HomeMy WebLinkAboutPA2024-0069_2025.05.23_Draft EIR_Appendix P. Hydrology ReportSnug Harbor
Preliminary Hydrology Report
Prepared for:
Back Bay Barrels, LLC
3857 Birch Street #521
Newport Beach, CA 92660
949.836.3055
Prepared By
Fuscoe Engineering, Inc.
15535 Sand Canyon, Suite 100
Irvine, California 92618
949.474.1960
www.fuscoe.com
Oriana Slasor
VP, Engineering
#C63451
Date Prepared: 11/5/2024
Project Number: 4206-001
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PRELIMINARY HYDROLOGY REPORT November 2024
4206-001 Snug Harbor
TABLE OF CONTENTS
TABLE OF CONTENTS .................................................................................................................. 1
1.0 INTRODUCTION ............................................................................................................. 1
1.1 GEOGRAPHIC SETTING ................................................................................................. 1
1.2 PROJECT DESCRIPTION ................................................................................................. 2
1.3 PURPOSE OF THIS REPORT ............................................................................................ 2
1.4 REFERENCES .................................................................................................................. 2
2.0 EXISTING DRAINAGE ....................................................................................................... 3
2.1 EXISTING TOPOGRAPHY ................................................................................................ 3
2.2 EXISTING DRAINAGE PATTERN ....................................................................................... 3
2.3 OFFSITE TRIBUTARY DRAINAGE ...................................................................................... 3
3.0 PROPOSED DRAINAGE .................................................................................................... 4
4.0 HYDROLOGIC ANALYSIS ................................................................................................. 4
4.1 STORM FREQUENCY ..................................................................................................... 4
4.2 METHODOLOGY .......................................................................................................... 4
5.0 FEMA .............................................................................................................................. 4
6.0 HYDRAULICS ANALYSIS .................................................................................................... 4
7.0 RESULTS AND CONCLUSIONS ......................................................................................... 5
8.0 APPENDICES .................................................................................................................... 6
Appendix 1 Storm Drain Atlas Maps
Appendix 2 Storm Drain As-Built Plans
Appendix 3 Soil Type Map
Appendix 4 Existing Condition Hydrology Calculations
Appendix 5 Existing Condition Hydrology Map
Appendix 6 Proposed Condition Hydrology Calculations
Appendix 7 Proposee Condition Hydrology Map
Appendix 8 FEMA Map
Appendix 9 Hydraulic Calculations
PRELIMINARY HYDROLOGY REPORT November 2024
1
4206-001 Snug Harbor
1.0 INTRODUCTION
1.1 GEOGRAPHIC SETTING
The Snug Harbor project site encompasses a total area of approximately 15.4 acres, and is located at
3100 Irvine Avenue in the City of Newport Beach.
The project site is located at the Newport Beach Golf Course easterly of the intersection of Irvine
Avenue and Mesa Drive. The site includes three holes, a driving range, pro shop, clubhouse, sports bar,
and an at-grade parking lot. The Orange County Flood Control District (OCFCD) Santa Ana-Delhi
Channel and Irvine Avenue border the northerly boundary of the property. Mesa Drive borders the
southerly boundary. Commercial properties border the easterly boundary. A Vicinity Map is shown as
Figure 1 below.
Figure 1
V ICIN ITY MAP
NOT TO SCALE
PRELIMINARY HYDROLOGY REPORT November 2024
2
4206-001 Snug Harbor
1.2 PROJECT DESCRIPTION
The proposed project development will consist of demolition and removals of existing buildings, parking
lot, golf course, and onsite infrastructure. The project will construct a surf park which will include wave
lagoons, a clubhouse building, pools, spas, athlete lodging, and parking with solar-power canopies.
1.3 PURPOSE OF THIS REPORT
The purpose of this report is to provide hydrologic and hydraulics calculations and maps for existing
and proposed conditions for the proposed project.
1.4 REFERENCES
· Orange County Hydrology Manual
· A.E.S. hydrologic software
· City of Newport Beach GIS
· Orange County Flood Control District (OCFCD) Santa Ana-Delhi As-built Plans
· OCFCD Base Map of Drainage Facilities
PRELIMINARY HYDROLOGY REPORT November 2024
3
4206-001 Snug Harbor
2.0 EXISTING DRAINAGE
2.1 EXISTING TOPOGRAPHY
The topography of the site slopes in a northwesterly direction, toward OCFCD’s Santa Ana – Delhi
Channel and Irvine Avenue. An existing 15- to 20- foot high slope descends from the southeast
boundary of the property from about elevation +54 (NAVD88). The remainder of the site generally
slopes more gently from an elevation of about +40 (NAVD88) toward the westerly boundary of the
project, with elevations approximately +15 to + 20 (NAVD88).
2.2 EXISTING DRAINAGE PATTERN
The existing site is a golf course, with most of the site containing grass and trees, and a portion of the
site dedicated to shops and parking. The existing drainage pattern is generally in a westerly direction.
There are currently five (5) discharge points; with two points in Irvine Avenue, and three to pipes which
are discharged to the Santa Ana – Delhi Channel. From the two discharge points in Irvine Avenue, the
drainage is conveyed in the roadway to local catch basins, and is discharged into the Sana Ana – Delhi
Channel. The City of Newport Beach’s storm drain GIS map, along with OCFCD Base Map of
Drainage Facilities, both showing the location of the channel adjacent to the project site, are included
in Appendix 1 of this report.
The previously-mentioned Santa Ana – Delhi Channel, owned and maintained by OCFCD, is a 55 feet
wide by 16 feet high reinforced-concrete channel that runs in a southerly direction, along the westerly
boundary of the site. The as-built channel plans are included in Appendix 2 of this report. The channel
currently accepts drainage from the site at three locations, as follows:
· Station 40+79 42-inch (Inv.11.0 +/- NAVD88)
· Station 44+85 18-inch (Inv. 18.4+/- NAVD88)
· Station 48+95 18-inch (Inv. 16.7 +/- NAVD88)
There is currently offsite drainage from properties located along the easterly boundary of the golf
course. This drainage is conveyed to the golf course via surface gutter or pipes. The drainage is
conveyed through the golf course and combines with the onsite drainage and is included with the
discharge locations discussed above into the Santa Ana – Delhi Channel.
2.3 OFFSITE TRIBUTARY DRAINAGE
The As mentioned previously, there is offsite tributary drainage from the existing development to the
east. The proposed design includes collecting and conveying the offsite drainage through the site, to
discharge to the existing channel. The tributary area, approximately 3.9 acres, is shown on the existing
condition hydrology map, included in Appendix 3; and the calculations are included in Appendix 4 of
this report.
PRELIMINARY HYDROLOGY REPORT November 2024
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4206-001 Snug Harbor
3.0 PROPOSED DRAINAGE
The proposed development will include construction of the surf lagoons, and associated amenities and
parking. The proposed onsite drainage will be collected and conveyed through the site, to discharge at
the existing locations, with the goal of mimicking existing condition discharge rates. Evaluation of the
drainage amount will confirm the need for detention facilities. The lagoon basin area will be self-
contained, and will not discharge to the channel. Lastly, water quality BMP’s have been designed and
located; calculations and worksheets are included in the Preliminary Water Quality Management Plan
(PWQMP).
4.0 HYDROLOGIC ANALYSIS
4.1 STORM FREQUENCY
The 25-year and 100-year storm events have been evaluated be used for the existing and proposed
conditions. Additionally the 2-year storm event was analyzed to confirm hydromodification
requirements.
4.2 METHODOLOGY
This study was prepared in conformance with the Orange County Hydrology Manual. Orange County
Rational Method was used. A.E.S. Computer Software was utilized to compile the hydrologic data and
to determine the peak discharges. The Soil Type Map is included in Appendix 3. The Existing Condition
Hydrology Calculations and Map are included in Appendices 4 and 5, respectively. The Proposed
Condition Hydrology Calculations and Map are included in Appendices 6 and 7, respectively.
5.0 FEMA
The site is in Zone X (area of minimal flood hazard), as shown on FIRM Number 06059C0267J
effective 12/3/2009. Since the site is not within a Special Flood Hazard Area, as defined by FEMA, a
CLOMR/LOMR will not be required. A copy of the Firmette is included in Appendix 8.
6.0 HYDRAULICS ANALYSIS
Hydraulic computations for the online area drain system have been prepared to confirm adequate
sizing of the proposed system. The hydraulic calculations are provided, and are included in Appendix 9
of this report.
PRELIMINARY HYDROLOGY REPORT November 2024
5
4206-001 Snug Harbor
7.0 RESULTS AND CONCLUSIONS
As discussed in this report, the proposed condition drainage patterns will generally mimic those of the
existing condition. The results show that the proposed condition flows do not exceed those of existing
condition for the onsite property. The existing and proposed drainage systems have capacities to
provide drainage interception and conveyance for the proposed project. The hydrology maps
(Appendices 4 and 5) show the
Q2, Q25 and Q100 flow rates at the various discharge locations. The results are tabulated below.
Summary Table: Offsite
SUB AREA ACRES Q100 (CFS) Q25 (CFS) Q2 (CFS)
OS (Offsite) 3.94 17.2 13.4 6.2
Summary Table: Existing Conditions
SUB AREA NODE ACRES Q100 (CFS) Q25 (CFS) Q2 (CFS)
A 13 3.18 10.6 8.0 3.3
B 21 0.09 0.5 0.4 0.2
C 31 0.69 3.2 2.5 1.1
D 43 3.38 11.1 8.6 3.5
E 58 8.09 19.8 14.9 5.8
TOTAL - 15.43 45.2 34.4 13.9
Summary Table: Proposed Conditions
SUB AREA NODE ACRES Q100 (CFS) Q25 (CFS) Q2 (CFS)
A 23 5.03 19.2 15.0 6.8
B 35 1.24 3.8 3.0 1.3
C 55 3.44 16.2 12.6 5.7
D 61 0.19 1.0 0.8 0.3
E (Lagoon) - 5.53 0.0 0.0 0.0
TOTAL - 15.43 40.2 31.4 14.1
PRELIMINARY HYDROLOGY REPORT November 2024
6
4206-001 Snug Harbor
As discussed previously, the proposed lagoon basins will not discharge to the storm drain system.
Therefore, this area is not included in the drainage, and will ultimately discharge to the sanitary sewer
system. Due to the 5.5-acre lagoon area not discharging to the storm drain system, the proposed
condition discharge rates do not exceed those of the existing condition. Since proposed condition peak
flows do not exceed existing condition peak flows, detention mitigation will not be required for this
project. Proposed water quality BMP’s will be evaluated and designed in accordance with applicable
codes. The water quality design is included in the WQMP for this project.
8.0 APPENDICES
Appendix 1 Storm Drain Atlas Maps
Appendix 2 Storm Drain As-Built Plans
Appendix 3 Soil Type Map
Appendix 4 Existing Condition Hydrology Calculations
Appendix 5 Existing Condition Hydrology Map
Appendix 6 Proposed Condition Hydrology Calculations
Appendix 7 Proposee Condition Hydrology Map
Appendix 8 FEMA Map
Appendix 9 Hydraulic Calculations
Appendix 1
Storm Drain Atlas Maps
Feet
Every reasonable effort has been made to assure the accuracy of the
data provided, however, The City of Newport Beach and its
employees and agents disclaim any and all responsibility from or
relating to any results obtained in its use.
Disclaimer:
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NOTICE
The drainage information has been prepared for information purposes only. The location, ownership,
facility information and limits have been determined from available information provided by public
agencies, but may not be exact, accurate, or up-to-date. The user of this information is
responsible for verifying exact location, ownership, accuracy, and the regional versus local
character of drainage facilities.
Additional information may be obtained from public plans and recorded deeds. Facility designations
included with this information are for convenience only and are not controlling or intended to
imply ownership by the County or the Orange County Flood Control District COCFCD). The information
is being provided as a courtesy and neither the County of Orange nor OCFCD assume any liabilities
for inaccuracy of the information.
To notify OC Public Works Flood Control Section of additions or corrections, please contact Sal
Gutierrez at {714) 647-3992 or by email at sal.gutierrez@ocpw.ocgov.com
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Appendix 2
Storm Drain As-Built Plans
Appendix 3
Soil Type Map
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Orange County and
Part of Riverside
County, California
Natural
Resources
Conservation
Service
July 31, 2024
USDA
~
NRCS
Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/
portal/nrcs/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil
Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?
cid=nrcs142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2
alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity
provider and employer.
3
Contents
Preface....................................................................................................................2
How Soil Surveys Are Made..................................................................................5
Soil Map..................................................................................................................8
Soil Map................................................................................................................9
Legend................................................................................................................10
Map Unit Legend................................................................................................12
Map Unit Descriptions........................................................................................12
Orange County and Part of Riverside County, California................................14
173—Myford sandy loam, 2 to 9 percent slopes.........................................14
174—Myford sandy loam, 2 to 9 percent slopes, eroded............................16
175—Myford sandy loam, 9 to 15 percent slopes.......................................17
177—Myford sandy loam, 9 to 30 percent slopes, eroded..........................18
178—Myford sandy loam, thick surface, 0 to 2 percent slopes...................20
210—Thapto-Histic Fluvaquents.................................................................21
218—Xeralfic arents, loamy, 9 to 15 percent slopes...................................23
References............................................................................................................25
4
How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil-vegetation-landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil
5
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil-landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil-landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field-observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
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identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
Custom Soil Resource Report
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Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
8
9
Custom Soil Resource Report
Soil Map
37
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417700 417800 417900 418000 418100 418200 418300 418400 418500 418600 418700
417700 417800 417900 418000 418100 418200 418300 418400 418500 418600 418700
33° 39' 42'' N
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33° 39' 18'' N
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Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84
0 250 500 1000 1500
Feet
0 50 100 200 300
Meters
Map Scale: 1:5,190 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Orange County and Part of Riverside County,
California
Survey Area Data: Version 17, Aug 30, 2023
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jan 17, 2023—Feb 8,
2023
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
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MAP LEGEND MAP INFORMATION
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
11
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
173 Myford sandy loam, 2 to 9
percent slopes
19.5 16.7%
174 Myford sandy loam, 2 to 9
percent slopes, eroded
0.5 0.4%
175 Myford sandy loam, 9 to 15
percent slopes
35.4 30.3%
177 Myford sandy loam, 9 to 30
percent slopes, eroded
2.7 2.3%
178 Myford sandy loam, thick
surface, 0 to 2 percent slopes
35.1 30.1%
210 Thapto-Histic Fluvaquents 17.1 14.7%
218 Xeralfic arents, loamy, 9 to 15
percent slopes
6.6 5.6%
Totals for Area of Interest 116.8 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
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components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
Custom Soil Resource Report
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Orange County and Part of Riverside County, California
173—Myford sandy loam, 2 to 9 percent slopes
Map Unit Setting
National map unit symbol: hcnl
Elevation: 0 to 1,560 feet
Mean annual precipitation: 11 to 18 inches
Mean annual air temperature: 62 to 65 degrees F
Frost-free period: 320 to 365 days
Farmland classification: Not prime farmland
Map Unit Composition
Myford and similar soils:75 percent
Minor components:25 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Myford
Setting
Landform:Terraces
Landform position (two-dimensional):Backslope
Landform position (three-dimensional):Tread
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Alluvium derived from sandstone
Typical profile
A1 - 0 to 1 inches: sandy loam
A2 - 1 to 4 inches: sandy loam
A3 - 4 to 12 inches: sandy loam
Bt1 - 12 to 18 inches: sandy clay
Bt2 - 18 to 28 inches: sandy clay loam
Btk1 - 28 to 35 inches: sandy clay loam
Btk2 - 35 to 41 inches: sandy clay loam
B't1 - 41 to 49 inches: sandy clay loam
B't2 - 49 to 61 inches: sandy clay loam
Bt3 - 61 to 71 inches: sandy clay loam
C - 71 to 79 inches: sandy loam
Properties and qualities
Slope:2 to 9 percent
Depth to restrictive feature:8 to 20 inches to abrupt textural change
Drainage class:Moderately well drained
Runoff class: High
Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20
to 0.60 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:5 percent
Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm)
Available water supply, 0 to 60 inches: Very low (about 1.5 inches)
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Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Ecological site: R019XD061CA - CLAYPAN
Hydric soil rating: No
Minor Components
Myford, thick surface
Percent of map unit:10 percent
Landform:Terraces
Landform position (two-dimensional):Backslope
Landform position (three-dimensional):Tread
Down-slope shape:Linear
Across-slope shape:Linear
Ecological site:R019XD061CA - CLAYPAN
Hydric soil rating: No
Capistrano
Percent of map unit:5 percent
Landform:Terraces
Landform position (two-dimensional):Backslope
Landform position (three-dimensional):Tread
Down-slope shape:Linear
Across-slope shape:Linear
Ecological site:R019XD029CA - LOAMY
Hydric soil rating: No
Yorba, gravelly sandy loam
Percent of map unit:5 percent
Landform:Terraces
Landform position (two-dimensional):Backslope
Landform position (three-dimensional):Tread
Down-slope shape:Linear
Across-slope shape:Linear
Ecological site:R019XD061CA - CLAYPAN
Hydric soil rating: No
Chesterton, loamy sand
Percent of map unit:3 percent
Landform:Terraces
Landform position (two-dimensional):Backslope
Landform position (three-dimensional):Tread
Down-slope shape:Linear
Across-slope shape:Linear
Ecological site:R019XD061CA - CLAYPAN
Hydric soil rating: No
Water
Percent of map unit:2 percent
Landform:Depressions
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174—Myford sandy loam, 2 to 9 percent slopes, eroded
Map Unit Setting
National map unit symbol: hcnm
Elevation: 20 to 1,070 feet
Mean annual precipitation: 11 to 17 inches
Mean annual air temperature: 63 to 65 degrees F
Frost-free period: 320 to 365 days
Farmland classification: Not prime farmland
Map Unit Composition
Myford, eroded, and similar soils:85 percent
Minor components:15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Myford, Eroded
Setting
Landform:Terraces
Landform position (two-dimensional):Backslope
Landform position (three-dimensional):Tread
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Alluvium derived from sandstone
Typical profile
A - 0 to 7 inches: sandy loam
Bt - 7 to 11 inches: sandy clay
Btk - 11 to 21 inches: sandy clay loam
B't - 21 to 64 inches: sandy clay loam
C - 64 to 79 inches: sandy loam
Properties and qualities
Slope:2 to 9 percent
Depth to restrictive feature:4 to 10 inches to abrupt textural change
Drainage class:Moderately well drained
Runoff class: High
Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20
to 0.60 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:5 percent
Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm)
Available water supply, 0 to 60 inches: Very low (about 0.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
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Ecological site: R019XD061CA - CLAYPAN
Hydric soil rating: No
Minor Components
Myford, sandy loam
Percent of map unit:10 percent
Landform:Terraces
Landform position (two-dimensional):Backslope
Landform position (three-dimensional):Tread
Down-slope shape:Linear
Across-slope shape:Linear
Hydric soil rating: No
Yorba, gravelly sandy loam
Percent of map unit:5 percent
Landform:Terraces
Landform position (two-dimensional):Backslope
Landform position (three-dimensional):Tread
Down-slope shape:Linear
Across-slope shape:Linear
Hydric soil rating: No
175—Myford sandy loam, 9 to 15 percent slopes
Map Unit Setting
National map unit symbol: hcnn
Elevation: 1,500 feet
Mean annual precipitation: 12 to 20 inches
Mean annual air temperature: 63 degrees F
Frost-free period: 270 to 350 days
Farmland classification: Not prime farmland
Map Unit Composition
Myford and similar soils:85 percent
Minor components:15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Myford
Setting
Landform:Terraces
Landform position (two-dimensional):Backslope
Landform position (three-dimensional):Riser
Down-slope shape:Concave
Across-slope shape:Linear
Parent material:Alluvium derived from mixed
Typical profile
H1 - 0 to 12 inches: sandy loam
H2 - 12 to 18 inches: sandy clay
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H3 - 18 to 28 inches: sandy clay loam
H4 - 28 to 71 inches: sandy clay loam
H5 - 71 to 79 inches: sandy loam
Properties and qualities
Slope:9 to 15 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Moderately well drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat):Very low to moderately
low (0.00 to 0.06 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:5 percent
Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm)
Available water supply, 0 to 60 inches: Very low (about 1.4 inches)
Interpretive groups
Land capability classification (irrigated): 4e
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: D
Ecological site: R019XD061CA - CLAYPAN
Hydric soil rating: No
Minor Components
Capistrano, sandy loam
Percent of map unit:5 percent
Hydric soil rating: No
Myford, sandy loam, eroded
Percent of map unit:5 percent
Hydric soil rating: No
Yorba, gravelly sandy loam
Percent of map unit:3 percent
Hydric soil rating: No
San andreas, sandy loam
Percent of map unit:2 percent
Hydric soil rating: No
177—Myford sandy loam, 9 to 30 percent slopes, eroded
Map Unit Setting
National map unit symbol: hcnq
Elevation: 0 to 2,100 feet
Mean annual precipitation: 11 to 18 inches
Mean annual air temperature: 62 to 65 degrees F
Frost-free period: 290 to 365 days
Farmland classification: Not prime farmland
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Map Unit Composition
Myford and similar soils:85 percent
Minor components:15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Myford
Setting
Landform:Terraces
Landform position (two-dimensional):Backslope
Landform position (three-dimensional):Riser
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Alluvium derived from sandstone
Typical profile
A - 0 to 7 inches: sandy loam
Bt - 7 to 11 inches: sandy clay
Btk - 11 to 21 inches: sandy clay loam
B't - 21 to 64 inches: sandy clay loam
C - 64 to 79 inches: sandy loam
Properties and qualities
Slope:9 to 30 percent
Depth to restrictive feature:4 to 10 inches to abrupt textural change
Drainage class:Moderately well drained
Runoff class: High
Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20
to 0.60 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:5 percent
Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm)
Available water supply, 0 to 60 inches: Very low (about 0.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: C
Ecological site: R019XD061CA - CLAYPAN
Hydric soil rating: No
Minor Components
Myford, sandy loam
Percent of map unit:10 percent
Landform:Terraces
Landform position (two-dimensional):Backslope
Landform position (three-dimensional):Riser
Down-slope shape:Linear
Across-slope shape:Linear
Ecological site:R019XD061CA - CLAYPAN
Hydric soil rating: No
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Cieneba, sandy loam
Percent of map unit:3 percent
Landform:Ridges
Landform position (two-dimensional):Summit
Landform position (three-dimensional):Crest
Down-slope shape:Convex
Across-slope shape:Convex
Ecological site:R019XD060CA - SHALLOW LOAMY
Hydric soil rating: No
Yorba, cobbly sandy loam
Percent of map unit:2 percent
Landform:Terraces
Landform position (two-dimensional):Backslope
Landform position (three-dimensional):Riser
Down-slope shape:Linear
Across-slope shape:Linear
Ecological site:R019XD061CA - CLAYPAN
Hydric soil rating: No
178—Myford sandy loam, thick surface, 0 to 2 percent slopes
Map Unit Setting
National map unit symbol: hcnr
Elevation: 1,500 feet
Mean annual precipitation: 12 to 20 inches
Mean annual air temperature: 63 degrees F
Frost-free period: 270 to 350 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Myford and similar soils:75 percent
Minor components:25 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Myford
Setting
Landform:Terraces
Landform position (two-dimensional):Summit
Landform position (three-dimensional):Riser
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Alluvium derived from mixed
Typical profile
H1 - 0 to 22 inches: sandy loam
H2 - 22 to 28 inches: sandy clay
H3 - 28 to 38 inches: sandy clay loam
H4 - 38 to 71 inches: sandy clay loam
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H5 - 71 to 79 inches: sandy loam
Properties and qualities
Slope:0 to 2 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Moderately well drained
Capacity of the most limiting layer to transmit water (Ksat):Very low to moderately
low (0.00 to 0.06 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Calcium carbonate, maximum content:5 percent
Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm)
Available water supply, 0 to 60 inches: Very low (about 2.6 inches)
Interpretive groups
Land capability classification (irrigated): 3s
Land capability classification (nonirrigated): 3s
Hydrologic Soil Group: D
Ecological site: R019XD061CA - CLAYPAN
Hydric soil rating: No
Minor Components
Myford, sandy loam
Percent of map unit:10 percent
Hydric soil rating: No
Myford, steeper sloping
Percent of map unit:5 percent
Hydric soil rating: No
Yorba, gravelly sandy loam
Percent of map unit:3 percent
Hydric soil rating: No
Chesterson, loamy sand
Percent of map unit:3 percent
Hydric soil rating: No
Capistrano, sandy loam
Percent of map unit:3 percent
Hydric soil rating: No
Unnamed, ponded
Percent of map unit:1 percent
Landform:Depressions
Hydric soil rating: Yes
210—Thapto-Histic Fluvaquents
Map Unit Setting
National map unit symbol: hcps
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Elevation: 20 feet
Mean annual precipitation: 15 inches
Mean annual air temperature: 59 degrees F
Frost-free period: 365 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Thapto-histic fluvaquents and similar soils:85 percent
Minor components:15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Thapto-histic Fluvaquents
Setting
Landform:Beach plains
Down-slope shape:Linear
Across-slope shape:Linear
Parent material:Organic material and/or mixed alluvium
Typical profile
Ap - 0 to 9 inches: mucky clay
A - 9 to 21 inches: mucky silty clay
2Oa - 21 to 56 inches: highly decomposed plant material
3C - 56 to 68 inches: silty clay loam
Properties and qualities
Slope:0 to 2 percent
Depth to restrictive feature:More than 80 inches
Capacity of the most limiting layer to transmit water (Ksat):Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table:About 24 to 42 inches
Frequency of flooding:Rare
Frequency of ponding:None
Calcium carbonate, maximum content:5 percent
Maximum salinity:Slightly saline to moderately saline (4.0 to 8.0 mmhos/cm)
Available water supply, 0 to 60 inches: High (about 11.8 inches)
Interpretive groups
Land capability classification (irrigated): 3w
Land capability classification (nonirrigated): 3w
Hydrologic Soil Group: D
Ecological site: R019XG902CA - Beaches
Hydric soil rating: Yes
Minor Components
Chino, silty clay loam
Percent of map unit:5 percent
Hydric soil rating: No
Unnamed, steeper soils
Percent of map unit:5 percent
Hydric soil rating: No
Bolsa, silty clay loam
Percent of map unit:2 percent
Hydric soil rating: No
Custom Soil Resource Report
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Bolsa, silt loam
Percent of map unit:2 percent
Hydric soil rating: No
Omni, clay
Percent of map unit:1 percent
Hydric soil rating: No
218—Xeralfic arents, loamy, 9 to 15 percent slopes
Map Unit Setting
National map unit symbol: hcq1
Elevation: 0 to 2,500 feet
Mean annual precipitation: 12 to 15 inches
Mean annual air temperature: 63 to 66 degrees F
Frost-free period: 365 days
Farmland classification: Not prime farmland
Map Unit Composition
Xeralfic arents and similar soils:85 percent
Minor components:15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Xeralfic Arents
Setting
Landform:Hills
Landform position (two-dimensional):Backslope
Landform position (three-dimensional):Side slope
Down-slope shape:Concave
Across-slope shape:Convex
Typical profile
H1 - 0 to 60 inches: variable
Properties and qualities
Slope:9 to 15 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Well drained
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Interpretive groups
Land capability classification (irrigated): None specified
Ecological site: F019XG913CA - Loamy Hills <30"ppt
Hydric soil rating: No
Custom Soil Resource Report
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Minor Components
Unnamed, undisturbed
Percent of map unit:15 percent
Hydric soil rating: No
Custom Soil Resource Report
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References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/national/soils/?cid=nrcs142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nrcs142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
25
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/soils/scientists/?cid=nrcs142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?
cid=nrcs142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf
Custom Soil Resource Report
26
Appendix 4
Existing Condition Hydrology Calculations
____________________________________________________________________________
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2016 Advanced Engineering Software (aes)
Ver. 23.0 Release Date: 07/01/2016 License ID 1355
Analysis prepared by:
Fuscoe Engineering, Inc.
15535 Sand Canyon Ave.
Suite 100
Irvine, CA 92618
************************** DESCRIPTION OF STUDY **************************
* SNUG HARBOR *
* EXISTING CONDITION *
* 2 YR *
**************************************************************************
FILE NAME: SNUG2EX.DAT
TIME/DATE OF STUDY: 16:49 08/06/2024
============================================================================
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================
--*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 2.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90
*DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD*
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== =======
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
+--------------------------------------------------------------------------+
| SUBAREA A |
| |
| |
+--------------------------------------------------------------------------+
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00
ELEVATION DATA: UPSTREAM(FEET) = 55.00 DOWNSTREAM(FEET) = 33.50
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.339
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.180
SUBAREA Tc AND LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
Existing 2-year hydrology
Page 1 of 14
COMMERCIAL D 0.88 0.20 0.100 57 5.34
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.71
TOTAL AREA(ACRES) = 0.88 PEAK FLOW RATE(CFS) = 1.71
****************************************************************************
FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 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.) = 5.34
RAINFALL INTENSITY(INCH/HR) = 2.18
AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 0.88
TOTAL STREAM AREA(ACRES) = 0.88
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.71
****************************************************************************
FLOW PROCESS FROM NODE 11.10 TO NODE 11.20 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00
ELEVATION DATA: UPSTREAM(FEET) = 63.00 DOWNSTREAM(FEET) = 62.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.862
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.533
SUBAREA Tc AND LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL D 0.67 0.20 0.100 57 9.86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 0.91
TOTAL AREA(ACRES) = 0.67 PEAK FLOW RATE(CFS) = 0.91
****************************************************************************
FLOW PROCESS FROM NODE 11.20 TO NODE 11.30 IS CODE = 91
----------------------------------------------------------------------------
>>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<<
============================================================================
UPSTREAM NODE ELEVATION(FEET) = 62.00
DOWNSTREAM NODE ELEVATION(FEET) = 55.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 173.00
"V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.160
PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000
MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.476
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.78 0.20 0.100 57
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.42
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.29
AVERAGE FLOW DEPTH(FEET) = 0.19 FLOOD WIDTH(FEET) = 4.62
"V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 10.53
SUBAREA AREA(ACRES) = 0.78 SUBAREA RUNOFF(CFS) = 1.02
EFFECTIVE AREA(ACRES) = 1.45 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10
Existing 2-year hydrology
Page 2 of 14
TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 1.90
END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH(FEET) = 0.20 FLOOD WIDTH(FEET) = 6.42
FLOW VELOCITY(FEET/SEC.) = 4.41 DEPTH*VELOCITY(FT*FT/SEC) = 0.90
LONGEST FLOWPATH FROM NODE 11.10 TO NODE 11.30 = 503.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 11.30 TO NODE 11.40 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 55.00 DOWNSTREAM(FEET) = 38.00
FLOW LENGTH(FEET) = 52.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 36.0 INCH PIPE IS 2.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.25
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.90
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 10.61
LONGEST FLOWPATH FROM NODE 11.10 TO NODE 11.40 = 555.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 11.40 TO NODE 11.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 38.00 DOWNSTREAM(FEET) = 33.50
CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00 CHANNEL SLOPE = 0.0300
CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 0.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 10.00
CHANNEL FLOW THRU SUBAREA(CFS) = 1.90
FLOW VELOCITY(FEET/SEC.) = 2.51 FLOW DEPTH(FEET) = 0.05
TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 11.60
LONGEST FLOWPATH FROM NODE 11.10 TO NODE 11.00 = 705.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 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.) = 11.60
RAINFALL INTENSITY(INCH/HR) = 1.40
AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.45
TOTAL STREAM AREA(ACRES) = 1.45
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.90
****************************************************************************
FLOW PROCESS FROM NODE 11.50 TO NODE 11.60 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 265.00
ELEVATION DATA: UPSTREAM(FEET) = 62.00 DOWNSTREAM(FEET) = 55.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.859
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.067
SUBAREA Tc AND LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL D 0.46 0.20 0.100 57 5.86
Existing 2-year hydrology
Page 3 of 14
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 0.85
TOTAL AREA(ACRES) = 0.46 PEAK FLOW RATE(CFS) = 0.85
****************************************************************************
FLOW PROCESS FROM NODE 11.60 TO NODE 11.70 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 53.00 DOWNSTREAM(FEET) = 38.00
FLOW LENGTH(FEET) = 52.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.70
GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.85
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 5.93
LONGEST FLOWPATH FROM NODE 11.50 TO NODE 11.70 = 317.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 11.70 TO NODE 11.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 38.00 DOWNSTREAM(FEET) = 33.50
CHANNEL LENGTH THRU SUBAREA(FEET) = 143.00 CHANNEL SLOPE = 0.0315
CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 0.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 10.00
CHANNEL FLOW THRU SUBAREA(CFS) = 0.85
FLOW VELOCITY(FEET/SEC.) = 1.69 FLOW DEPTH(FEET) = 0.03
TRAVEL TIME(MIN.) = 1.41 Tc(MIN.) = 7.34
LONGEST FLOWPATH FROM NODE 11.50 TO NODE 11.00 = 460.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 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.) = 7.34
RAINFALL INTENSITY(INCH/HR) = 1.82
AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 0.46
TOTAL STREAM AREA(ACRES) = 0.46
PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.85
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 1.71 5.34 2.180 0.20( 0.02) 0.10 0.9 10.00
2 1.90 11.60 1.396 0.20( 0.02) 0.10 1.5 11.10
3 0.85 7.34 1.817 0.20( 0.02) 0.10 0.5 11.50
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 3.82 5.34 2.180 0.20( 0.02) 0.10 1.9 10.00
2 3.84 7.34 1.817 0.20( 0.02) 0.10 2.3 11.50
3 3.64 11.60 1.396 0.20( 0.02) 0.10 2.8 11.10
Existing 2-year hydrology
Page 4 of 14
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 3.84 Tc(MIN.) = 7.34
EFFECTIVE AREA(ACRES) = 2.26 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.8
LONGEST FLOWPATH FROM NODE 11.10 TO NODE 11.00 = 705.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 33.50 DOWNSTREAM(FEET) = 29.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 174.00 CHANNEL SLOPE = 0.0259
CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 0.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.695
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.24 0.20 0.100 57
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.02
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.09
AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 0.94
Tc(MIN.) = 8.27
SUBAREA AREA(ACRES) = 0.24 SUBAREA RUNOFF(CFS) = 0.36
EFFECTIVE AREA(ACRES) = 2.50 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 3.0 PEAK FLOW RATE(CFS) = 3.84
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.09 FLOW VELOCITY(FEET/SEC.) = 2.95
LONGEST FLOWPATH FROM NODE 11.10 TO NODE 12.00 = 879.00 FEET.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 3.82 6.27 1.987 0.20( 0.02) 0.10 2.1 10.00
2 3.84 8.27 1.695 0.20( 0.02) 0.10 2.5 11.50
3 3.64 12.54 1.336 0.20( 0.02) 0.10 3.0 11.10
NEW PEAK FLOW DATA ARE:
PEAK FLOW RATE(CFS) = 3.84 Tc(MIN.) = 8.27
AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.10 EFFECTIVE AREA(ACRES) = 2.50
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 8.27
RAINFALL INTENSITY(INCH/HR) = 1.70
AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 2.50
TOTAL STREAM AREA(ACRES) = 3.03
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.84
****************************************************************************
FLOW PROCESS FROM NODE 12.10 TO NODE 12.20 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
Existing 2-year hydrology
Page 5 of 14
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 270.00
ELEVATION DATA: UPSTREAM(FEET) = 58.00 DOWNSTREAM(FEET) = 54.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.626
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.926
SUBAREA Tc AND LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 2.03 0.25 0.100 50 6.63
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 3.47
TOTAL AREA(ACRES) = 2.03 PEAK FLOW RATE(CFS) = 3.47
****************************************************************************
FLOW PROCESS FROM NODE 12.20 TO NODE 12.30 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 52.00 DOWNSTREAM(FEET) = 45.00
FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 17.69
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.47
PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 6.81
LONGEST FLOWPATH FROM NODE 12.10 TO NODE 12.30 = 470.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 12.30 TO NODE 12.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 45.00 DOWNSTREAM(FEET) = 29.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 350.00 CHANNEL SLOPE = 0.0457
CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 0.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.683
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 1.26 0.20 0.100 57
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.42
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.72
AVERAGE FLOW DEPTH(FEET) = 0.08 TRAVEL TIME(MIN.) = 1.57
Tc(MIN.) = 8.38
SUBAREA AREA(ACRES) = 1.26 SUBAREA RUNOFF(CFS) = 1.89
EFFECTIVE AREA(ACRES) = 3.29 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 3.3 PEAK FLOW RATE(CFS) = 4.91
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.08 FLOW VELOCITY(FEET/SEC.) = 4.04
LONGEST FLOWPATH FROM NODE 12.10 TO NODE 12.00 = 820.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
Existing 2-year hydrology
Page 6 of 14
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 8.38
RAINFALL INTENSITY(INCH/HR) = 1.68
AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.23
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 3.29
TOTAL STREAM AREA(ACRES) = 3.29
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.91
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 3.82 6.27 1.987 0.20( 0.02) 0.10 2.1 10.00
1 3.84 8.27 1.695 0.20( 0.02) 0.10 2.5 11.50
1 3.64 12.54 1.336 0.20( 0.02) 0.10 3.0 11.10
2 4.91 8.38 1.683 0.23( 0.02) 0.10 3.3 12.10
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 8.18 6.27 1.987 0.22( 0.02) 0.10 4.6 10.00
2 8.73 8.27 1.695 0.22( 0.02) 0.10 5.7 11.50
3 8.75 8.38 1.683 0.22( 0.02) 0.10 5.8 12.10
4 7.53 12.54 1.336 0.22( 0.02) 0.10 6.3 11.10
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 8.75 Tc(MIN.) = 8.38
EFFECTIVE AREA(ACRES) = 5.80 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 6.3
LONGEST FLOWPATH FROM NODE 11.10 TO NODE 12.00 = 879.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 29.00 DOWNSTREAM(FEET) = 26.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 134.00 CHANNEL SLOPE = 0.0224
CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 0.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.624
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.80 0.20 0.100 57
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.32
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.15
AVERAGE FLOW DEPTH(FEET) = 0.15 TRAVEL TIME(MIN.) = 0.54
Tc(MIN.) = 8.92
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.15
EFFECTIVE AREA(ACRES) = 6.60 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 7.1 PEAK FLOW RATE(CFS) = 9.52
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.15 FLOW VELOCITY(FEET/SEC.) = 4.24
LONGEST FLOWPATH FROM NODE 11.10 TO NODE 13.00 = 1013.00 FEET.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
Existing 2-year hydrology
Page 7 of 14
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 9.07 6.83 1.892 0.21( 0.02) 0.10 5.4 10.00
2 9.50 8.81 1.635 0.22( 0.02) 0.10 6.5 11.50
3 9.52 8.92 1.624 0.22( 0.02) 0.10 6.6 12.10
4 8.21 13.10 1.302 0.21( 0.02) 0.10 7.1 11.10
NEW PEAK FLOW DATA ARE:
PEAK FLOW RATE(CFS) = 9.52 Tc(MIN.) = 8.92
AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.22
AREA-AVERAGED Ap = 0.10 EFFECTIVE AREA(ACRES) = 6.60
+--------------------------------------------------------------------------+
| SUBAREA B |
| |
| |
+--------------------------------------------------------------------------+
****************************************************************************
FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 122.00
ELEVATION DATA: UPSTREAM(FEET) = 30.00 DOWNSTREAM(FEET) = 15.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.264
SUBAREA Tc AND LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL D 0.09 0.20 0.100 57 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 0.18
TOTAL AREA(ACRES) = 0.09 PEAK FLOW RATE(CFS) = 0.18
+--------------------------------------------------------------------------+
| SUBAREA C |
| |
| |
+--------------------------------------------------------------------------+
****************************************************************************
FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 266.00
ELEVATION DATA: UPSTREAM(FEET) = 31.00 DOWNSTREAM(FEET) = 22.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.870
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.886
SUBAREA Tc AND LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
RESIDENTIAL
"8-10 DWELLINGS/ACRE" D 0.69 0.20 0.400 57 6.87
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400
SUBAREA RUNOFF(CFS) = 1.12
TOTAL AREA(ACRES) = 0.69 PEAK FLOW RATE(CFS) = 1.12
+--------------------------------------------------------------------------+
| SUBAREA D |
| |
| |
Existing 2-year hydrology
Page 8 of 14
+--------------------------------------------------------------------------+
****************************************************************************
FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 278.00
ELEVATION DATA: UPSTREAM(FEET) = 54.00 DOWNSTREAM(FEET) = 31.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.038
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.437
SUBAREA Tc AND LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
URBAN FAIR COVER
"TURF" C 2.13 0.25 1.000 59 11.04
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 2.28
TOTAL AREA(ACRES) = 2.13 PEAK FLOW RATE(CFS) = 2.28
****************************************************************************
FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 29.00 DOWNSTREAM(FEET) = 21.40
FLOW LENGTH(FEET) = 218.00 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.52
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.28
PIPE TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 11.60
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 42.00 = 496.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 11.60
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.397
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
URBAN FAIR COVER
"TURF" D 1.25 0.20 1.000 66
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 1.35
EFFECTIVE AREA(ACRES) = 3.38 AREA-AVERAGED Fm(INCH/HR) = 0.23
AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 3.4 PEAK FLOW RATE(CFS) = 3.54
****************************************************************************
FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 21.40 DOWNSTREAM(FEET) = 18.00
FLOW LENGTH(FEET) = 354.00 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.15
Existing 2-year hydrology
Page 9 of 14
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.54
PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 12.18
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 43.00 = 850.00 FEET.
+--------------------------------------------------------------------------+
| SUBAREA E |
| |
| |
+--------------------------------------------------------------------------+
****************************************************************************
FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 150.00
ELEVATION DATA: UPSTREAM(FEET) = 27.00 DOWNSTREAM(FEET) = 18.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.196
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.596
SUBAREA Tc AND LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
URBAN FAIR COVER
"TURF" D 0.36 0.20 1.000 66 9.20
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 0.45
TOTAL AREA(ACRES) = 0.36 PEAK FLOW RATE(CFS) = 0.45
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 18.00 DOWNSTREAM(FEET) = 17.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 161.00 CHANNEL SLOPE = 0.0062
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.385
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
URBAN FAIR COVER
"TURF" D 0.72 0.20 1.000 66
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.84
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.04
AVERAGE FLOW DEPTH(FEET) = 0.15 TRAVEL TIME(MIN.) = 2.58
Tc(MIN.) = 11.77
SUBAREA AREA(ACRES) = 0.72 SUBAREA RUNOFF(CFS) = 0.77
EFFECTIVE AREA(ACRES) = 1.08 AREA-AVERAGED Fm(INCH/HR) = 0.20
AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 1.15
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.18 FLOW VELOCITY(FEET/SEC.) = 1.17
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 52.00 = 311.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 52.00 TO NODE 52.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
Existing 2-year hydrology
Page 10 of 14
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 11.77
RAINFALL INTENSITY(INCH/HR) = 1.38
AREA-AVERAGED Fm(INCH/HR) = 0.20
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 1.00
EFFECTIVE STREAM AREA(ACRES) = 1.08
TOTAL STREAM AREA(ACRES) = 1.08
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.15
****************************************************************************
FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00
ELEVATION DATA: UPSTREAM(FEET) = 54.00 DOWNSTREAM(FEET) = 37.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.996
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.308
SUBAREA Tc AND LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
URBAN FAIR COVER
"TURF" C 1.20 0.25 1.000 59 13.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 1.14
TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 1.14
****************************************************************************
FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 37.00 DOWNSTREAM(FEET) = 32.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 204.00 CHANNEL SLOPE = 0.0245
CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 0.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.191
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
URBAN FAIR COVER
"TURF" C 1.80 0.25 1.000 59
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.91
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.46
AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 2.32
Tc(MIN.) = 15.32
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 1.52
EFFECTIVE AREA(ACRES) = 3.00 AREA-AVERAGED Fm(INCH/HR) = 0.25
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 3.0 PEAK FLOW RATE(CFS) = 2.54
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.10 FLOW VELOCITY(FEET/SEC.) = 1.66
LONGEST FLOWPATH FROM NODE 53.00 TO NODE 55.00 = 534.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
Existing 2-year hydrology
Page 11 of 14
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 32.00 DOWNSTREAM(FEET) = 19.50
CHANNEL LENGTH THRU SUBAREA(FEET) = 261.00 CHANNEL SLOPE = 0.0479
CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 0.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.110
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
URBAN FAIR COVER
"TURF" D 1.35 0.20 1.000 66
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.09
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.18
AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 1.99
Tc(MIN.) = 17.31
SUBAREA AREA(ACRES) = 1.35 SUBAREA RUNOFF(CFS) = 1.11
EFFECTIVE AREA(ACRES) = 4.35 AREA-AVERAGED Fm(INCH/HR) = 0.23
AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 4.3 PEAK FLOW RATE(CFS) = 3.43
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.10 FLOW VELOCITY(FEET/SEC.) = 2.24
LONGEST FLOWPATH FROM NODE 53.00 TO NODE 56.00 = 795.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 56.00 TO NODE 52.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 19.50 DOWNSTREAM(FEET) = 17.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 110.00 CHANNEL SLOPE = 0.0227
CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 0.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
CHANNEL FLOW THRU SUBAREA(CFS) = 3.43
FLOW VELOCITY(FEET/SEC.) = 1.83 FLOW DEPTH(FEET) = 0.12
TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 18.31
LONGEST FLOWPATH FROM NODE 53.00 TO NODE 52.00 = 905.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 52.00 TO NODE 52.00 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.) = 18.31
RAINFALL INTENSITY(INCH/HR) = 1.07
AREA-AVERAGED Fm(INCH/HR) = 0.23
AREA-AVERAGED Fp(INCH/HR) = 0.23
AREA-AVERAGED Ap = 1.00
EFFECTIVE STREAM AREA(ACRES) = 4.35
TOTAL STREAM AREA(ACRES) = 4.35
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.43
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 1.15 11.77 1.385 0.20( 0.20) 1.00 1.1 50.00
2 3.43 18.31 1.075 0.23( 0.23) 1.00 4.3 53.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
Existing 2-year hydrology
Page 12 of 14
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 4.17 11.77 1.385 0.22( 0.22) 1.00 3.9 50.00
2 4.28 18.31 1.075 0.23( 0.23) 1.00 5.4 53.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 4.28 Tc(MIN.) = 18.31
EFFECTIVE AREA(ACRES) = 5.43 AREA-AVERAGED Fm(INCH/HR) = 0.23
AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 5.4
LONGEST FLOWPATH FROM NODE 53.00 TO NODE 52.00 = 905.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 52.00 TO NODE 57.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 17.00 DOWNSTREAM(FEET) = 16.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 253.00 CHANNEL SLOPE = 0.0040
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 0.997
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
URBAN FAIR COVER
"TURF" D 1.44 0.20 1.000 66
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.79
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.65
AVERAGE FLOW DEPTH(FEET) = 0.47 TRAVEL TIME(MIN.) = 2.55
Tc(MIN.) = 20.87
SUBAREA AREA(ACRES) = 1.44 SUBAREA RUNOFF(CFS) = 1.03
EFFECTIVE AREA(ACRES) = 6.87 AREA-AVERAGED Fm(INCH/HR) = 0.22
AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 6.9 PEAK FLOW RATE(CFS) = 4.79
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.47 FLOW VELOCITY(FEET/SEC.) = 1.65
LONGEST FLOWPATH FROM NODE 53.00 TO NODE 57.00 = 1158.00 FEET.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 4.87 14.34 1.236 0.22( 0.22) 1.00 5.3 50.00
2 4.79 20.87 0.997 0.22( 0.22) 1.00 6.9 53.00
NEW PEAK FLOW DATA ARE:
PEAK FLOW RATE(CFS) = 4.87 Tc(MIN.) = 14.34
AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.22
AREA-AVERAGED Ap = 1.00 EFFECTIVE AREA(ACRES) = 5.32
****************************************************************************
FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 16.00 DOWNSTREAM(FEET) = 15.50
CHANNEL LENGTH THRU SUBAREA(FEET) = 107.00 CHANNEL SLOPE = 0.0047
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.190
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
URBAN FAIR COVER
"TURF" D 1.22 0.20 1.000 66
Existing 2-year hydrology
Page 13 of 14
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.42
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.80
AVERAGE FLOW DEPTH(FEET) = 0.48 TRAVEL TIME(MIN.) = 0.99
Tc(MIN.) = 15.33
SUBAREA AREA(ACRES) = 1.22 SUBAREA RUNOFF(CFS) = 1.09
EFFECTIVE AREA(ACRES) = 6.54 AREA-AVERAGED Fm(INCH/HR) = 0.21
AREA-AVERAGED Fp(INCH/HR) = 0.21 AREA-AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 8.1 PEAK FLOW RATE(CFS) = 5.74
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.50 FLOW VELOCITY(FEET/SEC.) = 1.84
LONGEST FLOWPATH FROM NODE 53.00 TO NODE 58.00 = 1265.00 FEET.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 5.74 15.33 1.190 0.21( 0.21) 1.00 6.5 50.00
2 5.48 21.86 0.971 0.22( 0.22) 1.00 8.1 53.00
NEW PEAK FLOW DATA ARE:
PEAK FLOW RATE(CFS) = 5.74 Tc(MIN.) = 15.33
AREA-AVERAGED Fm(INCH/HR) = 0.21 AREA-AVERAGED Fp(INCH/HR) = 0.21
AREA-AVERAGED Ap = 1.00 EFFECTIVE AREA(ACRES) = 6.54
============================================================================
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 8.1 TC(MIN.) = 15.33
EFFECTIVE AREA(ACRES) = 6.54 AREA-AVERAGED Fm(INCH/HR)= 0.21
AREA-AVERAGED Fp(INCH/HR) = 0.21 AREA-AVERAGED Ap = 1.000
PEAK FLOW RATE(CFS) = 5.74
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 5.74 15.33 1.190 0.21( 0.21) 1.00 6.5 50.00
2 5.48 21.86 0.971 0.22( 0.22) 1.00 8.1 53.00
============================================================================
============================================================================
END OF RATIONAL METHOD ANALYSIS
Existing 2-year hydrology
Page 14 of 14
____________________________________________________________________________
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2016 Advanced Engineering Software (aes)
Ver. 23.0 Release Date: 07/01/2016 License ID 1355
Analysis prepared by:
Fuscoe Engineering, Inc.
15535 Sand Canyon Ave.
Suite 100
Irvine, CA 92618
************************** DESCRIPTION OF STUDY **************************
* SNUG HARBOR *
* EXISTING CONDITION *
* 25 YR *
**************************************************************************
FILE NAME: SNUG2EX.DAT
TIME/DATE OF STUDY: 16:51 08/06/2024
============================================================================
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================
--*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90
*DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD*
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== =======
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
+--------------------------------------------------------------------------+
| SUBAREA A |
| |
| |
+--------------------------------------------------------------------------+
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00
ELEVATION DATA: UPSTREAM(FEET) = 55.00 DOWNSTREAM(FEET) = 33.50
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.339
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.648
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
25-year existing hydrology
Page 1 of 14
COMMERCIAL D 0.88 0.20 0.100 75 5.34
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 3.67
TOTAL AREA(ACRES) = 0.88 PEAK FLOW RATE(CFS) = 3.67
****************************************************************************
FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 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.) = 5.34
RAINFALL INTENSITY(INCH/HR) = 4.65
AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 0.88
TOTAL STREAM AREA(ACRES) = 0.88
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.67
****************************************************************************
FLOW PROCESS FROM NODE 11.10 TO NODE 11.20 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00
ELEVATION DATA: UPSTREAM(FEET) = 63.00 DOWNSTREAM(FEET) = 62.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.862
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.284
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL D 0.67 0.20 0.100 75 9.86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.97
TOTAL AREA(ACRES) = 0.67 PEAK FLOW RATE(CFS) = 1.97
****************************************************************************
FLOW PROCESS FROM NODE 11.20 TO NODE 11.30 IS CODE = 91
----------------------------------------------------------------------------
>>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<<
============================================================================
UPSTREAM NODE ELEVATION(FEET) = 62.00
DOWNSTREAM NODE ELEVATION(FEET) = 55.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 173.00
"V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.160
PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000
MAXIMUM DEPTH(FEET) = 10.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.170
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.78 0.20 0.100 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.07
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.52
AVERAGE FLOW DEPTH(FEET) = 0.24 FLOOD WIDTH(FEET) = 9.54
"V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = 10.50
SUBAREA AREA(ACRES) = 0.78 SUBAREA RUNOFF(CFS) = 2.21
EFFECTIVE AREA(ACRES) = 1.45 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10
25-year existing hydrology
Page 2 of 14
TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 4.11
END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH(FEET) = 0.25 FLOOD WIDTH(FEET) = 11.46
FLOW VELOCITY(FEET/SEC.) = 4.66 DEPTH*VELOCITY(FT*FT/SEC) = 1.19
LONGEST FLOWPATH FROM NODE 11.10 TO NODE 11.30 = 503.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 11.30 TO NODE 11.40 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 55.00 DOWNSTREAM(FEET) = 38.00
FLOW LENGTH(FEET) = 52.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 36.0 INCH PIPE IS 2.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 15.45
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 4.11
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 10.56
LONGEST FLOWPATH FROM NODE 11.10 TO NODE 11.40 = 555.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 11.40 TO NODE 11.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 38.00 DOWNSTREAM(FEET) = 33.50
CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00 CHANNEL SLOPE = 0.0300
CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 0.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 10.00
CHANNEL FLOW THRU SUBAREA(CFS) = 4.11
FLOW VELOCITY(FEET/SEC.) = 3.16 FLOW DEPTH(FEET) = 0.09
TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) = 11.35
LONGEST FLOWPATH FROM NODE 11.10 TO NODE 11.00 = 705.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 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.) = 11.35
RAINFALL INTENSITY(INCH/HR) = 3.03
AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.45
TOTAL STREAM AREA(ACRES) = 1.45
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.11
****************************************************************************
FLOW PROCESS FROM NODE 11.50 TO NODE 11.60 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 265.00
ELEVATION DATA: UPSTREAM(FEET) = 62.00 DOWNSTREAM(FEET) = 55.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.859
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.410
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL D 0.46 0.20 0.100 75 5.86
25-year existing hydrology
Page 3 of 14
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.82
TOTAL AREA(ACRES) = 0.46 PEAK FLOW RATE(CFS) = 1.82
****************************************************************************
FLOW PROCESS FROM NODE 11.60 TO NODE 11.70 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 53.00 DOWNSTREAM(FEET) = 38.00
FLOW LENGTH(FEET) = 52.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 15.43
GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.82
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 5.91
LONGEST FLOWPATH FROM NODE 11.50 TO NODE 11.70 = 317.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 11.70 TO NODE 11.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 38.00 DOWNSTREAM(FEET) = 33.50
CHANNEL LENGTH THRU SUBAREA(FEET) = 143.00 CHANNEL SLOPE = 0.0315
CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 0.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 10.00
CHANNEL FLOW THRU SUBAREA(CFS) = 1.82
FLOW VELOCITY(FEET/SEC.) = 2.40 FLOW DEPTH(FEET) = 0.05
TRAVEL TIME(MIN.) = 0.99 Tc(MIN.) = 6.91
LONGEST FLOWPATH FROM NODE 11.50 TO NODE 11.00 = 460.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 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.) = 6.91
RAINFALL INTENSITY(INCH/HR) = 4.02
AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 0.46
TOTAL STREAM AREA(ACRES) = 0.46
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.82
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 3.67 5.34 4.648 0.20( 0.02) 0.10 0.9 10.00
2 4.11 11.35 3.033 0.20( 0.02) 0.10 1.5 11.10
3 1.82 6.91 4.017 0.20( 0.02) 0.10 0.5 11.50
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 8.26 5.34 4.648 0.20( 0.02) 0.10 1.9 10.00
2 8.30 6.91 4.017 0.20( 0.02) 0.10 2.2 11.50
3 7.87 11.35 3.033 0.20( 0.02) 0.10 2.8 11.10
25-year existing hydrology
Page 4 of 14
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 8.30 Tc(MIN.) = 6.91
EFFECTIVE AREA(ACRES) = 2.22 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.8
LONGEST FLOWPATH FROM NODE 11.10 TO NODE 11.00 = 705.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 33.50 DOWNSTREAM(FEET) = 29.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 174.00 CHANNEL SLOPE = 0.0259
CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 0.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 10.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.803
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.24 0.20 0.100 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.71
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.14
AVERAGE FLOW DEPTH(FEET) = 0.14 TRAVEL TIME(MIN.) = 0.70
Tc(MIN.) = 7.61
SUBAREA AREA(ACRES) = 0.24 SUBAREA RUNOFF(CFS) = 0.82
EFFECTIVE AREA(ACRES) = 2.46 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 3.0 PEAK FLOW RATE(CFS) = 8.39
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.13 FLOW VELOCITY(FEET/SEC.) = 4.16
LONGEST FLOWPATH FROM NODE 11.10 TO NODE 12.00 = 879.00 FEET.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 8.38 6.04 4.335 0.20( 0.02) 0.10 2.2 10.00
2 8.39 7.61 3.803 0.20( 0.02) 0.10 2.5 11.50
3 7.94 12.05 2.932 0.20( 0.02) 0.10 3.0 11.10
NEW PEAK FLOW DATA ARE:
PEAK FLOW RATE(CFS) = 8.39 Tc(MIN.) = 7.61
AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.10 EFFECTIVE AREA(ACRES) = 2.46
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.61
RAINFALL INTENSITY(INCH/HR) = 3.80
AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 2.46
TOTAL STREAM AREA(ACRES) = 3.03
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.39
****************************************************************************
FLOW PROCESS FROM NODE 12.10 TO NODE 12.20 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
25-year existing hydrology
Page 5 of 14
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 270.00
ELEVATION DATA: UPSTREAM(FEET) = 58.00 DOWNSTREAM(FEET) = 54.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.626
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.113
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 2.03 0.25 0.100 69 6.63
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 7.47
TOTAL AREA(ACRES) = 2.03 PEAK FLOW RATE(CFS) = 7.47
****************************************************************************
FLOW PROCESS FROM NODE 12.20 TO NODE 12.30 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 52.00 DOWNSTREAM(FEET) = 45.00
FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 38.04
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 7.47
PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 6.71
LONGEST FLOWPATH FROM NODE 12.10 TO NODE 12.30 = 470.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 12.30 TO NODE 12.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 45.00 DOWNSTREAM(FEET) = 29.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 350.00 CHANNEL SLOPE = 0.0457
CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 0.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 10.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.735
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 1.26 0.20 0.100 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.58
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.11
AVERAGE FLOW DEPTH(FEET) = 0.12 TRAVEL TIME(MIN.) = 1.14
Tc(MIN.) = 7.86
SUBAREA AREA(ACRES) = 1.26 SUBAREA RUNOFF(CFS) = 4.21
EFFECTIVE AREA(ACRES) = 3.29 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 3.3 PEAK FLOW RATE(CFS) = 10.99
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.13 FLOW VELOCITY(FEET/SEC.) = 5.45
LONGEST FLOWPATH FROM NODE 12.10 TO NODE 12.00 = 820.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
25-year existing hydrology
Page 6 of 14
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 7.86
RAINFALL INTENSITY(INCH/HR) = 3.74
AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.23
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 3.29
TOTAL STREAM AREA(ACRES) = 3.29
PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.99
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 8.38 6.04 4.335 0.20( 0.02) 0.10 2.2 10.00
1 8.39 7.61 3.803 0.20( 0.02) 0.10 2.5 11.50
1 7.94 12.05 2.932 0.20( 0.02) 0.10 3.0 11.10
2 10.99 7.86 3.735 0.23( 0.02) 0.10 3.3 12.10
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 18.19 6.04 4.335 0.22( 0.02) 0.10 4.7 10.00
2 19.23 7.61 3.803 0.22( 0.02) 0.10 5.6 11.50
3 19.35 7.86 3.735 0.22( 0.02) 0.10 5.8 12.10
4 16.55 12.05 2.932 0.22( 0.02) 0.10 6.3 11.10
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 19.35 Tc(MIN.) = 7.86
EFFECTIVE AREA(ACRES) = 5.78 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 6.3
LONGEST FLOWPATH FROM NODE 11.10 TO NODE 12.00 = 879.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 29.00 DOWNSTREAM(FEET) = 26.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 134.00 CHANNEL SLOPE = 0.0224
CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 0.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 10.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.634
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.80 0.20 0.100 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.65
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.71
AVERAGE FLOW DEPTH(FEET) = 0.24 TRAVEL TIME(MIN.) = 0.39
Tc(MIN.) = 8.25
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.60
EFFECTIVE AREA(ACRES) = 6.58 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 7.1 PEAK FLOW RATE(CFS) = 21.41
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.25 FLOW VELOCITY(FEET/SEC.) = 5.73
LONGEST FLOWPATH FROM NODE 11.10 TO NODE 13.00 = 1013.00 FEET.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
25-year existing hydrology
Page 7 of 14
1 20.54 6.44 4.182 0.21( 0.02) 0.10 5.5 10.00
2 21.33 8.00 3.696 0.22( 0.02) 0.10 6.4 11.50
3 21.41 8.25 3.634 0.22( 0.02) 0.10 6.6 12.10
4 18.29 12.47 2.876 0.21( 0.02) 0.10 7.1 11.10
NEW PEAK FLOW DATA ARE:
PEAK FLOW RATE(CFS) = 21.41 Tc(MIN.) = 8.25
AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.22
AREA-AVERAGED Ap = 0.10 EFFECTIVE AREA(ACRES) = 6.58
+--------------------------------------------------------------------------+
| SUBAREA B |
| |
| |
+--------------------------------------------------------------------------+
****************************************************************************
FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 122.00
ELEVATION DATA: UPSTREAM(FEET) = 30.00 DOWNSTREAM(FEET) = 15.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.824
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL D 0.09 0.20 0.100 75 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 0.39
TOTAL AREA(ACRES) = 0.09 PEAK FLOW RATE(CFS) = 0.39
+--------------------------------------------------------------------------+
| SUBAREA C |
| |
| |
+--------------------------------------------------------------------------+
****************************************************************************
FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 266.00
ELEVATION DATA: UPSTREAM(FEET) = 31.00 DOWNSTREAM(FEET) = 22.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.870
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.030
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
RESIDENTIAL
"8-10 DWELLINGS/ACRE" D 0.69 0.20 0.400 75 6.87
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400
SUBAREA RUNOFF(CFS) = 2.45
TOTAL AREA(ACRES) = 0.69 PEAK FLOW RATE(CFS) = 2.45
+--------------------------------------------------------------------------+
| SUBAREA D |
| |
| |
+--------------------------------------------------------------------------+
25-year existing hydrology
Page 8 of 14
****************************************************************************
FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 278.00
ELEVATION DATA: UPSTREAM(FEET) = 54.00 DOWNSTREAM(FEET) = 31.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.038
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.081
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
URBAN FAIR COVER
"TURF" C 2.13 0.25 1.000 77 11.04
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 5.43
TOTAL AREA(ACRES) = 2.13 PEAK FLOW RATE(CFS) = 5.43
****************************************************************************
FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 29.00 DOWNSTREAM(FEET) = 21.40
FLOW LENGTH(FEET) = 218.00 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 15.55
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 5.43
PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 11.27
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 42.00 = 496.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 11.27
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.045
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
URBAN FAIR COVER
"TURF" D 1.25 0.20 1.000 82
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 3.20
EFFECTIVE AREA(ACRES) = 3.38 AREA-AVERAGED Fm(INCH/HR) = 0.23
AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 3.4 PEAK FLOW RATE(CFS) = 8.56
****************************************************************************
FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 21.40 DOWNSTREAM(FEET) = 18.00
FLOW LENGTH(FEET) = 354.00 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 24.52
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
25-year existing hydrology
Page 9 of 14
GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 8.56
PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 11.51
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 43.00 = 850.00 FEET.
+--------------------------------------------------------------------------+
| SUBAREA E |
| |
| |
+--------------------------------------------------------------------------+
****************************************************************************
FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 150.00
ELEVATION DATA: UPSTREAM(FEET) = 27.00 DOWNSTREAM(FEET) = 18.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.196
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.417
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
URBAN FAIR COVER
"TURF" D 0.36 0.20 1.000 82 9.20
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 1.04
TOTAL AREA(ACRES) = 0.36 PEAK FLOW RATE(CFS) = 1.04
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 18.00 DOWNSTREAM(FEET) = 17.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 161.00 CHANNEL SLOPE = 0.0062
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.074
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
URBAN FAIR COVER
"TURF" D 0.72 0.20 1.000 82
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.98
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.42
AVERAGE FLOW DEPTH(FEET) = 0.25 TRAVEL TIME(MIN.) = 1.88
Tc(MIN.) = 11.08
SUBAREA AREA(ACRES) = 0.72 SUBAREA RUNOFF(CFS) = 1.86
EFFECTIVE AREA(ACRES) = 1.08 AREA-AVERAGED Fm(INCH/HR) = 0.20
AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 2.79
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.30 FLOW VELOCITY(FEET/SEC.) = 1.61
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 52.00 = 311.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 52.00 TO NODE 52.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
25-year existing hydrology
Page 10 of 14
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 11.08
RAINFALL INTENSITY(INCH/HR) = 3.07
AREA-AVERAGED Fm(INCH/HR) = 0.20
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 1.00
EFFECTIVE STREAM AREA(ACRES) = 1.08
TOTAL STREAM AREA(ACRES) = 1.08
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.79
****************************************************************************
FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00
ELEVATION DATA: UPSTREAM(FEET) = 54.00 DOWNSTREAM(FEET) = 37.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.996
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.809
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
URBAN FAIR COVER
"TURF" C 1.20 0.25 1.000 77 13.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 2.76
TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 2.76
****************************************************************************
FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 37.00 DOWNSTREAM(FEET) = 32.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 204.00 CHANNEL SLOPE = 0.0245
CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 0.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.630
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
URBAN FAIR COVER
"TURF" C 1.80 0.25 1.000 77
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.69
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.12
AVERAGE FLOW DEPTH(FEET) = 0.15 TRAVEL TIME(MIN.) = 1.61
Tc(MIN.) = 14.60
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 3.86
EFFECTIVE AREA(ACRES) = 3.00 AREA-AVERAGED Fm(INCH/HR) = 0.25
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 3.0 PEAK FLOW RATE(CFS) = 6.43
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.18 FLOW VELOCITY(FEET/SEC.) = 2.40
LONGEST FLOWPATH FROM NODE 53.00 TO NODE 55.00 = 534.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
25-year existing hydrology
Page 11 of 14
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 32.00 DOWNSTREAM(FEET) = 19.50
CHANNEL LENGTH THRU SUBAREA(FEET) = 261.00 CHANNEL SLOPE = 0.0479
CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 0.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.501
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
URBAN FAIR COVER
"TURF" D 1.35 0.20 1.000 82
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.82
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.20
AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 1.36
Tc(MIN.) = 15.96
SUBAREA AREA(ACRES) = 1.35 SUBAREA RUNOFF(CFS) = 2.80
EFFECTIVE AREA(ACRES) = 4.35 AREA-AVERAGED Fm(INCH/HR) = 0.23
AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 4.3 PEAK FLOW RATE(CFS) = 8.87
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.18 FLOW VELOCITY(FEET/SEC.) = 3.32
LONGEST FLOWPATH FROM NODE 53.00 TO NODE 56.00 = 795.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 56.00 TO NODE 52.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 19.50 DOWNSTREAM(FEET) = 17.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 110.00 CHANNEL SLOPE = 0.0227
CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 0.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
CHANNEL FLOW THRU SUBAREA(CFS) = 8.87
FLOW VELOCITY(FEET/SEC.) = 2.71 FLOW DEPTH(FEET) = 0.22
TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 16.64
LONGEST FLOWPATH FROM NODE 53.00 TO NODE 52.00 = 905.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 52.00 TO NODE 52.00 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.) = 16.64
RAINFALL INTENSITY(INCH/HR) = 2.44
AREA-AVERAGED Fm(INCH/HR) = 0.23
AREA-AVERAGED Fp(INCH/HR) = 0.23
AREA-AVERAGED Ap = 1.00
EFFECTIVE STREAM AREA(ACRES) = 4.35
TOTAL STREAM AREA(ACRES) = 4.35
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.87
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 2.79 11.08 3.074 0.20( 0.20) 1.00 1.1 50.00
2 8.87 16.64 2.442 0.23( 0.23) 1.00 4.3 53.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
25-year existing hydrology
Page 12 of 14
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 10.39 11.08 3.074 0.23( 0.23) 1.00 4.0 50.00
2 11.05 16.64 2.442 0.23( 0.23) 1.00 5.4 53.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 11.05 Tc(MIN.) = 16.64
EFFECTIVE AREA(ACRES) = 5.43 AREA-AVERAGED Fm(INCH/HR) = 0.23
AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 5.4
LONGEST FLOWPATH FROM NODE 53.00 TO NODE 52.00 = 905.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 52.00 TO NODE 57.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 17.00 DOWNSTREAM(FEET) = 16.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 253.00 CHANNEL SLOPE = 0.0040
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.298
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
URBAN FAIR COVER
"TURF" D 1.44 0.20 1.000 82
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.41
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.22
AVERAGE FLOW DEPTH(FEET) = 0.80 TRAVEL TIME(MIN.) = 1.90
Tc(MIN.) = 18.54
SUBAREA AREA(ACRES) = 1.44 SUBAREA RUNOFF(CFS) = 2.72
EFFECTIVE AREA(ACRES) = 6.87 AREA-AVERAGED Fm(INCH/HR) = 0.22
AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 6.9 PEAK FLOW RATE(CFS) = 12.84
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.81 FLOW VELOCITY(FEET/SEC.) = 2.24
LONGEST FLOWPATH FROM NODE 53.00 TO NODE 57.00 = 1158.00 FEET.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 12.63 13.00 2.809 0.22( 0.22) 1.00 5.4 50.00
2 12.84 18.54 2.298 0.22( 0.22) 1.00 6.9 53.00
NEW PEAK FLOW DATA ARE:
PEAK FLOW RATE(CFS) = 12.84 Tc(MIN.) = 18.54
AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.22
AREA-AVERAGED Ap = 1.00 EFFECTIVE AREA(ACRES) = 6.87
****************************************************************************
FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 16.00 DOWNSTREAM(FEET) = 15.50
CHANNEL LENGTH THRU SUBAREA(FEET) = 107.00 CHANNEL SLOPE = 0.0047
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.248
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
URBAN FAIR COVER
"TURF" D 1.22 0.20 1.000 82
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
25-year existing hydrology
Page 13 of 14
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.96
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.44
AVERAGE FLOW DEPTH(FEET) = 0.81 TRAVEL TIME(MIN.) = 0.73
Tc(MIN.) = 19.27
SUBAREA AREA(ACRES) = 1.22 SUBAREA RUNOFF(CFS) = 2.25
EFFECTIVE AREA(ACRES) = 8.09 AREA-AVERAGED Fm(INCH/HR) = 0.22
AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 8.1 PEAK FLOW RATE(CFS) = 14.78
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.84 FLOW VELOCITY(FEET/SEC.) = 2.47
LONGEST FLOWPATH FROM NODE 53.00 TO NODE 58.00 = 1265.00 FEET.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 14.98 13.73 2.723 0.22( 0.22) 1.00 6.6 50.00
2 14.78 19.27 2.248 0.22( 0.22) 1.00 8.1 53.00
NEW PEAK FLOW DATA ARE:
PEAK FLOW RATE(CFS) = 14.98 Tc(MIN.) = 13.73
AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.22
AREA-AVERAGED Ap = 1.00 EFFECTIVE AREA(ACRES) = 6.64
============================================================================
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 8.1 TC(MIN.) = 13.73
EFFECTIVE AREA(ACRES) = 6.64 AREA-AVERAGED Fm(INCH/HR)= 0.22
AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 1.000
PEAK FLOW RATE(CFS) = 14.98
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 14.98 13.73 2.723 0.22( 0.22) 1.00 6.6 50.00
2 14.78 19.27 2.248 0.22( 0.22) 1.00 8.1 53.00
============================================================================
============================================================================
END OF RATIONAL METHOD ANALYSIS
25-year existing hydrology
Page 14 of 14
____________________________________________________________________________
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2016 Advanced Engineering Software (aes)
Ver. 23.0 Release Date: 07/01/2016 License ID 1355
Analysis prepared by:
Fuscoe Engineering, Inc.
15535 Sand Canyon Ave.
Suite 100
Irvine, CA 92618
************************** DESCRIPTION OF STUDY **************************
* SNUG HARBOR *
* EXISTING CONDITION *
* 100 YR *
**************************************************************************
FILE NAME: SNUG2EX.DAT
TIME/DATE OF STUDY: 16:51 08/06/2024
============================================================================
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================
--*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90
*DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD*
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== =======
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
+--------------------------------------------------------------------------+
| SUBAREA A |
| |
| |
+--------------------------------------------------------------------------+
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00
ELEVATION DATA: UPSTREAM(FEET) = 55.00 DOWNSTREAM(FEET) = 33.50
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.339
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.959
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
100-year existing hydrology
Page 1 of 14
COMMERCIAL D 0.88 0.20 0.100 91 5.34
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 4.70
TOTAL AREA(ACRES) = 0.88 PEAK FLOW RATE(CFS) = 4.70
****************************************************************************
FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 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.) = 5.34
RAINFALL INTENSITY(INCH/HR) = 5.96
AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 0.88
TOTAL STREAM AREA(ACRES) = 0.88
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.70
****************************************************************************
FLOW PROCESS FROM NODE 11.10 TO NODE 11.20 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00
ELEVATION DATA: UPSTREAM(FEET) = 63.00 DOWNSTREAM(FEET) = 62.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.862
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.192
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL D 0.67 0.20 0.100 91 9.86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 2.52
TOTAL AREA(ACRES) = 0.67 PEAK FLOW RATE(CFS) = 2.52
****************************************************************************
FLOW PROCESS FROM NODE 11.20 TO NODE 11.30 IS CODE = 91
----------------------------------------------------------------------------
>>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<<
============================================================================
UPSTREAM NODE ELEVATION(FEET) = 62.00
DOWNSTREAM NODE ELEVATION(FEET) = 55.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 173.00
"V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.160
PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000
MAXIMUM DEPTH(FEET) = 10.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.047
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.78 0.20 0.100 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.93
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.60
AVERAGE FLOW DEPTH(FEET) = 0.25 FLOOD WIDTH(FEET) = 11.22
"V" GUTTER FLOW TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 10.49
SUBAREA AREA(ACRES) = 0.78 SUBAREA RUNOFF(CFS) = 2.83
EFFECTIVE AREA(ACRES) = 1.45 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10
100-year existing hydrology
Page 2 of 14
TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 5.26
END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH(FEET) = 0.27 FLOOD WIDTH(FEET) = 13.26
FLOW VELOCITY(FEET/SEC.) = 4.76 DEPTH*VELOCITY(FT*FT/SEC) = 1.30
LONGEST FLOWPATH FROM NODE 11.10 TO NODE 11.30 = 503.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 11.30 TO NODE 11.40 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 55.00 DOWNSTREAM(FEET) = 38.00
FLOW LENGTH(FEET) = 52.00 MANNING'S N = 0.015
DEPTH OF FLOW IN 36.0 INCH PIPE IS 3.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 16.65
GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 5.26
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 10.54
LONGEST FLOWPATH FROM NODE 11.10 TO NODE 11.40 = 555.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 11.40 TO NODE 11.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 38.00 DOWNSTREAM(FEET) = 33.50
CHANNEL LENGTH THRU SUBAREA(FEET) = 150.00 CHANNEL SLOPE = 0.0300
CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 0.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 10.00
CHANNEL FLOW THRU SUBAREA(CFS) = 5.26
FLOW VELOCITY(FEET/SEC.) = 3.64 FLOW DEPTH(FEET) = 0.10
TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 11.23
LONGEST FLOWPATH FROM NODE 11.10 TO NODE 11.00 = 705.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 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.) = 11.23
RAINFALL INTENSITY(INCH/HR) = 3.89
AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.45
TOTAL STREAM AREA(ACRES) = 1.45
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.26
****************************************************************************
FLOW PROCESS FROM NODE 11.50 TO NODE 11.60 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 265.00
ELEVATION DATA: UPSTREAM(FEET) = 62.00 DOWNSTREAM(FEET) = 55.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.859
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.650
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL D 0.46 0.20 0.100 91 5.86
100-year existing hydrology
Page 3 of 14
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 2.33
TOTAL AREA(ACRES) = 0.46 PEAK FLOW RATE(CFS) = 2.33
****************************************************************************
FLOW PROCESS FROM NODE 11.60 TO NODE 11.70 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 53.00 DOWNSTREAM(FEET) = 38.00
FLOW LENGTH(FEET) = 52.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 16.25
GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.33
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 5.91
LONGEST FLOWPATH FROM NODE 11.50 TO NODE 11.70 = 317.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 11.70 TO NODE 11.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 38.00 DOWNSTREAM(FEET) = 33.50
CHANNEL LENGTH THRU SUBAREA(FEET) = 143.00 CHANNEL SLOPE = 0.0315
CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 0.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 10.00
CHANNEL FLOW THRU SUBAREA(CFS) = 2.33
FLOW VELOCITY(FEET/SEC.) = 2.67 FLOW DEPTH(FEET) = 0.06
TRAVEL TIME(MIN.) = 0.89 Tc(MIN.) = 6.80
LONGEST FLOWPATH FROM NODE 11.50 TO NODE 11.00 = 460.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 11.00 TO NODE 11.00 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.) = 6.80
RAINFALL INTENSITY(INCH/HR) = 5.19
AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 0.46
TOTAL STREAM AREA(ACRES) = 0.46
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.33
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 4.70 5.34 5.959 0.20( 0.02) 0.10 0.9 10.00
2 5.26 11.23 3.892 0.20( 0.02) 0.10 1.5 11.10
3 2.33 6.80 5.186 0.20( 0.02) 0.10 0.5 11.50
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 10.64 5.34 5.959 0.20( 0.02) 0.10 1.9 10.00
2 10.67 6.80 5.186 0.20( 0.02) 0.10 2.2 11.50
3 10.07 11.23 3.892 0.20( 0.02) 0.10 2.8 11.10
100-year existing hydrology
Page 4 of 14
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 10.67 Tc(MIN.) = 6.80
EFFECTIVE AREA(ACRES) = 2.22 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.8
LONGEST FLOWPATH FROM NODE 11.10 TO NODE 11.00 = 705.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 33.50 DOWNSTREAM(FEET) = 29.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 174.00 CHANNEL SLOPE = 0.0259
CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 0.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 10.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.928
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.24 0.20 0.100 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.20
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.58
AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 0.63
Tc(MIN.) = 7.44
SUBAREA AREA(ACRES) = 0.24 SUBAREA RUNOFF(CFS) = 1.06
EFFECTIVE AREA(ACRES) = 2.46 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 3.0 PEAK FLOW RATE(CFS) = 10.86
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) = 4.60
LONGEST FLOWPATH FROM NODE 11.10 TO NODE 12.00 = 879.00 FEET.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 10.88 5.97 5.589 0.20( 0.02) 0.10 2.2 10.00
2 10.86 7.44 4.928 0.20( 0.02) 0.10 2.5 11.50
3 10.22 11.87 3.769 0.20( 0.02) 0.10 3.0 11.10
NEW PEAK FLOW DATA ARE:
PEAK FLOW RATE(CFS) = 10.88 Tc(MIN.) = 5.97
AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.10 EFFECTIVE AREA(ACRES) = 2.17
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 5.97
RAINFALL INTENSITY(INCH/HR) = 5.59
AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 2.17
TOTAL STREAM AREA(ACRES) = 3.03
PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.88
****************************************************************************
FLOW PROCESS FROM NODE 12.10 TO NODE 12.20 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
100-year existing hydrology
Page 5 of 14
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 270.00
ELEVATION DATA: UPSTREAM(FEET) = 58.00 DOWNSTREAM(FEET) = 54.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.626
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.265
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 2.03 0.25 0.100 86 6.63
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 9.57
TOTAL AREA(ACRES) = 2.03 PEAK FLOW RATE(CFS) = 9.57
****************************************************************************
FLOW PROCESS FROM NODE 12.20 TO NODE 12.30 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 52.00 DOWNSTREAM(FEET) = 45.00
FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 48.76
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 9.57
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 6.69
LONGEST FLOWPATH FROM NODE 12.10 TO NODE 12.30 = 470.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 12.30 TO NODE 12.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 45.00 DOWNSTREAM(FEET) = 29.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 350.00 CHANNEL SLOPE = 0.0457
CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 0.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 10.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.829
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 1.26 0.20 0.100 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.30
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.77
AVERAGE FLOW DEPTH(FEET) = 0.14 TRAVEL TIME(MIN.) = 1.01
Tc(MIN.) = 7.71
SUBAREA AREA(ACRES) = 1.26 SUBAREA RUNOFF(CFS) = 5.45
EFFECTIVE AREA(ACRES) = 3.29 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 3.3 PEAK FLOW RATE(CFS) = 14.23
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.16 FLOW VELOCITY(FEET/SEC.) = 6.03
LONGEST FLOWPATH FROM NODE 12.10 TO NODE 12.00 = 820.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
100-year existing hydrology
Page 6 of 14
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 7.71
RAINFALL INTENSITY(INCH/HR) = 4.83
AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.23
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 3.29
TOTAL STREAM AREA(ACRES) = 3.29
PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.23
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 10.88 5.97 5.589 0.20( 0.02) 0.10 2.2 10.00
1 10.86 7.44 4.928 0.20( 0.02) 0.10 2.5 11.50
1 10.22 11.87 3.769 0.20( 0.02) 0.10 3.0 11.10
2 14.23 7.71 4.829 0.23( 0.02) 0.10 3.3 12.10
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 23.65 5.97 5.589 0.22( 0.02) 0.10 4.7 10.00
2 24.88 7.44 4.928 0.22( 0.02) 0.10 5.6 11.50
3 25.05 7.71 4.829 0.22( 0.02) 0.10 5.8 12.10
4 21.32 11.87 3.769 0.22( 0.02) 0.10 6.3 11.10
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 25.05 Tc(MIN.) = 7.71
EFFECTIVE AREA(ACRES) = 5.78 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 6.3
LONGEST FLOWPATH FROM NODE 11.10 TO NODE 12.00 = 879.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 29.00 DOWNSTREAM(FEET) = 26.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 134.00 CHANNEL SLOPE = 0.0224
CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 0.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 10.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.705
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.80 0.20 0.100 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 26.74
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.25
AVERAGE FLOW DEPTH(FEET) = 0.29 TRAVEL TIME(MIN.) = 0.36
Tc(MIN.) = 8.06
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 3.37
EFFECTIVE AREA(ACRES) = 6.58 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 7.1 PEAK FLOW RATE(CFS) = 27.75
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.29 FLOW VELOCITY(FEET/SEC.) = 6.32
LONGEST FLOWPATH FROM NODE 11.10 TO NODE 13.00 = 1013.00 FEET.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
100-year existing hydrology
Page 7 of 14
1 26.74 6.33 5.403 0.21( 0.02) 0.10 5.5 10.00
2 27.65 7.80 4.797 0.22( 0.02) 0.10 6.4 11.50
3 27.75 8.06 4.705 0.22( 0.02) 0.10 6.6 12.10
4 23.58 12.25 3.702 0.21( 0.02) 0.10 7.1 11.10
NEW PEAK FLOW DATA ARE:
PEAK FLOW RATE(CFS) = 27.75 Tc(MIN.) = 8.06
AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.22
AREA-AVERAGED Ap = 0.10 EFFECTIVE AREA(ACRES) = 6.58
+--------------------------------------------------------------------------+
| SUBAREA B |
| |
| |
+--------------------------------------------------------------------------+
****************************************************************************
FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 122.00
ELEVATION DATA: UPSTREAM(FEET) = 30.00 DOWNSTREAM(FEET) = 15.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.000
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.187
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL D 0.09 0.20 0.100 91 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 0.50
TOTAL AREA(ACRES) = 0.09 PEAK FLOW RATE(CFS) = 0.50
+--------------------------------------------------------------------------+
| SUBAREA C |
| |
| |
+--------------------------------------------------------------------------+
****************************************************************************
FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 266.00
ELEVATION DATA: UPSTREAM(FEET) = 31.00 DOWNSTREAM(FEET) = 22.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.870
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.157
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
RESIDENTIAL
"8-10 DWELLINGS/ACRE" D 0.69 0.20 0.400 91 6.87
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.400
SUBAREA RUNOFF(CFS) = 3.15
TOTAL AREA(ACRES) = 0.69 PEAK FLOW RATE(CFS) = 3.15
+--------------------------------------------------------------------------+
| SUBAREA D |
| |
| |
+--------------------------------------------------------------------------+
100-year existing hydrology
Page 8 of 14
****************************************************************************
FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 278.00
ELEVATION DATA: UPSTREAM(FEET) = 54.00 DOWNSTREAM(FEET) = 31.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.038
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.930
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
URBAN FAIR COVER
"TURF" C 2.13 0.25 1.000 92 11.04
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 7.06
TOTAL AREA(ACRES) = 2.13 PEAK FLOW RATE(CFS) = 7.06
****************************************************************************
FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 29.00 DOWNSTREAM(FEET) = 21.40
FLOW LENGTH(FEET) = 218.00 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 20.21
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 7.06
PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 11.22
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 42.00 = 496.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 11.22
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.894
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
URBAN FAIR COVER
"TURF" D 1.25 0.20 1.000 95
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 4.16
EFFECTIVE AREA(ACRES) = 3.38 AREA-AVERAGED Fm(INCH/HR) = 0.23
AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 3.4 PEAK FLOW RATE(CFS) = 11.14
****************************************************************************
FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 21.40 DOWNSTREAM(FEET) = 18.00
FLOW LENGTH(FEET) = 354.00 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 31.92
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
100-year existing hydrology
Page 9 of 14
GIVEN PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 11.14
PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 11.40
LONGEST FLOWPATH FROM NODE 40.00 TO NODE 43.00 = 850.00 FEET.
+--------------------------------------------------------------------------+
| SUBAREA E |
| |
| |
+--------------------------------------------------------------------------+
****************************************************************************
FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 150.00
ELEVATION DATA: UPSTREAM(FEET) = 27.00 DOWNSTREAM(FEET) = 18.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.196
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.364
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
URBAN FAIR COVER
"TURF" D 0.36 0.20 1.000 95 9.20
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 1.35
TOTAL AREA(ACRES) = 0.36 PEAK FLOW RATE(CFS) = 1.35
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 18.00 DOWNSTREAM(FEET) = 17.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 161.00 CHANNEL SLOPE = 0.0062
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.957
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
URBAN FAIR COVER
"TURF" D 0.72 0.20 1.000 95
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.57
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.56
AVERAGE FLOW DEPTH(FEET) = 0.29 TRAVEL TIME(MIN.) = 1.71
Tc(MIN.) = 10.91
SUBAREA AREA(ACRES) = 0.72 SUBAREA RUNOFF(CFS) = 2.43
EFFECTIVE AREA(ACRES) = 1.08 AREA-AVERAGED Fm(INCH/HR) = 0.20
AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 3.65
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.35 FLOW VELOCITY(FEET/SEC.) = 1.75
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 52.00 = 311.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 52.00 TO NODE 52.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
100-year existing hydrology
Page 10 of 14
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 10.91
RAINFALL INTENSITY(INCH/HR) = 3.96
AREA-AVERAGED Fm(INCH/HR) = 0.20
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 1.00
EFFECTIVE STREAM AREA(ACRES) = 1.08
TOTAL STREAM AREA(ACRES) = 1.08
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.65
****************************************************************************
FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00
ELEVATION DATA: UPSTREAM(FEET) = 54.00 DOWNSTREAM(FEET) = 37.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.996
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.579
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
URBAN FAIR COVER
"TURF" C 1.20 0.25 1.000 92 13.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 3.60
TOTAL AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) = 3.60
****************************************************************************
FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 37.00 DOWNSTREAM(FEET) = 32.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 204.00 CHANNEL SLOPE = 0.0245
CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 0.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.371
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
URBAN FAIR COVER
"TURF" C 1.80 0.25 1.000 92
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.13
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.37
AVERAGE FLOW DEPTH(FEET) = 0.17 TRAVEL TIME(MIN.) = 1.44
Tc(MIN.) = 14.43
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 5.06
EFFECTIVE AREA(ACRES) = 3.00 AREA-AVERAGED Fm(INCH/HR) = 0.25
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 3.0 PEAK FLOW RATE(CFS) = 8.43
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.21 FLOW VELOCITY(FEET/SEC.) = 2.69
LONGEST FLOWPATH FROM NODE 53.00 TO NODE 55.00 = 534.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
100-year existing hydrology
Page 11 of 14
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 32.00 DOWNSTREAM(FEET) = 19.50
CHANNEL LENGTH THRU SUBAREA(FEET) = 261.00 CHANNEL SLOPE = 0.0479
CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 0.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.216
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
URBAN FAIR COVER
"TURF" D 1.35 0.20 1.000 95
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.26
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.53
AVERAGE FLOW DEPTH(FEET) = 0.19 TRAVEL TIME(MIN.) = 1.23
Tc(MIN.) = 15.66
SUBAREA AREA(ACRES) = 1.35 SUBAREA RUNOFF(CFS) = 3.66
EFFECTIVE AREA(ACRES) = 4.35 AREA-AVERAGED Fm(INCH/HR) = 0.23
AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 4.3 PEAK FLOW RATE(CFS) = 11.67
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.21 FLOW VELOCITY(FEET/SEC.) = 3.73
LONGEST FLOWPATH FROM NODE 53.00 TO NODE 56.00 = 795.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 56.00 TO NODE 52.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 19.50 DOWNSTREAM(FEET) = 17.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 110.00 CHANNEL SLOPE = 0.0227
CHANNEL BASE(FEET) = 15.00 "Z" FACTOR = 0.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
CHANNEL FLOW THRU SUBAREA(CFS) = 11.67
FLOW VELOCITY(FEET/SEC.) = 2.97 FLOW DEPTH(FEET) = 0.26
TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 16.28
LONGEST FLOWPATH FROM NODE 53.00 TO NODE 52.00 = 905.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 52.00 TO NODE 52.00 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.) = 16.28
RAINFALL INTENSITY(INCH/HR) = 3.15
AREA-AVERAGED Fm(INCH/HR) = 0.23
AREA-AVERAGED Fp(INCH/HR) = 0.23
AREA-AVERAGED Ap = 1.00
EFFECTIVE STREAM AREA(ACRES) = 4.35
TOTAL STREAM AREA(ACRES) = 4.35
PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.67
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 3.65 10.91 3.957 0.20( 0.20) 1.00 1.1 50.00
2 11.67 16.28 3.146 0.23( 0.23) 1.00 4.3 53.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
100-year existing hydrology
Page 12 of 14
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 13.65 10.91 3.957 0.23( 0.23) 1.00 4.0 50.00
2 14.54 16.28 3.146 0.23( 0.23) 1.00 5.4 53.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 14.54 Tc(MIN.) = 16.28
EFFECTIVE AREA(ACRES) = 5.43 AREA-AVERAGED Fm(INCH/HR) = 0.23
AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 5.4
LONGEST FLOWPATH FROM NODE 53.00 TO NODE 52.00 = 905.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 52.00 TO NODE 57.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 17.00 DOWNSTREAM(FEET) = 16.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 253.00 CHANNEL SLOPE = 0.0040
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.966
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
URBAN FAIR COVER
"TURF" D 1.44 0.20 1.000 95
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.33
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.40
AVERAGE FLOW DEPTH(FEET) = 0.93 TRAVEL TIME(MIN.) = 1.75
Tc(MIN.) = 18.04
SUBAREA AREA(ACRES) = 1.44 SUBAREA RUNOFF(CFS) = 3.59
EFFECTIVE AREA(ACRES) = 6.87 AREA-AVERAGED Fm(INCH/HR) = 0.22
AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 6.9 PEAK FLOW RATE(CFS) = 16.97
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.95 FLOW VELOCITY(FEET/SEC.) = 2.43
LONGEST FLOWPATH FROM NODE 53.00 TO NODE 57.00 = 1158.00 FEET.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 16.69 12.68 3.631 0.22( 0.22) 1.00 5.4 50.00
2 16.97 18.04 2.966 0.22( 0.22) 1.00 6.9 53.00
NEW PEAK FLOW DATA ARE:
PEAK FLOW RATE(CFS) = 16.97 Tc(MIN.) = 18.04
AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.22
AREA-AVERAGED Ap = 1.00 EFFECTIVE AREA(ACRES) = 6.87
****************************************************************************
FLOW PROCESS FROM NODE 57.00 TO NODE 58.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 16.00 DOWNSTREAM(FEET) = 15.50
CHANNEL LENGTH THRU SUBAREA(FEET) = 107.00 CHANNEL SLOPE = 0.0047
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 2.500
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.905
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
URBAN FAIR COVER
"TURF" D 1.22 0.20 1.000 95
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
100-year existing hydrology
Page 13 of 14
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.45
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.64
AVERAGE FLOW DEPTH(FEET) = 0.95 TRAVEL TIME(MIN.) = 0.68
Tc(MIN.) = 18.71
SUBAREA AREA(ACRES) = 1.22 SUBAREA RUNOFF(CFS) = 2.97
EFFECTIVE AREA(ACRES) = 8.09 AREA-AVERAGED Fm(INCH/HR) = 0.22
AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 1.00
TOTAL AREA(ACRES) = 8.1 PEAK FLOW RATE(CFS) = 19.56
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.98 FLOW VELOCITY(FEET/SEC.) = 2.68
LONGEST FLOWPATH FROM NODE 53.00 TO NODE 58.00 = 1265.00 FEET.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 19.82 13.35 3.525 0.22( 0.22) 1.00 6.7 50.00
2 19.56 18.71 2.905 0.22( 0.22) 1.00 8.1 53.00
NEW PEAK FLOW DATA ARE:
PEAK FLOW RATE(CFS) = 19.82 Tc(MIN.) = 13.35
AREA-AVERAGED Fm(INCH/HR) = 0.22 AREA-AVERAGED Fp(INCH/HR) = 0.22
AREA-AVERAGED Ap = 1.00 EFFECTIVE AREA(ACRES) = 6.65
============================================================================
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 8.1 TC(MIN.) = 13.35
EFFECTIVE AREA(ACRES) = 6.65 AREA-AVERAGED Fm(INCH/HR)= 0.22
AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 1.000
PEAK FLOW RATE(CFS) = 19.82
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 19.82 13.35 3.525 0.22( 0.22) 1.00 6.7 50.00
2 19.56 18.71 2.905 0.22( 0.22) 1.00 8.1 53.00
============================================================================
============================================================================
END OF RATIONAL METHOD ANALYSIS
100-year existing hydrology
Page 14 of 14
Appendix 5
Existing Condition Hydrology Map
ABBREVATIONS
LEGEND
EXISTING CONDITION HYDROLOGY
949.474.1960
15535 Sand Canyon Ave, Suite 100
Irvine, California 92618
fuscoe.com
SNUG HARBOR
NEWPORT BEACH, CA 92660
BACK BAY BARRELS, LLC
3857 BIRCH STREET, SUITE 521
NEWPORT BEACH, CA 92660
8/8/2024
X
X.XX
A1
0.88
E1
0.36
D1
2.13
D2
1.25
E3
1.20
E4
1.80
E5
1.35
C1
0.69
B1
0.09
OS1.1
0.67
OS2
0.46
OS3
2.03
E6
1.44
A2
0.24
A4
0.80
A3
1.26
E2
0.72
E7
1.22
OS1.2
0.78
I
I 1/
/
• '7
"-.j!J/.
' t.'# (
v\;
',(
/
7
/
7
7 // ,,
/
0'/
• ~l li /· l -
/ 15 .'5TG 58"-1
Q2=5.74CFS ~'
Tc,= 15.33MIN ♦
0,s=14.98CFS 1 ♦ •
Tc2s=13.73MIN t >
0,00=19.82CFS .,
c,oo=13.35MIN ♦
09AC ~-------♦
·' ~-1------,
. "'
•
/ . •
---------------
+
+
//
)
r
+
•
■ . ..... ·/t
I I
I
♦
♦
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/
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31.0TG 41
-29.01
, I
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I I I
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)
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'-' ' ' ' '-
.....
.....
.....
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l
<
) ;:::::.,_~---J~
2 YEAR ONSITE RUNOFF VOLUME -1.78 AC-FT
AREA Q2 Q25 QlOO TC2
DMA {AC) {CFS) {CFS) {CFS) {MIN)
A 3.18 3.30 8.01 10.59 8.92
OS (OFFSITE) 3.94 6.22 13.40 17.16
B 0.09 0.18 0.39 0.50 5.00
C 0.69 1.12 2.45 3.15 6.87
D 3.38 3.54 8.56 11.14 12.18
E 8.09 5.74 14.95 19.82 15.33
TOTAL 19.37 20.10 47.76 62.36 -
TOTAL ON SITE 15.43 13.88 34.36 45.2
TOTAL OFFSITE 3.94 6.22 13.4 17.16
I s01L TYPE ·c-& ·o· I
AC
AC-FT
CFS
ELEV
HP
INV
L
MIN
Q
s
T,
CB
ACRE
ACRE-FOOT
CUBIC FEET PER SECOND
SURFACE ELEVATION
HIGH POINT
PIPE INVERT ELEVAllON
LENGTH
t.ilNUTES
FLOW RATE
SLOPE
TIME OF CONCENTRATION
CATCH BASIN
- - - -PROPERTY LINE -----EXISTING STORM DRAIN
-■ ■ -DRPJNAGE BOUNDARY
-------DRAINAGE SUB-BOUNDARY @ NODE -----ON-SITE AA.EA DRAIN LINE
TC25
(MIN)
8.25
5.00
6.87
11.51
13.73
-
-----·---TIME OF CONCENTRATION FLOW PATH
L=XXX' FLOW PATH LENGTH
- - - - - - -SOIL TYPE DELINEATION ~ DRAINAGE BOUNDARY DESIGNATION \____./ AND AREA
25' 50'
SCALE: 1" = 50'
TCl00
(MIN)
8.06
5.00
6.87
11.40
13.35
-
Appendix 6
Proposed Condition Hydrology Calculations
____________________________________________________________________________
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2016 Advanced Engineering Software (aes)
Ver. 23.0 Release Date: 07/01/2016 License ID 1355
Analysis prepared by:
************************** DESCRIPTION OF STUDY **************************
* Snug Harbor Surf Park *
* Proposed Condition Hydrology *
* 2-year storm event *
**************************************************************************
FILE NAME: PRSH2.DAT
TIME/DATE OF STUDY: 14:16 11/05/2024
============================================================================
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================
--*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 2.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90
*DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD*
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== =======
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00
ELEVATION DATA: UPSTREAM(FEET) = 55.50 DOWNSTREAM(FEET) = 55.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.329
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.416
SUBAREA Tc AND LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
Snug Harbor Hydrology
Proposed Condition 2-year
Page 1 of 15
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.14 0.25 0.100 50 11.33
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 0.18
TOTAL AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) = 0.18
****************************************************************************
FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 46.00 DOWNSTREAM(FEET) = 44.70
FLOW LENGTH(FEET) = 124.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.49
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.18
PIPE TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 12.16
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 454.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 12.16
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.359
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 0.28 0.25 0.100 50
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 0.34
EFFECTIVE AREA(ACRES) = 0.42 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 0.50
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 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) = 37.50
FLOW LENGTH(FEET) = 212.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.00
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.50
PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 12.87
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 666.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 12.87
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.316
Snug Harbor Hydrology
Proposed Condition 2-year
Page 2 of 15
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 0.59 0.25 0.100 50
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.59 SUBAREA RUNOFF(CFS) = 0.69
EFFECTIVE AREA(ACRES) = 1.01 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 1.17
****************************************************************************
FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 37.50 DOWNSTREAM(FEET) = 28.50
FLOW LENGTH(FEET) = 167.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.17
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.17
PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 13.25
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 833.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 13.25
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.294
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 0.66 0.25 0.100 50
COMMERCIAL D 0.02 0.20 0.100 57
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.68 SUBAREA RUNOFF(CFS) = 0.78
EFFECTIVE AREA(ACRES) = 1.69 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 1.93
****************************************************************************
FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 28.50 DOWNSTREAM(FEET) = 25.80
FLOW LENGTH(FEET) = 267.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.47
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.93
PIPE TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 14.25
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 1100.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81
Snug Harbor Hydrology
Proposed Condition 2-year
Page 3 of 15
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 14.25
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.241
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 0.02 0.25 0.100 50
COMMERCIAL D 0.06 0.20 0.100 57
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.21
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.09
EFFECTIVE AREA(ACRES) = 1.77 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 1.94
****************************************************************************
FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 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.) = 14.25
RAINFALL INTENSITY(INCH/HR) = 1.24
AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.25
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.77
TOTAL STREAM AREA(ACRES) = 1.77
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.94
****************************************************************************
FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 262.00
ELEVATION DATA: UPSTREAM(FEET) = 40.00 DOWNSTREAM(FEET) = 35.50
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.356
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.972
SUBAREA Tc AND LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL D 0.30 0.20 0.100 57 6.36
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 0.53
TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 0.53
****************************************************************************
FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 6.36
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.972
SUBAREA LOSS RATE DATA(AMC I ):
Snug Harbor Hydrology
Proposed Condition 2-year
Page 4 of 15
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.14 0.20 0.100 57
COMMERCIAL C 0.14 0.25 0.100 50
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.22
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 0.49
EFFECTIVE AREA(ACRES) = 0.58 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.21 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 1.02
****************************************************************************
FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 6.36
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.972
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.20 0.20 0.100 57
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.35
EFFECTIVE AREA(ACRES) = 0.78 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.21 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 1.37
****************************************************************************
FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 6.36
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.972
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.26 0.20 0.100 57
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.46
EFFECTIVE AREA(ACRES) = 1.04 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.21 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 1.83
****************************************************************************
FLOW PROCESS FROM NODE 17.00 TO NODE 15.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 31.50 DOWNSTREAM(FEET) = 25.80
FLOW LENGTH(FEET) = 169.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.91
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.83
PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 6.76
LONGEST FLOWPATH FROM NODE 16.00 TO NODE 15.00 = 431.00 FEET.
Snug Harbor Hydrology
Proposed Condition 2-year
Page 5 of 15
****************************************************************************
FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.76
RAINFALL INTENSITY(INCH/HR) = 1.90
AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.21
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.04
TOTAL STREAM AREA(ACRES) = 1.04
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.83
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 1.94 14.25 1.241 0.25( 0.02) 0.10 1.8 10.00
2 1.83 6.76 1.903 0.21( 0.02) 0.10 1.0 16.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 3.25 6.76 1.903 0.23( 0.02) 0.10 1.9 16.00
2 3.12 14.25 1.241 0.23( 0.02) 0.10 2.8 10.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 3.25 Tc(MIN.) = 6.76
EFFECTIVE AREA(ACRES) = 1.88 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.8
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 1100.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 15.00 TO NODE 18.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 25.80 DOWNSTREAM(FEET) = 11.50
FLOW LENGTH(FEET) = 82.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 14.80
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.25
PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 6.86
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 1182.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 11.50 DOWNSTREAM(FEET) = 11.10
FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013
Snug Harbor Hydrology
Proposed Condition 2-year
Page 6 of 15
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.88
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.25
PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 7.20
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 19.00 = 1262.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.20
RAINFALL INTENSITY(INCH/HR) = 1.84
AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.23
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.88
TOTAL STREAM AREA(ACRES) = 2.81
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.25
****************************************************************************
FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00
ELEVATION DATA: UPSTREAM(FEET) = 40.00 DOWNSTREAM(FEET) = 33.50
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.783
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.900
SUBAREA Tc AND LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL D 1.60 0.20 0.100 57 6.78
COMMERCIAL C 0.20 0.25 0.100 50 6.78
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.21
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 3.05
TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 3.05
****************************************************************************
FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 17.50 DOWNSTREAM(FEET) = 11.30
FLOW LENGTH(FEET) = 56.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.28
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.05
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 6.86
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 386.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 81
Snug Harbor Hydrology
Proposed Condition 2-year
Page 7 of 15
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 6.86
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.888
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL FAIR COVER
"GRASS" D 0.06 0.20 1.000 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.09
EFFECTIVE AREA(ACRES) = 1.86 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.13
TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 3.12
****************************************************************************
FLOW PROCESS FROM NODE 22.00 TO NODE 19.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 11.30 DOWNSTREAM(FEET) = 11.10
FLOW LENGTH(FEET) = 41.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.81
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.12
PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 7.04
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 19.00 = 427.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 7.04
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.860
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL FAIR COVER
"GRASS" D 0.37 0.20 1.000 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA AREA(ACRES) = 0.37 SUBAREA RUNOFF(CFS) = 0.55
EFFECTIVE AREA(ACRES) = 2.23 AREA-AVERAGED Fm(INCH/HR) = 0.06
AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.27
TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 3.62
****************************************************************************
FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 7.04
RAINFALL INTENSITY(INCH/HR) = 1.86
AREA-AVERAGED Fm(INCH/HR) = 0.06
Snug Harbor Hydrology
Proposed Condition 2-year
Page 8 of 15
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.27
EFFECTIVE STREAM AREA(ACRES) = 2.23
TOTAL STREAM AREA(ACRES) = 2.23
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.62
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 3.25 7.20 1.836 0.23( 0.02) 0.10 1.9 16.00
1 3.12 14.69 1.219 0.23( 0.02) 0.10 2.8 10.00
2 3.62 7.04 1.860 0.20( 0.06) 0.27 2.2 20.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 6.84 7.04 1.860 0.21( 0.04) 0.20 4.1 20.00
2 6.82 7.20 1.836 0.21( 0.04) 0.19 4.1 16.00
3 5.46 14.69 1.219 0.21( 0.04) 0.18 5.0 10.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 6.84 Tc(MIN.) = 7.04
EFFECTIVE AREA(ACRES) = 4.07 AREA-AVERAGED Fm(INCH/HR) = 0.04
AREA-AVERAGED Fp(INCH/HR) = 0.21 AREA-AVERAGED Ap = 0.20
TOTAL AREA(ACRES) = 5.0
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 19.00 = 1262.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 19.00 TO NODE 23.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 11.10 DOWNSTREAM(FEET) = 11.00
FLOW LENGTH(FEET) = 26.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.24
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 6.84
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 7.14
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 23.00 = 1288.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00
ELEVATION DATA: UPSTREAM(FEET) = 39.90 DOWNSTREAM(FEET) = 38.90
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.862
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.533
SUBAREA Tc AND LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.11 0.25 0.100 50 9.86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
Snug Harbor Hydrology
Proposed Condition 2-year
Page 9 of 15
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 0.15
TOTAL AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) = 0.15
****************************************************************************
FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 36.40 DOWNSTREAM(FEET) = 34.90
FLOW LENGTH(FEET) = 303.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 1.79
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.15
PIPE TRAVEL TIME(MIN.) = 2.82 Tc(MIN.) = 12.68
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 633.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 12.68
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.327
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 0.22 0.25 0.100 50
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.22 SUBAREA RUNOFF(CFS) = 0.26
EFFECTIVE AREA(ACRES) = 0.33 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 0.39
****************************************************************************
FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 34.90 DOWNSTREAM(FEET) = 34.20
FLOW LENGTH(FEET) = 133.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 3.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.34
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.39
PIPE TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 13.63
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 33.00 = 766.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 13.63
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.273
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
Snug Harbor Hydrology
Proposed Condition 2-year
Page 10 of 15
COMMERCIAL C 0.14 0.25 0.100 50
COMMERCIAL D 0.30 0.20 0.100 57
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.22
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.44 SUBAREA RUNOFF(CFS) = 0.50
EFFECTIVE AREA(ACRES) = 0.77 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 0.87
****************************************************************************
FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 13.63
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.273
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 0.08 0.25 0.100 50
COMMERCIAL D 0.16 0.20 0.100 57
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.22
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.24 SUBAREA RUNOFF(CFS) = 0.27
EFFECTIVE AREA(ACRES) = 1.01 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 1.14
****************************************************************************
FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 34.20 DOWNSTREAM(FEET) = 33.00
FLOW LENGTH(FEET) = 237.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.02
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.14
PIPE TRAVEL TIME(MIN.) = 1.31 Tc(MIN.) = 14.94
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 34.00 = 1003.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 14.94
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.208
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.23 0.20 0.100 57
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.23 SUBAREA RUNOFF(CFS) = 0.25
EFFECTIVE AREA(ACRES) = 1.24 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 1.32
****************************************************************************
Snug Harbor Hydrology
Proposed Condition 2-year
Page 11 of 15
FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 33.00 DOWNSTREAM(FEET) = 18.40
FLOW LENGTH(FEET) = 335.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.02
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.32
PIPE TRAVEL TIME(MIN.) = 0.80 Tc(MIN.) = 15.73
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 35.00 = 1338.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00
ELEVATION DATA: UPSTREAM(FEET) = 55.00 DOWNSTREAM(FEET) = 32.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.268
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.197
SUBAREA Tc AND LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL D 0.63 0.20 0.100 57 5.27
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.23
TOTAL AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) = 1.23
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 5.27
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.197
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.87 0.20 0.100 57
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.87 SUBAREA RUNOFF(CFS) = 1.70
EFFECTIVE AREA(ACRES) = 1.50 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 2.94
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 32.00 DOWNSTREAM(FEET) = 27.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 247.00 CHANNEL SLOPE = 0.0202
CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 20.000
Snug Harbor Hydrology
Proposed Condition 2-year
Page 12 of 15
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 10.00
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.960
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 1.65 0.20 0.100 57
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.38
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.56
AVERAGE FLOW DEPTH(FEET) = 0.20 TRAVEL TIME(MIN.) = 1.16
Tc(MIN.) = 6.43
SUBAREA AREA(ACRES) = 1.65 SUBAREA RUNOFF(CFS) = 2.88
EFFECTIVE AREA(ACRES) = 3.15 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 3.2 PEAK FLOW RATE(CFS) = 5.50
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.23 FLOW VELOCITY(FEET/SEC.) = 3.73
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 52.00 = 577.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 23.00 DOWNSTREAM(FEET) = 21.80
FLOW LENGTH(FEET) = 121.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.63
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 5.50
PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 6.78
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 53.00 = 698.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 21.80 DOWNSTREAM(FEET) = 20.00
FLOW LENGTH(FEET) = 102.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.12
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 5.50
PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 7.02
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 54.00 = 800.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 54.00 TO NODE 54.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 7.02
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.863
SUBAREA LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.29 0.20 0.100 57
Snug Harbor Hydrology
Proposed Condition 2-year
Page 13 of 15
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.29 SUBAREA RUNOFF(CFS) = 0.48
EFFECTIVE AREA(ACRES) = 3.44 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 3.4 PEAK FLOW RATE(CFS) = 5.70
****************************************************************************
FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 20.00 DOWNSTREAM(FEET) = 16.70
FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.37
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 5.70
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 7.07
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 55.00 = 836.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 20.00 DOWNSTREAM(FEET) = 16.70
FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.29
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 5.70
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 7.13
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 55.00 = 881.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 145.00
ELEVATION DATA: UPSTREAM(FEET) = 31.50 DOWNSTREAM(FEET) = 15.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.461
* 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.152
SUBAREA Tc AND LOSS RATE DATA(AMC I ):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
PUBLIC PARK D 0.19 0.20 0.850 57 5.46
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
SUBAREA RUNOFF(CFS) = 0.34
TOTAL AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS) = 0.34
============================================================================
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 0.2 TC(MIN.) = 5.46
EFFECTIVE AREA(ACRES) = 0.19 AREA-AVERAGED Fm(INCH/HR)= 0.17
AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.850
Snug Harbor Hydrology
Proposed Condition 2-year
Page 14 of 15
PEAK FLOW RATE(CFS) = 0.34
============================================================================
============================================================================
END OF RATIONAL METHOD ANALYSIS
Snug Harbor Hydrology
Proposed Condition 2-year
Page 15 of 15
____________________________________________________________________________
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2016 Advanced Engineering Software (aes)
Ver. 23.0 Release Date: 07/01/2016 License ID 1355
Analysis prepared by:
************************** DESCRIPTION OF STUDY **************************
* Snug Harbor Surf Park *
* Proposed Condition Hydrology *
* 25-year storm event *
**************************************************************************
FILE NAME: PRSH25.DAT
TIME/DATE OF STUDY: 13:56 11/05/2024
============================================================================
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================
--*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90
*DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD*
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== =======
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00
ELEVATION DATA: UPSTREAM(FEET) = 55.50 DOWNSTREAM(FEET) = 55.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.329
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.036
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
Snug Harbor Hydrology
Proposed Condition 25-year
Page 1 of 15
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.14 0.25 0.100 69 11.33
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 0.38
TOTAL AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) = 0.38
****************************************************************************
FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 46.00 DOWNSTREAM(FEET) = 44.70
FLOW LENGTH(FEET) = 124.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.99
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.38
PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 12.02
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 454.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 12.02
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.936
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 0.28 0.25 0.100 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 0.73
EFFECTIVE AREA(ACRES) = 0.42 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.10
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 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) = 37.50
FLOW LENGTH(FEET) = 212.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 3.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.12
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.10
PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 12.60
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 666.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 12.60
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.859
Snug Harbor Hydrology
Proposed Condition 25-year
Page 2 of 15
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 0.59 0.25 0.100 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.59 SUBAREA RUNOFF(CFS) = 1.50
EFFECTIVE AREA(ACRES) = 1.01 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 2.58
****************************************************************************
FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 37.50 DOWNSTREAM(FEET) = 28.50
FLOW LENGTH(FEET) = 167.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.95
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.58
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 12.91
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 833.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 12.91
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.820
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 0.66 0.25 0.100 69
COMMERCIAL D 0.02 0.20 0.100 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.68 SUBAREA RUNOFF(CFS) = 1.71
EFFECTIVE AREA(ACRES) = 1.69 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 4.25
****************************************************************************
FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 28.50 DOWNSTREAM(FEET) = 25.80
FLOW LENGTH(FEET) = 267.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.42
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 4.25
PIPE TRAVEL TIME(MIN.) = 0.82 Tc(MIN.) = 13.73
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 1100.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81
Snug Harbor Hydrology
Proposed Condition 25-year
Page 3 of 15
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 13.73
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.723
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 0.02 0.25 0.100 69
COMMERCIAL D 0.06 0.20 0.100 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.21
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.19
EFFECTIVE AREA(ACRES) = 1.77 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 4.30
****************************************************************************
FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 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.) = 13.73
RAINFALL INTENSITY(INCH/HR) = 2.72
AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.25
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.77
TOTAL STREAM AREA(ACRES) = 1.77
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.30
****************************************************************************
FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 262.00
ELEVATION DATA: UPSTREAM(FEET) = 40.00 DOWNSTREAM(FEET) = 35.50
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.356
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.211
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL D 0.30 0.20 0.100 75 6.36
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.13
TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 1.13
****************************************************************************
FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 6.36
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.211
SUBAREA LOSS RATE DATA(AMC II):
Snug Harbor Hydrology
Proposed Condition 25-year
Page 4 of 15
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.14 0.20 0.100 75
COMMERCIAL C 0.14 0.25 0.100 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.22
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 1.06
EFFECTIVE AREA(ACRES) = 0.58 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.21 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 2.19
****************************************************************************
FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 6.36
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.211
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.20 0.20 0.100 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.75
EFFECTIVE AREA(ACRES) = 0.78 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.21 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 2.94
****************************************************************************
FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 6.36
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.211
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.26 0.20 0.100 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.98
EFFECTIVE AREA(ACRES) = 1.04 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.21 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 3.92
****************************************************************************
FLOW PROCESS FROM NODE 17.00 TO NODE 15.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 31.50 DOWNSTREAM(FEET) = 25.80
FLOW LENGTH(FEET) = 169.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.36
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.92
PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 6.69
LONGEST FLOWPATH FROM NODE 16.00 TO NODE 15.00 = 431.00 FEET.
Snug Harbor Hydrology
Proposed Condition 25-year
Page 5 of 15
****************************************************************************
FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.69
RAINFALL INTENSITY(INCH/HR) = 4.09
AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.21
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.04
TOTAL STREAM AREA(ACRES) = 1.04
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.92
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 4.30 13.73 2.723 0.25( 0.02) 0.10 1.8 10.00
2 3.92 6.69 4.090 0.21( 0.02) 0.10 1.0 16.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 7.08 6.69 4.090 0.23( 0.02) 0.10 1.9 16.00
2 6.90 13.73 2.723 0.23( 0.02) 0.10 2.8 10.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 7.08 Tc(MIN.) = 6.69
EFFECTIVE AREA(ACRES) = 1.90 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.8
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 1100.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 15.00 TO NODE 18.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 25.80 DOWNSTREAM(FEET) = 11.50
FLOW LENGTH(FEET) = 82.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 17.99
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 7.08
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 6.77
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 1182.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 11.50 DOWNSTREAM(FEET) = 11.10
FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013
Snug Harbor Hydrology
Proposed Condition 25-year
Page 6 of 15
DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.73
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 7.08
PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 7.05
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 19.00 = 1262.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.05
RAINFALL INTENSITY(INCH/HR) = 3.97
AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.23
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.90
TOTAL STREAM AREA(ACRES) = 2.81
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.08
****************************************************************************
FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00
ELEVATION DATA: UPSTREAM(FEET) = 40.00 DOWNSTREAM(FEET) = 33.50
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.783
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.059
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL D 1.60 0.20 0.100 75 6.78
COMMERCIAL C 0.20 0.25 0.100 69 6.78
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.21
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 6.54
TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 6.54
****************************************************************************
FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 17.50 DOWNSTREAM(FEET) = 11.30
FLOW LENGTH(FEET) = 56.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 14.86
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 6.54
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 6.85
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 386.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 81
Snug Harbor Hydrology
Proposed Condition 25-year
Page 7 of 15
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 6.85
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.038
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL FAIR COVER
"GRASS" D 0.06 0.20 1.000 84
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.21
EFFECTIVE AREA(ACRES) = 1.86 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.13
TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 6.72
****************************************************************************
FLOW PROCESS FROM NODE 22.00 TO NODE 19.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 11.30 DOWNSTREAM(FEET) = 11.10
FLOW LENGTH(FEET) = 41.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.49
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 6.72
PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 7.00
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 19.00 = 427.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 7.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.988
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL FAIR COVER
"GRASS" D 0.37 0.20 1.000 84
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA AREA(ACRES) = 0.37 SUBAREA RUNOFF(CFS) = 1.26
EFFECTIVE AREA(ACRES) = 2.23 AREA-AVERAGED Fm(INCH/HR) = 0.06
AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.27
TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 7.89
****************************************************************************
FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 7.00
RAINFALL INTENSITY(INCH/HR) = 3.99
AREA-AVERAGED Fm(INCH/HR) = 0.06
Snug Harbor Hydrology
Proposed Condition 25-year
Page 8 of 15
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.27
EFFECTIVE STREAM AREA(ACRES) = 2.23
TOTAL STREAM AREA(ACRES) = 2.23
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.89
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 7.08 7.05 3.971 0.23( 0.02) 0.10 1.9 16.00
1 6.90 14.10 2.683 0.23( 0.02) 0.10 2.8 10.00
2 7.89 7.00 3.988 0.20( 0.06) 0.27 2.2 20.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 14.95 7.00 3.988 0.21( 0.04) 0.19 4.1 20.00
2 14.94 7.05 3.971 0.21( 0.04) 0.19 4.1 16.00
3 12.18 14.10 2.683 0.21( 0.04) 0.18 5.0 10.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 14.95 Tc(MIN.) = 7.00
EFFECTIVE AREA(ACRES) = 4.12 AREA-AVERAGED Fm(INCH/HR) = 0.04
AREA-AVERAGED Fp(INCH/HR) = 0.21 AREA-AVERAGED Ap = 0.19
TOTAL AREA(ACRES) = 5.0
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 19.00 = 1262.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 19.00 TO NODE 23.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 11.10 DOWNSTREAM(FEET) = 11.00
FLOW LENGTH(FEET) = 26.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.11
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 14.95
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 7.08
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 23.00 = 1288.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00
ELEVATION DATA: UPSTREAM(FEET) = 39.90 DOWNSTREAM(FEET) = 38.90
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.862
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.284
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.11 0.25 0.100 69 9.86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
Snug Harbor Hydrology
Proposed Condition 25-year
Page 9 of 15
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 0.32
TOTAL AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) = 0.32
****************************************************************************
FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 36.40 DOWNSTREAM(FEET) = 34.90
FLOW LENGTH(FEET) = 303.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.15
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.32
PIPE TRAVEL TIME(MIN.) = 2.35 Tc(MIN.) = 12.22
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 633.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 12.22
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.909
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 0.22 0.25 0.100 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.22 SUBAREA RUNOFF(CFS) = 0.57
EFFECTIVE AREA(ACRES) = 0.33 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 0.86
****************************************************************************
FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 34.90 DOWNSTREAM(FEET) = 34.20
FLOW LENGTH(FEET) = 133.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.82
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.86
PIPE TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) = 13.00
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 33.00 = 766.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 13.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.808
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
Snug Harbor Hydrology
Proposed Condition 25-year
Page 10 of 15
COMMERCIAL C 0.14 0.25 0.100 69
COMMERCIAL D 0.30 0.20 0.100 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.22
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.44 SUBAREA RUNOFF(CFS) = 1.10
EFFECTIVE AREA(ACRES) = 0.77 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 1.93
****************************************************************************
FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 13.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.808
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 0.08 0.25 0.100 69
COMMERCIAL D 0.16 0.20 0.100 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.22
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.24 SUBAREA RUNOFF(CFS) = 0.60
EFFECTIVE AREA(ACRES) = 1.01 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 2.53
****************************************************************************
FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 34.20 DOWNSTREAM(FEET) = 33.00
FLOW LENGTH(FEET) = 237.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.69
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.53
PIPE TRAVEL TIME(MIN.) = 1.07 Tc(MIN.) = 14.07
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 34.00 = 1003.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 14.07
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.685
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.23 0.20 0.100 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.23 SUBAREA RUNOFF(CFS) = 0.55
EFFECTIVE AREA(ACRES) = 1.24 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 2.97
****************************************************************************
Snug Harbor Hydrology
Proposed Condition 25-year
Page 11 of 15
FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 33.00 DOWNSTREAM(FEET) = 18.40
FLOW LENGTH(FEET) = 335.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.40
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.97
PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 14.74
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 35.00 = 1338.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00
ELEVATION DATA: UPSTREAM(FEET) = 55.00 DOWNSTREAM(FEET) = 32.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.268
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.683
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL D 0.63 0.20 0.100 75 5.27
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 2.64
TOTAL AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) = 2.64
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 5.27
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.683
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.87 0.20 0.100 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.87 SUBAREA RUNOFF(CFS) = 3.65
EFFECTIVE AREA(ACRES) = 1.50 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 6.30
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 32.00 DOWNSTREAM(FEET) = 27.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 247.00 CHANNEL SLOPE = 0.0202
CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 20.000
Snug Harbor Hydrology
Proposed Condition 25-year
Page 12 of 15
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 10.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.256
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 1.65 0.20 0.100 75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.44
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.25
AVERAGE FLOW DEPTH(FEET) = 0.29 TRAVEL TIME(MIN.) = 0.97
Tc(MIN.) = 6.24
SUBAREA AREA(ACRES) = 1.65 SUBAREA RUNOFF(CFS) = 6.29
EFFECTIVE AREA(ACRES) = 3.15 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 3.2 PEAK FLOW RATE(CFS) = 12.01
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.32 FLOW VELOCITY(FEET/SEC.) = 4.53
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 52.00 = 577.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 23.00 DOWNSTREAM(FEET) = 21.80
FLOW LENGTH(FEET) = 121.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.92
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 12.01
PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 6.53
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 53.00 = 698.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 21.80 DOWNSTREAM(FEET) = 20.00
FLOW LENGTH(FEET) = 102.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.48
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 12.01
PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 6.73
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 54.00 = 800.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 54.00 TO NODE 54.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 6.73
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.077
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.29 0.20 0.100 75
Snug Harbor Hydrology
Proposed Condition 25-year
Page 13 of 15
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.29 SUBAREA RUNOFF(CFS) = 1.06
EFFECTIVE AREA(ACRES) = 3.44 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 3.4 PEAK FLOW RATE(CFS) = 12.56
****************************************************************************
FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 20.00 DOWNSTREAM(FEET) = 16.70
FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 16.24
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 12.56
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 6.77
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 55.00 = 836.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 20.00 DOWNSTREAM(FEET) = 16.70
FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 14.87
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 12.56
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 6.82
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 55.00 = 881.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 145.00
ELEVATION DATA: UPSTREAM(FEET) = 31.50 DOWNSTREAM(FEET) = 15.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.461
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.589
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
PUBLIC PARK D 0.19 0.20 0.850 75 5.46
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
SUBAREA RUNOFF(CFS) = 0.76
TOTAL AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS) = 0.76
============================================================================
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 0.2 TC(MIN.) = 5.46
EFFECTIVE AREA(ACRES) = 0.19 AREA-AVERAGED Fm(INCH/HR)= 0.17
AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.850
Snug Harbor Hydrology
Proposed Condition 25-year
Page 14 of 15
PEAK FLOW RATE(CFS) = 0.76
============================================================================
============================================================================
END OF RATIONAL METHOD ANALYSIS
Snug Harbor Hydrology
Proposed Condition 25-year
Page 15 of 15
____________________________________________________________________________
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2016 Advanced Engineering Software (aes)
Ver. 23.0 Release Date: 07/01/2016 License ID 1355
Analysis prepared by:
************************** DESCRIPTION OF STUDY **************************
* Snug Harbor Surf Park *
* Proposed Condition Hydrology *
* 100-storm event *
**************************************************************************
FILE NAME: PRSH100.DAT
TIME/DATE OF STUDY: 14:35 11/05/2024
============================================================================
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================
--*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90
*DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD*
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== =======
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED
****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00
ELEVATION DATA: UPSTREAM(FEET) = 55.50 DOWNSTREAM(FEET) = 55.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.329
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.872
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
Snug Harbor Hydrology
Proposed Condition 100-year
Page 1 of 14
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.14 0.25 0.100 86 11.33
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 0.48
TOTAL AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) = 0.48
****************************************************************************
FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 46.00 DOWNSTREAM(FEET) = 44.70
FLOW LENGTH(FEET) = 124.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.15
ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.48
PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 11.99
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 454.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 11.99
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.749
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 0.28 0.25 0.100 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 0.94
EFFECTIVE AREA(ACRES) = 0.42 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.41
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 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) = 37.50
FLOW LENGTH(FEET) = 212.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.49
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.41
PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 12.53
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 666.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 12.53
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.655
Snug Harbor Hydrology
Proposed Condition 100-year
Page 2 of 14
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 0.59 0.25 0.100 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.59 SUBAREA RUNOFF(CFS) = 1.93
EFFECTIVE AREA(ACRES) = 1.01 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 3.30
****************************************************************************
FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 37.50 DOWNSTREAM(FEET) = 28.50
FLOW LENGTH(FEET) = 167.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.35
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.30
PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 12.83
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 833.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 12.83
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.606
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 0.66 0.25 0.100 86
COMMERCIAL D 0.02 0.20 0.100 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.68 SUBAREA RUNOFF(CFS) = 2.19
EFFECTIVE AREA(ACRES) = 1.69 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 5.45
****************************************************************************
FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 28.50 DOWNSTREAM(FEET) = 25.80
FLOW LENGTH(FEET) = 267.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 11.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.67
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 5.45
PIPE TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 13.61
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 1100.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81
Snug Harbor Hydrology
Proposed Condition 100-year
Page 3 of 14
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 13.61
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.486
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 0.02 0.25 0.100 86
COMMERCIAL D 0.06 0.20 0.100 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.21
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.25
EFFECTIVE AREA(ACRES) = 1.77 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 5.51
****************************************************************************
FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 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.) = 13.61
RAINFALL INTENSITY(INCH/HR) = 3.49
AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.25
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.77
TOTAL STREAM AREA(ACRES) = 1.77
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.51
****************************************************************************
FLOW PROCESS FROM NODE 16.00 TO NODE 17.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 262.00
ELEVATION DATA: UPSTREAM(FEET) = 40.00 DOWNSTREAM(FEET) = 35.50
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.356
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.392
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL D 0.30 0.20 0.100 91 6.36
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.45
TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 1.45
****************************************************************************
FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 6.36
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.392
SUBAREA LOSS RATE DATA(AMC III):
Snug Harbor Hydrology
Proposed Condition 100-year
Page 4 of 14
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.14 0.20 0.100 91
COMMERCIAL C 0.14 0.25 0.100 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.22
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 1.35
EFFECTIVE AREA(ACRES) = 0.58 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.21 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 2.80
****************************************************************************
FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 6.36
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.392
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.20 0.20 0.100 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.97
EFFECTIVE AREA(ACRES) = 0.78 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.21 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 3.77
****************************************************************************
FLOW PROCESS FROM NODE 17.00 TO NODE 17.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 6.36
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.392
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.26 0.20 0.100 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 1.26
EFFECTIVE AREA(ACRES) = 1.04 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.21 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 5.03
****************************************************************************
FLOW PROCESS FROM NODE 17.00 TO NODE 15.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 31.50 DOWNSTREAM(FEET) = 25.80
FLOW LENGTH(FEET) = 169.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.79
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 5.03
PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 6.68
LONGEST FLOWPATH FROM NODE 16.00 TO NODE 15.00 = 431.00 FEET.
Snug Harbor Hydrology
Proposed Condition 100-year
Page 5 of 14
****************************************************************************
FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.68
RAINFALL INTENSITY(INCH/HR) = 5.24
AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.21
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.04
TOTAL STREAM AREA(ACRES) = 1.04
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.03
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 5.51 13.61 3.486 0.25( 0.02) 0.10 1.8 10.00
2 5.03 6.68 5.242 0.21( 0.02) 0.10 1.0 16.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 9.10 6.68 5.242 0.23( 0.02) 0.10 1.9 16.00
2 8.85 13.61 3.486 0.23( 0.02) 0.10 2.8 10.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 9.10 Tc(MIN.) = 6.68
EFFECTIVE AREA(ACRES) = 1.91 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.8
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 1100.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 15.00 TO NODE 18.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 25.80 DOWNSTREAM(FEET) = 11.50
FLOW LENGTH(FEET) = 82.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 19.10
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 9.10
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 6.75
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 18.00 = 1182.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 18.00 TO NODE 19.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 11.50 DOWNSTREAM(FEET) = 11.10
FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013
Snug Harbor Hydrology
Proposed Condition 100-year
Page 6 of 14
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.97
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 9.10
PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 7.02
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 19.00 = 1262.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.02
RAINFALL INTENSITY(INCH/HR) = 5.10
AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.23
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.91
TOTAL STREAM AREA(ACRES) = 2.81
PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.10
****************************************************************************
FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00
ELEVATION DATA: UPSTREAM(FEET) = 40.00 DOWNSTREAM(FEET) = 33.50
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.783
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.195
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL D 1.60 0.20 0.100 91 6.78
COMMERCIAL C 0.20 0.25 0.100 86 6.78
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.21
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 8.38
TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 8.38
****************************************************************************
FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 17.50 DOWNSTREAM(FEET) = 11.30
FLOW LENGTH(FEET) = 56.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 15.69
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 8.38
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 6.84
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 386.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 81
Snug Harbor Hydrology
Proposed Condition 100-year
Page 7 of 14
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 6.84
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.169
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL FAIR COVER
"GRASS" D 0.06 0.20 1.000 96
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF(CFS) = 0.27
EFFECTIVE AREA(ACRES) = 1.86 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.13
TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 8.61
****************************************************************************
FLOW PROCESS FROM NODE 22.00 TO NODE 19.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 11.30 DOWNSTREAM(FEET) = 11.10
FLOW LENGTH(FEET) = 41.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.87
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 8.61
PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 6.98
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 19.00 = 427.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 6.98
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.110
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
NATURAL FAIR COVER
"GRASS" D 0.37 0.20 1.000 96
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA AREA(ACRES) = 0.37 SUBAREA RUNOFF(CFS) = 1.63
EFFECTIVE AREA(ACRES) = 2.23 AREA-AVERAGED Fm(INCH/HR) = 0.06
AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.27
TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 10.14
****************************************************************************
FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.98
RAINFALL INTENSITY(INCH/HR) = 5.11
AREA-AVERAGED Fm(INCH/HR) = 0.06
Snug Harbor Hydrology
Proposed Condition 100-year
Page 8 of 14
AREA-AVERAGED Fp(INCH/HR) = 0.20
AREA-AVERAGED Ap = 0.27
EFFECTIVE STREAM AREA(ACRES) = 2.23
TOTAL STREAM AREA(ACRES) = 2.23
PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.14
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 9.10 7.02 5.095 0.23( 0.02) 0.10 1.9 16.00
1 8.85 13.95 3.436 0.23( 0.02) 0.10 2.8 10.00
2 10.14 6.98 5.110 0.20( 0.06) 0.27 2.2 20.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 19.23 6.98 5.110 0.21( 0.04) 0.19 4.1 20.00
2 19.22 7.02 5.095 0.21( 0.04) 0.19 4.1 16.00
3 15.64 13.95 3.436 0.21( 0.04) 0.18 5.0 10.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 19.23 Tc(MIN.) = 6.98
EFFECTIVE AREA(ACRES) = 4.13 AREA-AVERAGED Fm(INCH/HR) = 0.04
AREA-AVERAGED Fp(INCH/HR) = 0.21 AREA-AVERAGED Ap = 0.19
TOTAL AREA(ACRES) = 5.0
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 19.00 = 1262.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 19.00 TO NODE 23.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 11.10 DOWNSTREAM(FEET) = 11.00
FLOW LENGTH(FEET) = 26.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.46
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 19.23
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 7.06
LONGEST FLOWPATH FROM NODE 10.00 TO NODE 23.00 = 1288.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 30.00 TO NODE 31.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00
ELEVATION DATA: UPSTREAM(FEET) = 39.90 DOWNSTREAM(FEET) = 38.90
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.862
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.192
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL C 0.11 0.25 0.100 86 9.86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
Snug Harbor Hydrology
Proposed Condition 100-year
Page 9 of 14
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 0.41
TOTAL AREA(ACRES) = 0.11 PEAK FLOW RATE(CFS) = 0.41
****************************************************************************
FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 36.40 DOWNSTREAM(FEET) = 34.90
FLOW LENGTH(FEET) = 303.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 3.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.32
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.41
PIPE TRAVEL TIME(MIN.) = 2.17 Tc(MIN.) = 12.03
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 633.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 12.03
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.740
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 0.22 0.25 0.100 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.22 SUBAREA RUNOFF(CFS) = 0.74
EFFECTIVE AREA(ACRES) = 0.33 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 1.10
****************************************************************************
FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 34.90 DOWNSTREAM(FEET) = 34.20
FLOW LENGTH(FEET) = 133.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 7.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.94
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.10
PIPE TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 12.79
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 33.00 = 766.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 12.79
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.612
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
Snug Harbor Hydrology
Proposed Condition 100-year
Page 10 of 14
COMMERCIAL C 0.14 0.25 0.100 86
COMMERCIAL D 0.30 0.20 0.100 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.22
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.44 SUBAREA RUNOFF(CFS) = 1.42
EFFECTIVE AREA(ACRES) = 0.77 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 2.49
****************************************************************************
FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 12.79
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.612
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 0.08 0.25 0.100 86
COMMERCIAL D 0.16 0.20 0.100 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.22
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.24 SUBAREA RUNOFF(CFS) = 0.78
EFFECTIVE AREA(ACRES) = 1.01 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.23 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 3.26
****************************************************************************
FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 34.20 DOWNSTREAM(FEET) = 33.00
FLOW LENGTH(FEET) = 237.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.89
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.26
PIPE TRAVEL TIME(MIN.) = 1.01 Tc(MIN.) = 13.80
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 34.00 = 1003.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 13.80
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.458
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.23 0.20 0.100 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.23 SUBAREA RUNOFF(CFS) = 0.71
EFFECTIVE AREA(ACRES) = 1.24 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.22 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 3.83
****************************************************************************
Snug Harbor Hydrology
Proposed Condition 100-year
Page 11 of 14
FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 33.00 DOWNSTREAM(FEET) = 18.40
FLOW LENGTH(FEET) = 335.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.18
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.83
PIPE TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 14.41
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 35.00 = 1338.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00
ELEVATION DATA: UPSTREAM(FEET) = 55.00 DOWNSTREAM(FEET) = 32.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.268
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.005
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL D 0.63 0.20 0.100 91 5.27
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 3.39
TOTAL AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) = 3.39
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 5.27
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.005
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.87 0.20 0.100 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.87 SUBAREA RUNOFF(CFS) = 4.69
EFFECTIVE AREA(ACRES) = 1.50 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 8.08
****************************************************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 51
----------------------------------------------------------------------------
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 32.00 DOWNSTREAM(FEET) = 27.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 247.00 CHANNEL SLOPE = 0.0202
CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 20.000
Snug Harbor Hydrology
Proposed Condition 100-year
Page 12 of 14
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 10.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.486
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 1.65 0.20 0.100 91
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.14
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.58
AVERAGE FLOW DEPTH(FEET) = 0.32 TRAVEL TIME(MIN.) = 0.90
Tc(MIN.) = 6.17
SUBAREA AREA(ACRES) = 1.65 SUBAREA RUNOFF(CFS) = 8.12
EFFECTIVE AREA(ACRES) = 3.15 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 3.2 PEAK FLOW RATE(CFS) = 15.50
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.35 FLOW VELOCITY(FEET/SEC.) = 4.83
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 52.00 = 577.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 23.00 DOWNSTREAM(FEET) = 21.80
FLOW LENGTH(FEET) = 121.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.42
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 15.50
PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 6.44
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 53.00 = 698.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 21.80 DOWNSTREAM(FEET) = 20.00
FLOW LENGTH(FEET) = 102.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.17
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 15.50
PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 6.62
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 54.00 = 800.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 54.00 TO NODE 54.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 6.62
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.266
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL D 0.29 0.20 0.100 91
Snug Harbor Hydrology
Proposed Condition 100-year
Page 13 of 14
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.29 SUBAREA RUNOFF(CFS) = 1.37
EFFECTIVE AREA(ACRES) = 3.44 AREA-AVERAGED Fm(INCH/HR) = 0.02
AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 3.4 PEAK FLOW RATE(CFS) = 16.24
****************************************************************************
FLOW PROCESS FROM NODE 54.00 TO NODE 55.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 20.00 DOWNSTREAM(FEET) = 16.70
FLOW LENGTH(FEET) = 36.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 17.04
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 16.24
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 6.66
LONGEST FLOWPATH FROM NODE 50.00 TO NODE 55.00 = 836.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 145.00
ELEVATION DATA: UPSTREAM(FEET) = 31.50 DOWNSTREAM(FEET) = 15.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.461
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.882
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
PUBLIC PARK D 0.19 0.20 0.850 91 5.46
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.20
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
SUBAREA RUNOFF(CFS) = 0.98
TOTAL AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS) = 0.98
============================================================================
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 0.2 TC(MIN.) = 5.46
EFFECTIVE AREA(ACRES) = 0.19 AREA-AVERAGED Fm(INCH/HR)= 0.17
AREA-AVERAGED Fp(INCH/HR) = 0.20 AREA-AVERAGED Ap = 0.850
PEAK FLOW RATE(CFS) = 0.98
============================================================================
============================================================================
END OF RATIONAL METHOD ANALYSIS
Snug Harbor Hydrology
Proposed Condition 100-year
Page 14 of 14
Appendix 7
Proposed Condition Hydrology Map
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A7
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A3
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A2
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A1
0.14ac
B2
0.22ac
B3
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C4
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C3
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B4
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0.06ac
949.474.1960
15535 Sand Canyon Ave, Suite 100
Irvine, California 92618
fuscoe.com
SNUG HARBOR
NEWPORT BEACH, CA 92660
BACK BAY BARRELS, LLC
3857 BIRCH STREET, SUITE 521
NEWPORT BEACH, CA 92660
11/05/2024
ABBREVATIONS
LEGEND
PROPOSED CONDITION HYDROLOGY
X
X.XX
0 1/
/ w ,
I (
fl:,(
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2J I =
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LAGOON TO DRAIN TO SANITARY SEWER
-NOT CONTRIBUTING TO DRAINAGE
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' ' ' ' ' ' ' ' ' ' '
DRAINAGE MAP
AREAS
A
8
C
D
E (LAGOON)
TOTAL
' " ' " "
I SOIL TYPE "C" & "D" I
AC ACRE
AC-FT ACRE-FOOT
CFS CUBIC FEET PER SECOND
ELEV SURFACE ELEVATION
HP HIGH POINT
INV PIPE INVERT ELEVATION
L LENGTH
MIN MINUTES
Q FLOW RAlE
S SLOPE
Tc TIME OF CONCENTRATION
CB CATCH BASIN
--- ---PROPERTY LINE
--- ---EXISTING STORM DRAIN
-• ■ -DRAINAGE BOUNDARY
• • • • • • • DRAINAGE SUB-BOUNDARY
-------DRAINAGE SUB-AREAS
@-NODE ------ON-SITE AREA DRAIN LINE --------TIME OF CONCENTRATION FLOW PATH
--➔ ---OFFSITE FLOW PATH
L=XXX1 FLOW PATH LENGTH
- - - - - - -SOIL TYPE DELINEATION
e DRAINAGE BOUNDARY DESIGNATION
AND AREA
PROPOSED CONDITION SUMMARY TABLE
AREA (ACRES) Q2 (CFS) Q25 (CFS) Q100 (CFS)
5.03 6.8 15.0 19.2
1.24 1.3 3.0 3.8
3.44 5.7 12.6 16.2
0.19 0.3 0,8 1.0
5.53
15.43 14.1 31.4 40.2
50' o· 25• 50•
SCALE: 1" = 50'
Appendix 8
FEMA Map
National Flood Hazard Layer FIRMette
0 500 1,000 1,500 2,000250
Feet
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
SPECIAL FLOOD
HAZARD AREAS
Without Base Flood Elevation (BFE)
Zone A, V, A99
With BFE or DepthZone AE, AO, AH, VE, AR
Regulatory Floodway
0.2% Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mileZone X
Future Conditions 1% Annual
Chance Flood HazardZone X
Area with Reduced Flood Risk due to
Levee. See Notes.Zone X
Area with Flood Risk due to LeveeZone D
NO SCREEN Area of Minimal Flood Hazard Zone X
Area of Undetermined Flood HazardZone D
Channel, Culvert, or Storm Sewer
Levee, Dike, or Floodwall
Cross Sections with 1% Annual Chance
17.5 Water Surface Elevation
Coastal Transect
Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
Base Flood Elevation Line (BFE)
Effective LOMRs
Limit of Study
Jurisdiction Boundary
Digital Data Available
No Digital Data Available
Unmapped
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 8/7/2024 at 12:55 PM and does not
reflect changes or amendments subsequent to this date and
time. The NFHL and effective information may change or
become superseded by new data over time.
This map image is void if the one or more of the following map
elements do not appear: basemap imagery, flood zone labels,
legend, scale bar, map creation date, community identifiers,
FIRM panel number, and FIRM effective date. Map images for
unmapped and unmodernized areas cannot be used for
regulatory purposes.
Legend
OTHER AREAS OF
FLOOD HAZARD
OTHER AREAS
GENERAL
STRUCTURES
OTHER
FEATURES
MAP PANELS
8
B 20.2
The pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.
1:6,000
117°53'5"W 33°39'51"N
117°52'28"W 33°39'21"N
Basemap Imagery Source: USGS National Map 2023
Zone A
ZoneA
ORA GE C OUNTY
UNINCORPORATED AREAS
0 602 12
06059(0267 J
~F MINIMAL FLOOD HAZARD
ZoneX
CITY OF E\VPORT BEACH
060 227
FEMA
c:::::::::J
1111111
Appendix 9
Hydraulic Calculations
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient 0.010
Channel Slope 0.00500 ft/ft
Normal Depth 0.33 ft
Diameter 4.0 in
Discharge 0.17 ft³/s
Diameter (in)Normal Depth (ft)Discharge (ft³/s)Velocity (ft/s)Flow Area (ft²)
Wetted Perimeter
(ft)Top Width (ft)
4.0 0.33 0.17 2.0 0.09 1.05 0.00
6.0 0.50 0.52 2.6 0.20 1.57 0.00
8.0 0.67 1.11 3.2 0.35 2.09 0.00
10.0 0.83 2.01 3.7 0.55 2.62 0.00
12.0 1.00 3.27 4.2 0.79 3.14 0.00
14.0 1.17 4.94 4.6 1.07 3.67 0.00
16.0 1.33 7.05 5.1 1.40 4.19 0.00
18.0 1.50 9.66 5.5 1.77 4.71 0.00
Rating Table for Circular Pipe - JPI
11/12/2019 4:37:45 PM
Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page