) = 0.47
LONGEST FLOWPATH FROM NODE 3020.00 TO NODE 3030.00 = 457.50 FEET.
FLOW PROCESS FROM NODE 3030.00 TO NODE 3000.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 51.50 DOWNSTREAM(FEET) = 50.00
FLOW LENGTH(FEET) = 6.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 11.00
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.00
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN-) = 13.27
LONGEST FLOWPATH FROM NODE 3020.00 TO NODE 3000.00 = 463.75 FEET.
FLOW PROCESS FROM NODE 3000.00 TO NODE 3000.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 13.27
RAINFALL INTENSITY(INCH/HR) = 1.54
TOTAL STREAM AREA(ACRES) = 1.15
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.00
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 1.38 13.78 1.507 1.64
2 1.00 13.27 1.544 1.15
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 2.35 13.27 1.544
2 2.36 13.78 1.507
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 2.36 Tc(MIN.) = 13.78
TOTAL AREA(ACRES) = 2.79
LONGEST FLOWPATH FROM NODE 3005.00 TO NODE 3000.00 = 532.25 FEET.
FLOW PROCESS FROM NODE 3000.00 TO NODE 3100.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<««
ELEVATION DATA: UPSTREAM(FEET) = 49.67 DOWNSTREAM(FEET) = 48.21
FLOW LENGTH(FEET) = 97.60 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.33
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.36
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 14.08
LONGEST FLOWPATH FROM NODE 3005.00 TO NODE 3100.00 = 629.85 FEET.
FLOW PROCESS FROM NODE 3100.00 TO NODE 3100.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 14.08
RAINFALL INTENSITY(INCH/HR) = 1.49
TOTAL STREAM AREA(ACRES) = 2.79
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.36
FLOW PROCESS FROM NODE 3105.00 TO NODE 3115.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 545.00
UPSTREAM ELEVATION = 67.40
DOWNSTREAM ELEVATION = 64.90
ELEVATION DIFFERENCE = 2.50
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 29.967
*CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH
DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
*CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY
NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED.
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 0.913
SUBAREA RUNOFF(CFS) = 0.16
TOTAL AREA(ACRES) = 0.32 TOTAL RUNOFF(CFS) = 0.16
FLOW PROCESS FROM NODE 3115.00 TO NODE 3100.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<«
»>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) «<«
ELEVATION DATA: UPSTREAM(FEET) = 59.20 DOWNSTREAM(FEET) = 48.21
FLOW LENGTH(FEET) = 145.59 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.23
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.16
PIPE TRAVEL TIME(MIN-) = 0.57 Tc(MIN.) = 30.54
LONGEST FLOWPATH FROM NODE 3105.00 TO NODE 3100.00 = 690.59 FEET.
FLOW PROCESS FROM NODE 3100.00 TO NODE 3100.00 IS CODE = 1
»>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
»>»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 30.54
RAINFALL INTENSITY(INCH/HR) = 0.90
TOTAL STREAM AREA(ACRES) = 0.32
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.16
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 2.36 14.08 1.486 2.79
2 0.16 30.54 0.902 0.32
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 2.46 14.08 1.486
2 1.59 30.54 0.902
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 2.46 Tc(MIN.) = 14.08
TOTAL AREA(ACRES) = 3.11
LONGEST FLOWPATH FROM NODE 3105.00 TO NODE 3100.00 = 690.59 FEET.
FLOW PROCESS FROM NODE 3100.00 TO NODE 3200.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 47.88 DOWNSTREAM(FEET) = 44.41
FLOW LENGTH(FEET) = 208.41 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.60
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.46
PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 14.70
LONGEST FLOWPATH FROM NODE 3105.00 TO NODE 3200.00 = 899.00 FEET.
FLOW PROCESS FROM NODE 3200.00 TO NODE 3200.00 IS CODE = 10
>»»MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <««
FLOW PROCESS FROM NODE 3210.00 TO NODE 3215.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 97.00
UPSTREAM ELEVATION = 57.31
DOWNSTREAM ELEVATION = 56.34
ELEVATION DIFFERENCE = 0.97
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.750
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.884
SUBAREA RUNOFF(CFS) = 0.10
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.10
FLOW PROCESS FROM NODE 3215.00 TO NODE 3220.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
>»»(STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 55.84 DOWNSTREAM ELEVATION(FEET) = 53.11
STREET LENGTH(FEET) = 243.70 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.41
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.21
HALFSTREET FLOOD WIDTH(FEET) =4.04
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.47
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.30
STREET FLOW TRAVEL TIME(MIN.) = 2.77 Tc(MIN.) = 12.52
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.603
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 0.62
TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 0.72
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.79
FLOW VELOCITY(FEET/SEC.) = 1.59 DEPTH*VELOCITY(FT*FT/SEC.) = 0.39
LONGEST FLOWPATH FROM NODE 3210.00 TO NODE 3220.00 = 340.70 FEET.
FLOW PROCESS FROM NODE 3220.00 TO NODE 3205.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 47.00 DOWNSTREAM(FEET) = 45.66
FLOW LENGTH(FEET) = 26.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.79
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.72
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 12.60
LONGEST FLOWPATH FROM NODE 3210.00 TO NODE 3205.00 = 366.95 FEET.
FLOW PROCESS FROM NODE 3205.00 TO NODE 3205.00 IS CODE = 1
»>»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 12.60
RAINFALL INTENSITY(INCH/HR) = 1.60
TOTAL STREAM AREA(ACRES) = 0.80
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.72
FLOW PROCESS FROM NODE 3225.00 TO NODE 3230.00 IS CODE = 21
>»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<««
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
INITIAL SUBAREA FLOW-LENGTH = 90.00
UPSTREAM ELEVATION = 57.12
DOWNSTREAM ELEVATION = 56.22
ELEVATION DIFFERENCE = 0.90
URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.392
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.930
SUBAREA RUNOFF(CFS) = 0.11
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.11
FLOW PROCESS FROM NODE 3230.00 TO NODE 3235.00 IS CODE = 62
>»»COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<««
»>» (STREET TABLE SECTION # 2 USED)<««
UPSTREAM ELEVATION(FEET) = 55.70 DOWNSTREAM ELEVATION(FEET) = 53.11
STREET LENGTH(FEET) = 227.70 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 18.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0175
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0150
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.40
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.20
HALFSTREET FLOOD WIDTH(FEET) = 3.93
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.47
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.30
STREET FLOW TRAVEL TIME(MIN-) = 2.58 Tc(MIN.) = 11.97
2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.650
SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88
SUBAREA AREA(ACRES) = 0.65 SUBAREA RUNOFF(CFS) = 0.59
TOTAL AREA(ACRES) = 0.75 PEAK FLOW RATE(CFS) = 0.70
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.63
FLOW VELOCITY(FEET/SEC.) = 1.60 DEPTH*VELOCITY(FT*FT/SEC.) = 0.38
LONGEST FLOWPATH FROM NODE 3225.00 TO NODE 3235.00 = 317.70 FEET.
FLOW PROCESS FROM NODE 3235.00 TO NODE 3205.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 48.50 DOWNSTREAM(FEET) = 45.66
FLOW LENGTH(FEET) = 6.25 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 1.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.38
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.70
PIPE TRAVEL TIME(MIN.) = 0.01 TcfMIN.) = 11.98
LONGEST FLOWPATH FROM NODE 3225.00 TO NODE 3205.00 = 323.95 FEET.
FLOW PROCESS FROM NODE 3205.00 TO NODE 3205.00 IS CODE =
>»»DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<««
>»»AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<««
2 ARE:
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM
TIME OF CONCENTRATION(MIN.) = 11.98
RAINFALL INTENSITY(INCH/HR) = 1.65
TOTAL STREAM AREA(ACRES) = 0.75
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.70
** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 0.72 12.60 1.597 0.80
2 0.70 11.98 1.650 0.75
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 1.39 11.98 1.650
2 1.39 12.60 1.597
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 1.39 Tc(MIN.) = 12.60
TOTAL AREA(ACRES) = 1.55
LONGEST FLOWPATH FROM NODE 3210.00 TO NODE 3205.00 366.95 FEET.
FLOW PROCESS FROM NODE 3205.00 TO NODE 3200.00 IS CODE = 31
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
»>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <««
ELEVATION DATA: UPSTREAM(FEET) = 45.33 DOWNSTREAM(FEET) = 44.41
FLOW LENGTH(FEET) = 91.86 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.98
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.39
PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 12.98
LONGEST FLOWPATH FROM NODE 3210.00 TO NODE 3200.00 = 458.81 FEET.
FLOW PROCESS FROM NODE 3200.00 TO NODE 3200.00 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 1.39 12.98 1.566 1.55
LONGEST FLOWPATH FROM NODE 3210.00 TO NODE 3200.00 = 458.81 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 2.46 14.70 1.445 3.11
LONGEST FLOWPATH FROM NODE 3105.00 TO NODE 3200.00 = 899.00 FEET.
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 3.66 12.98 1.566
2 3.74 14.70 1.445
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 3.74 Tc(MIN.) = 14.70
TOTAL AREA(ACRES) = 4.66
FLOW PROCESS FROM NODE 3200.00 TO NODE 3200.00 IS CODE = 12
>»»CLEAR MEMORY BANK # 1 <««
FLOW PROCESS FROM NODE 3200.00 TO NODE 3300.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
>»»USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 43.91 DOWNSTREAM(FEET) = 41.40
FLOW LENGTH(FEET) = 179.25 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.78
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.74
PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 15.22
LONGEST FLOWPATH FROM NODE 3105.00 TO NODE 3300.00 = 1078.25 FEET.
FLOW PROCESS FROM NODE 3300.00 TO NODE 2300.00 IS CODE = 41
>»»COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<««
»»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <««
ELEVATION DATA: UPSTREAM(FEET) = 41.07 DOWNSTREAM(FEET) = 38.76
FLOW LENGTH(FEET) = 192.58 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 6.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.47
GIVEN PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.74
PIPE TRAVEL TIME(MIN.) = 0.59 Tc(MIN-) = 15.81
LONGEST FLOWPATH FROM NODE 3105.00 TO NODE 2300.00 = 1270.83 FEET.
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 4.66 TC(MIN.) = 15.81
PEAK FLOW RATE(CFS) = 3.74
END OF RATIONAL METHOD ANALYSIS
WATER'S END JN 2068.00
SHEET 1 OF1
TABLE 5. STORM DRAINPIPE LATERALS: VELOCITIES LESS THAN 4FT/S (2-YR STORM)
FROM
NODE
1035
1045
1320
1430
1515
1570
1615
1836
1855
2015
2035
2135
2315
3205
TO NODE
1020
1020
1300
1400
1500
1555
1600
1820
1800
2000
2000
2100
2300
3200
STREET NAME
OFFSITE
OFFSITE
SEAWARD AVE
SHORELINE DR
SANDSIDE CT
SANDSIDE CT
STRAND ST
SALTGRASS AVE
SALTGRASS AVE
CORAL REEF AVE
CORAL REEF AVE
BROOKSIDE CT
RED CORAL AVE
SWEETWATER ST
PIPE
DIAMETER
18
18
18
18
18
18
18
18
18
18
18
18
18
18
PIPE
SLOPE (%)
0.54
1.29
1.00
1.10
0.70
1.26
0.75
1.90
1.17
1.40
0.50
1.49
0.81
1.00
2-YEAR Q
(CFS)
0.88
0.54
1.35
1.18
0.87
1.00
0.86
0.60
0.65
0.90
2.02
0.80
0.73
1.39
VELOCITY
(FT/S)
2.79(1)
3.30(1)
3.87
3.92
3.06
3.93
3.12
3.92
3.36
3.95
3.43
3.90
3.05
3.98
NOTES:
(1) THIS IS AN OFFSITE EXISTING PIPE
(2) FOR NODE NUMBERS SEE EXHIBIT A
T:\WR\2068-POINSETTIA\2-YEAR STORM VEL.xls