HomeMy WebLinkAboutPA2021-296_20211210_Preliminary Hydrology Report_12-2021PRELIMINARY HYDROLOGY REPORT
THE RITZ-CARLTON
RESIDENCES
NEWPORT BEACH
900 Newport Center Drive
Newport Beach, California
Prepared For
Newport Center Hotel, LLC
Prepared By
Fuscoe Engineering, Inc.
16795 Von Karman, Suite 100
Irvine, California 92606
949.474.1960
www.fuscoe.com
Project Manager:
Oriana Slasor, P.E.
Date Prepared: December 2021
Job Number: 1112.008.02
PA2021-296
PRELIMINARY HYDROLOGY REPORT THE RITZ-CARLTON RESIDENCES NEWPORT BEACH NEWPORT CENTER HOTEL, LLC December 2021 PRELIMINARY HYDROLOGY REPORT THE RITZ-CARLTON RESIDENCES NEWPORT BEACH NEWPORT CENTER HOTEL, LLC December 2021 PRELIMINARY HYDROLOGY REPORT THE RITZ-CARLTON RESIDENCES NEWPORT BEACH NEWPORT CENTE R HOTEL, L LC Decemb er 202 1 1112.008.02 1112.008.02 1112.008.02 PA2021-296
PRELIMINARY HYDROLOGY REPORT December 2021
1112.008.02 The Ritz-Carlton Residences, Newport Beach
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
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 Project Information
Appendix 2 Storm Drain Atlas & As-Built Plans
Appendix 3 Soils Map
Appendix 4 Existing Condition Hydrology Calculations & Map
Appendix 5 Proposed Condition Hydrology Calculations & Map
Appendix 6 FEMA Map
Appendix 7 Zoning Map
Appendix 8 Hydraulic Calculations
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1112.008.02 The Ritz-Carlton Residences, Newport Beach
1.0 INTRODUCTION
1.1 GEOGRAPHIC SETTING
The Newport Beach Marriott Hotel & Spa project site encompasses a total area of approximately 9.53
acres, and is located in the City of Newport Beach. The existing site consists of the hotel & spa, along
with the associated parking structure. The Ritz-Carlton Residences project is in the southerly portion of
the property and will encompass 3.95 acres of the total area. Adjacent land uses include other
commercial development to the east, a golf course (Newport Beach Country Club) to the west, and
residential property to the north and south. The site is zoned as visitor-serving commercial (see Zoning
Map in Appendix 7).
The site is located westerly of the intersection of Newport Center Drive and Santa Barbara Drive. A
Vesting Tentative Tract Map showing the proposed layout is included in Appendix 1 of this report. A
Vicinity Map is shown below.
Figure 1 – Vicinity Map
(not-to-scale)
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1112.008.02 The Ritz-Carlton Residences, Newport Beach
1.2 PROJECT DESCRIPTION
The proposed project development will consist of demolition of one of the existing hotel buildings and
existing parking structure, and construction of a new building and new adjacent parking structure at the
southerly portion of the property.
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, As-Built Plans, Maps, and Atlas
· Approved Final Hydrology Report for Newport Beach Marriot Renovation project (5/2021)
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2.0 EXISTING DRAINAGE
2.1 EXISTING TOPOGRAPHY
The surface topography of the of the site generally slopes away from the buildings, with the westerly
portion of the site generally draining toward the golf course, and the easterly portion of the site
generally draining toward the roadways. The ground surface elevation near the northwesterly portion of
the site is in the 179 to 180 feet range (NAVD88). The elevations in the vicinity of the main entrance to
Santa Barbara Drive and Newport Center Drive at the northeasterly corner of the site are in the range of
180 to 183. The surface elevations at the mid-westerly area, adjacent to the golf course are in the 171
to 174 range. The elevations at the southerly portion of the site are in the 171 to173 range.
2.2 EXISTING DRAINAGE PATTERN
The existing drainage pattern is generally from north to south, and toward the roadways to the east, and
toward the golf course to the west. The intersection of Santa Barbara Drive and Newport Center Drive
represent a high point in the adjacent roadways, with drainage on Santa Barbara Drive flowing
northwesterly, and drainage on Newport Center Drive flowing southerly, following the easterly frontage
from the property. The site receives no offsite drainage run-on. There are existing City of Newport
Beach Storm Drain facilities that accept drainage from site frontage and onsite area drain systems. The
storm drain atlas is included in Appendix 2 of this report.
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1112.008.02 The Ritz-Carlton Residences, Newport Beach
3.0 PROPOSED DRAINAGE
The proposed development will include construction of a new building and parking structure. The
proposed drainage is expected to generally mimic the existing drainage patterns. A portion (0.08 acres)
of the southwestern area of the site will continue to drain westerly towards the golf course. A The new
parking structure will drain easterly towards to Newport Center Drive and outlet through a curb drain.
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.
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 Map is included in Appendix 3. The Existing Condition
Hydrology Calculations are included in Appendix 4. The Proposed Condition Hydrology Calculations
are included in Appendix 5.
5.0 FEMA
The site is in Zone X (area of minimal flood hazard), as shown on FIRM Number 06059C0382K,
effective 3/21/2019. 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 6.
6.0 HYDRAULICS ANALYSIS
Hydraulic computations have been provided for the 25-year and 100-year storm events. The WSPG
hydraulics of the storm drain show that the HGL would stay below the existing ground. The hydraulic
calculations are provided, and are included in Appendix 8 of this report.
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1112.008.02 The Ritz-Carlton Residences, Newport Beach
7.0 RESULTS AND CONCLUSIONS
As discussed in this report, the proposed condition drainage patterns will generally mimic those of the
existing condition, with the exception on sub-area E. The results show that the proposed condition flows
do not exceed those of existing condition at any of the discharge locations. 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 Q25 and Q100 flow rates at the various
discharge locations. The results are tabulated below.
Summary Table: Existing Conditions
SUB AREA NODE ACRES Q100 (CFS) Q25 (CFS)
A 5 5.17 18.8 14.6
B 25 1.34 6.6 5.2
C 32 2.27 10.1 7.9
D 41 0.31 1.1 0.8
E 51 0.44 1.1 0.9
TOTAL - 9.53 37.7 29.4
Summary Table: Proposed Conditions
SUB AREA NODE ACRES Q100 (CFS) Q25 (CFS)
A 4 4.83 13.8 10.7
B 25 1.58 6.6 5.1
C 32 2.22 9.8 7.7
D 41 0.16 0.8 0.6
F 11 0.74 1.6 1.2
TOTAL - 9.53 32.6 25.3
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.
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1112.008.02 The Ritz-Carlton Residences, Newport Beach
8.0 APPENDICES
Appendix 1 Project Information
Appendix 2 Storm Drain Atlas & As-Built Plans
Appendix 3 Soils Map
Appendix 4 Existing Condition Hydrology Calculations & Map
Appendix 5 Proposed Condition Hydrology Calculations & Map
Appendix 6 FEMA Map
Appendix 7 Zoning Map
Appendix 8 Hydraulic Calculations
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Appendix 1
Project Information
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LOT 1
LOT 2
NEWPORT CENT
E
R
D
R
I
V
E SANTA BARBARA DRIVECL CLBASIS OF BEARINGS
BENCH MARK
CIVIL ENGINEER
OWNER SITE ADDRESS
LEGAL DESCRIPTION
FLOOD ZONE
GENERAL NOTES
EXISTING EASEMENTS
VESTING TENTATIVE TRACT
MAP NO. 19222
FOR CONDOMINIUM PURPOSES
CITY OF NEWPORT BEACH
AREAS
VESTING TENTATIVE TRACT MAP NO. 19222
IN THE CITY OF NEWPORT BEACH, COUNTY OF ORANGE, STATE OF CALIFORNIA
FOR CONDOMINIUM PURPOSES
LEGEND
NTS
GNIREENEIGN
f u l l c i r c l e t h i n k i n g
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Appendix 2
Storm Drain Atlas and As-Built Plans
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NewportBeach MarriottProject SitePA2021-296
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:
11/11/2020
0 400200
Project Site
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Appendix 3
Soils Map
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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
March 15, 2021
PA2021-296
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
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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.
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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
134—Calleguas clay loam, 50 to 75 percent slopes, eroded......................14
162—Marina loamy sand, 2 to 9 percent slopes.........................................15
173—Myford sandy loam, 2 to 9 percent slopes.........................................16
179—Myford sandy loam, thick surface, 2 to 9 percent slopes...................18
References............................................................................................................21
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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
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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.
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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.
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9
Custom Soil Resource Report
Soil Map
3719600371970037198003719900372000037201003720200372030037196003719700371980037199003720000372010037202003720300418200 418300 418400 418500 418600 418700
418200 418300 418400 418500 418600 418700
33° 37' 11'' N 117° 52' 57'' W33° 37' 11'' N117° 52' 33'' W33° 36' 45'' N
117° 52' 57'' W33° 36' 45'' N
117° 52' 33'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84
0 150 300 600 900Feet
0 50 100 200 300Meters
Map Scale: 1:3,950 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
"B"
"D"
"D"
"B"
"C"
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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 14, May 27, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Mar 27, 2020—Mar
30, 2020
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.
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Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
134 Calleguas clay loam, 50 to 75
percent slopes, eroded
2.6 3.5%
162 Marina loamy sand, 2 to 9
percent slopes
46.1 62.7%
173 Myford sandy loam, 2 to 9
percent slopes
17.8 24.3%
179 Myford sandy loam, thick
surface, 2 to 9 percent slopes
7.0 9.5%
Totals for Area of Interest 73.5 100.0%
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
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.
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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.
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Orange County and Part of Riverside County, California
134—Calleguas clay loam, 50 to 75 percent slopes, eroded
Map Unit Setting
National map unit symbol: 2xm62
Elevation: 220 to 2,110 feet
Mean annual precipitation: 13 to 18 inches
Mean annual air temperature: 64 to 65 degrees F
Frost-free period: 353 to 365 days
Farmland classification: Not prime farmland
Map Unit Composition
Calleguas and similar soils:85 percent
Minor components:15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Calleguas
Setting
Landform:Hillslopes
Landform position (two-dimensional):Backslope
Landform position (three-dimensional):Side slope
Down-slope shape:Convex
Across-slope shape:Convex
Parent material:Residuum weathered from calcareous shale
Typical profile
A1 - 0 to 7 inches: clay loam
A2 - 7 to 11 inches: clay loam
A3 - 11 to 15 inches: very channery clay loam
Cr - 15 to 59 inches: bedrock
Properties and qualities
Slope:50 to 75 percent
Depth to restrictive feature:10 to 20 inches to paralithic bedrock
Drainage class: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 capacity:Very low (about 2.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 7e
Hydrologic Soil Group: D
Ecological site: R019XD071CA - SHALLOW CLAYEY (1975)
Hydric soil rating: No
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Minor Components
Cieneba
Percent of map unit:5 percent
Landform:Hillslopes
Landform position (two-dimensional):Summit
Landform position (three-dimensional):Crest
Down-slope shape:Convex
Across-slope shape:Convex
Hydric soil rating: No
Anaheim
Percent of map unit:5 percent
Landform:Hillslopes
Landform position (two-dimensional):Backslope
Landform position (three-dimensional):Side slope
Down-slope shape:Convex
Across-slope shape:Convex
Hydric soil rating: No
Balcom
Percent of map unit:5 percent
Landform:Hillslopes
Landform position (two-dimensional):Backslope
Landform position (three-dimensional):Side slope
Down-slope shape:Convex
Across-slope shape:Convex
Hydric soil rating: No
162—Marina loamy sand, 2 to 9 percent slopes
Map Unit Setting
National map unit symbol: hcn7
Elevation: 0 to 1,330 feet
Mean annual precipitation: 11 to 13 inches
Mean annual air temperature: 57 to 61 degrees F
Frost-free period: 365 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Marina and similar soils:85 percent
Minor components:15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Marina
Setting
Landform:Dunes
Landform position (two-dimensional):Backslope
Landform position (three-dimensional):Side slope
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Down-slope shape:Convex
Across-slope shape:Convex
Parent material:Old eolian sands
Typical profile
H1 - 0 to 33 inches: loamy sand
H2 - 33 to 60 inches: sand, loamy sand, loamy fine sand
H2 - 33 to 60 inches: sand, coarse sand
H2 - 33 to 60 inches:
H3 - 60 to 80 inches:
H3 - 60 to 80 inches:
Properties and qualities
Slope:2 to 9 percent
Depth to restrictive feature:More than 80 inches
Drainage class:Somewhat excessively drained
Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table:More than 80 inches
Frequency of flooding:None
Frequency of ponding:None
Available water capacity:Moderate (about 7.9 inches)
Interpretive groups
Land capability classification (irrigated): 3s
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: B
Ecological site: R019XD035CA
Hydric soil rating: No
Minor Components
Marina, less sloping or steeper
Percent of map unit:10 percent
Hydric soil rating: No
Unnamed
Percent of map unit:3 percent
Hydric soil rating: No
Myford, sandy loam, thick surface
Percent of map unit:2 percent
Hydric soil rating: No
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
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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 capacity:Very low (about 1.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Ecological site: R019XD061CA
Hydric soil rating: No
Minor Components
Myford, thick surface
Percent of map unit:10 percent
Landform:Terraces
Landform position (two-dimensional):Backslope
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Landform position (three-dimensional):Tread
Down-slope shape:Linear
Across-slope shape:Linear
Ecological site:R019XD061CA
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
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
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
Hydric soil rating: No
Water
Percent of map unit:2 percent
Landform:Depressions
179—Myford sandy loam, thick surface, 2 to 9 percent slopes
Map Unit Setting
National map unit symbol: hcns
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
Custom Soil Resource Report
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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, clay loam
H3 - 28 to 38 inches: sandy clay loam, clay loam, sandy loam
H4 - 38 to 71 inches: sandy loam
H4 - 38 to 71 inches:
H4 - 38 to 71 inches:
H5 - 71 to 79 inches:
Properties and qualities
Slope:2 to 9 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 capacity:Very low (about 2.6 inches)
Interpretive groups
Land capability classification (irrigated): 3e
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: D
Ecological site: R019XD061CA
Hydric soil rating: No
Minor Components
Myford, sandy loam
Percent of map unit:10 percent
Hydric soil rating: No
Myford, steeper or gently sloping
Percent of map unit:5 percent
Hydric soil rating: No
Yorba, gravelly sandy loam
Percent of map unit:3 percent
Custom Soil Resource Report
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Hydric soil rating: No
Capistrano, 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
Unnamed
Percent of map unit:1 percent
Landform:Depressions
Hydric soil rating: Yes
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
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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
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Appendix 4
Existing Condition Hydrology Calculations & Map
PA2021-296
EXMAR25
____________________________________________________________________________
****************************************************************************
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
16795 Von Karman
Suite 100
Irvine, CA
************************** DESCRIPTION OF STUDY **************************
* Newport Beach Marriott *
* Existing Condition *
* 25-year storm event *
**************************************************************************
FILE NAME: EXMAR25.DAT
TIME/DATE OF STUDY: 09:07 05/10/2021
============================================================================
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 0.0313 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 1.00 TO NODE 2.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 303.00
ELEVATION DATA: UPSTREAM(FEET) = 176.00 DOWNSTREAM(FEET) = 175.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.370
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.381
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 0.64 0.25 0.100 69 9.37
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.93
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EXMAR25
TOTAL AREA(ACRES) = 0.64 PEAK FLOW RATE(CFS) = 1.93
****************************************************************************
FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 9.37
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.381
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) = 1.78
EFFECTIVE AREA(ACRES) = 1.23 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 3.71
****************************************************************************
FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 9.37
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.381
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 0.20 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) = 0.20 SUBAREA RUNOFF(CFS) = 0.60
EFFECTIVE AREA(ACRES) = 1.43 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 4.32
****************************************************************************
FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 167.00 DOWNSTREAM(FEET) = 166.00
FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.91
GIVEN PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 4.32
PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 9.60
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 383.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 9.60
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.335
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.22 0.30 0.100 56
COMMERCIAL C 0.02 0.25 0.100 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
Page 2
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EXMAR25
SUBAREA AREA(ACRES) = 0.24 SUBAREA RUNOFF(CFS) = 0.71
EFFECTIVE AREA(ACRES) = 1.67 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 4.97
****************************************************************************
FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 9.60
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.335
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.29 0.30 0.100 56
COMMERCIAL C 0.20 0.25 0.100 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.28
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.49 SUBAREA RUNOFF(CFS) = 1.46
EFFECTIVE AREA(ACRES) = 2.16 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 6.43
****************************************************************************
FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 166.00 DOWNSTREAM(FEET) = 164.00
FLOW LENGTH(FEET) = 186.00 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.24
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 6.43
PIPE TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 10.19
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 569.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 10.19
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.224
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.57 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.57 SUBAREA RUNOFF(CFS) = 1.64
EFFECTIVE AREA(ACRES) = 2.73 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.7 PEAK FLOW RATE(CFS) = 7.86
****************************************************************************
FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 10.19
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.224
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
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EXMAR25
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.19 0.30 0.100 56
COMMERCIAL C 0.14 0.25 0.100 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.28
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.33 SUBAREA RUNOFF(CFS) = 0.95
EFFECTIVE AREA(ACRES) = 3.06 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 3.1 PEAK FLOW RATE(CFS) = 8.81
****************************************************************************
FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 164.00 DOWNSTREAM(FEET) = 161.00
FLOW LENGTH(FEET) = 330.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.11
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 8.81
PIPE TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 11.09
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 899.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 11.09
RAINFALL INTENSITY(INCH/HR) = 3.07
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.27
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 3.06
TOTAL STREAM AREA(ACRES) = 3.06
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.81
****************************************************************************
FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 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) = 183.60 DOWNSTREAM(FEET) = 175.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.413
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.190
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 B 0.06 0.30 0.100 56 6.41
COMMERCIAL C 0.94 0.25 0.100 69 6.41
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 3.75
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 3.75
****************************************************************************
FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 91
----------------------------------------------------------------------------
>>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<<
Page 4
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A6
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============================================================================
UPSTREAM NODE ELEVATION(FEET) = 175.00
DOWNSTREAM NODE ELEVATION(FEET) = 173.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 292.00
"V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.050
PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.00200
MAXIMUM DEPTH(FEET) = 100.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.147
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.11 0.30 0.100 56
COMMERCIAL C 0.76 0.25 0.100 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.26
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.98
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.15
AVERAGE FLOW DEPTH(FEET) = 0.15 FLOOD WIDTH(FEET) = 91.16
"V" GUTTER FLOW TRAVEL TIME(MIN.) = 4.22 Tc(MIN.) = 10.63
SUBAREA AREA(ACRES) = 0.87 SUBAREA RUNOFF(CFS) = 2.44
EFFECTIVE AREA(ACRES) = 1.87 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 5.25
END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH(FEET) = 0.15 FLOOD WIDTH(FEET) = 92.69
FLOW VELOCITY(FEET/SEC.) = 1.18 DEPTH*VELOCITY(FT*FT/SEC) = 0.17
LONGEST FLOWPATH FROM NODE 6.00 TO NODE 8.00 = 622.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 8.00 TO NODE 5.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 162.00 DOWNSTREAM(FEET) = 161.00
FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.51
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 5.25
PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 10.97
LONGEST FLOWPATH FROM NODE 6.00 TO NODE 5.00 = 732.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 10.97
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.092
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 0.24 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) = 0.24 SUBAREA RUNOFF(CFS) = 0.66
EFFECTIVE AREA(ACRES) = 2.11 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.1 PEAK FLOW RATE(CFS) = 5.82
****************************************************************************
FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
Page 5
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>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 10.97
RAINFALL INTENSITY(INCH/HR) = 3.09
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 2.11
TOTAL STREAM AREA(ACRES) = 2.11
PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.82
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 8.81 11.09 3.073 0.27( 0.03) 0.10 3.1 1.00
2 5.82 10.97 3.092 0.25( 0.03) 0.10 2.1 6.00
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 14.59 10.97 3.092 0.26( 0.03) 0.10 5.1 6.00
2 14.59 11.09 3.073 0.26( 0.03) 0.10 5.2 1.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 14.59 Tc(MIN.) = 11.09
EFFECTIVE AREA(ACRES) = 5.17 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 5.2
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 899.00 FEET.
****************************************************************************
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) = 260.00
ELEVATION DATA: UPSTREAM(FEET) = 184.00 DOWNSTREAM(FEET) = 178.50
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.078
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.319
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 B 0.21 0.30 0.100 56 6.08
COMMERCIAL C 1.04 0.25 0.100 69 6.08
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.26
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 4.83
TOTAL AREA(ACRES) = 1.25 PEAK FLOW RATE(CFS) = 4.83
****************************************************************************
FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 6.08
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.319
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
Page 6
at existing City sd lateral
B1
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PA2021-296
EXMAR25
PUBLIC PARK B 0.09 0.30 0.850 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
SUBAREA AREA(ACRES) = 0.09 SUBAREA RUNOFF(CFS) = 0.33
EFFECTIVE AREA(ACRES) = 1.34 AREA-AVERAGED Fm(INCH/HR) = 0.04
AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.15
TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 5.16
****************************************************************************
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) = 300.00 DOWNSTREAM(FEET) = 293.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.683
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.093
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 1.74 0.25 0.100 69 6.68
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 6.37
TOTAL AREA(ACRES) = 1.74 PEAK FLOW RATE(CFS) = 6.37
****************************************************************************
FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 172.00 DOWNSTREAM(FEET) = 168.00
FLOW LENGTH(FEET) = 278.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.74
GIVEN PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 6.37
PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 7.37
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 608.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 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.) = 7.37
RAINFALL INTENSITY(INCH/HR) = 3.87
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.74
TOTAL STREAM AREA(ACRES) = 1.74
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.37
****************************************************************************
FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 165.00
Page 7
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ELEVATION DATA: UPSTREAM(FEET) = 298.00 DOWNSTREAM(FEET) = 295.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.223
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.706
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 B 0.02 0.30 0.100 56 5.22
COMMERCIAL C 0.22 0.25 0.100 69 5.22
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.01
TOTAL AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) = 1.01
****************************************************************************
FLOW PROCESS FROM NODE 34.00 TO NODE 32.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 171.00 DOWNSTREAM(FEET) = 168.00
FLOW LENGTH(FEET) = 113.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 10.0 INCH PIPE IS 3.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.41
GIVEN PIPE DIAMETER(INCH) = 10.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.01
PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 5.57
LONGEST FLOWPATH FROM NODE 33.00 TO NODE 32.00 = 278.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.57
RAINFALL INTENSITY(INCH/HR) = 4.54
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 0.24
TOTAL STREAM AREA(ACRES) = 0.24
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.01
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 6.37 7.37 3.873 0.25( 0.03) 0.10 1.7 30.00
2 1.01 5.57 4.537 0.25( 0.03) 0.10 0.2 33.00
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 6.66 5.57 4.537 0.25( 0.03) 0.10 1.6 33.00
2 7.23 7.37 3.873 0.25( 0.03) 0.10 2.0 30.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 7.23 Tc(MIN.) = 7.37
EFFECTIVE AREA(ACRES) = 1.98 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.0
Page 8
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LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 608.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 7.37
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.873
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.06 0.30 0.100 56
COMMERCIAL C 0.23 0.25 0.100 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.26
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.29 SUBAREA RUNOFF(CFS) = 1.00
EFFECTIVE AREA(ACRES) = 2.27 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 7.86
****************************************************************************
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) = 290.00
ELEVATION DATA: UPSTREAM(FEET) = 176.00 DOWNSTREAM(FEET) = 171.25
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.618
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.150
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 B 0.17 0.30 0.850 56 10.62
PUBLIC PARK C 0.14 0.25 0.850 69 10.62
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.28
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
SUBAREA RUNOFF(CFS) = 0.81
TOTAL AREA(ACRES) = 0.31 PEAK FLOW RATE(CFS) = 0.81
****************************************************************************
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) = 170.00 DOWNSTREAM(FEET) = 149.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.500
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.454
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.)
NATURAL GOOD COVER
"OPEN BRUSH" B 0.44 0.30 1.000 63 16.50
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 0.85
TOTAL AREA(ACRES) = 0.44 PEAK FLOW RATE(CFS) = 0.85
============================================================================
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 0.4 TC(MIN.) = 16.50
Page 9
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EFFECTIVE AREA(ACRES) = 0.44 AREA-AVERAGED Fm(INCH/HR)= 0.30
AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 1.000
PEAK FLOW RATE(CFS) = 0.85
============================================================================
============================================================================
END OF RATIONAL METHOD ANALYSIS
Page 10
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EXMAR100
____________________________________________________________________________
****************************************************************************
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
16795 Von Karman
Suite 100
Irvine, CA
************************** DESCRIPTION OF STUDY **************************
* Newport Beach Marriott *
* Existing Condition *
* 100-year storm event *
**************************************************************************
FILE NAME: EXMAR100.DAT
TIME/DATE OF STUDY: 10:20 05/10/2021
============================================================================
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 0.0313 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 1.00 TO NODE 2.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 303.00
ELEVATION DATA: UPSTREAM(FEET) = 176.00 DOWNSTREAM(FEET) = 175.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.370
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.317
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 0.64 0.25 0.100 86 9.37
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 2.47
Page 1
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TOTAL AREA(ACRES) = 0.64 PEAK FLOW RATE(CFS) = 2.47
****************************************************************************
FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 9.37
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.317
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) = 2.28
EFFECTIVE AREA(ACRES) = 1.23 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.2 PEAK FLOW RATE(CFS) = 4.75
****************************************************************************
FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 9.37
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.317
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 0.20 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) = 0.20 SUBAREA RUNOFF(CFS) = 0.77
EFFECTIVE AREA(ACRES) = 1.43 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 5.52
****************************************************************************
FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 167.00 DOWNSTREAM(FEET) = 166.00
FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.22
GIVEN PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 5.52
PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 9.58
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 383.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 9.58
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.262
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.22 0.30 0.100 76
COMMERCIAL C 0.02 0.25 0.100 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
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SUBAREA AREA(ACRES) = 0.24 SUBAREA RUNOFF(CFS) = 0.91
EFFECTIVE AREA(ACRES) = 1.67 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 6.37
****************************************************************************
FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 9.58
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.262
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.29 0.30 0.100 76
COMMERCIAL C 0.20 0.25 0.100 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.28
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.49 SUBAREA RUNOFF(CFS) = 1.87
EFFECTIVE AREA(ACRES) = 2.16 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 8.23
****************************************************************************
FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 166.00 DOWNSTREAM(FEET) = 164.00
FLOW LENGTH(FEET) = 186.00 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.71
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 8.23
PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 10.05
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 569.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 10.05
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.148
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.57 0.30 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.57 SUBAREA RUNOFF(CFS) = 2.11
EFFECTIVE AREA(ACRES) = 2.73 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.7 PEAK FLOW RATE(CFS) = 10.13
****************************************************************************
FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 10.05
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.148
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
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LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.19 0.30 0.100 76
COMMERCIAL C 0.14 0.25 0.100 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.28
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.33 SUBAREA RUNOFF(CFS) = 1.22
EFFECTIVE AREA(ACRES) = 3.06 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 3.1 PEAK FLOW RATE(CFS) = 11.35
****************************************************************************
FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 164.00 DOWNSTREAM(FEET) = 161.00
FLOW LENGTH(FEET) = 330.00 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.42
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 11.35
PIPE TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 10.90
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 899.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 10.90
RAINFALL INTENSITY(INCH/HR) = 3.96
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.27
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 3.06
TOTAL STREAM AREA(ACRES) = 3.06
PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.35
****************************************************************************
FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 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) = 183.60 DOWNSTREAM(FEET) = 175.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.413
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.365
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 B 0.06 0.30 0.100 76 6.41
COMMERCIAL C 0.94 0.25 0.100 86 6.41
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 4.81
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 4.81
****************************************************************************
FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 91
----------------------------------------------------------------------------
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>>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<<
============================================================================
UPSTREAM NODE ELEVATION(FEET) = 175.00
DOWNSTREAM NODE ELEVATION(FEET) = 173.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 292.00
"V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) = 0.050
PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.00200
MAXIMUM DEPTH(FEET) = 100.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.048
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.11 0.30 0.100 76
COMMERCIAL C 0.76 0.25 0.100 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.26
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.39
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.20
AVERAGE FLOW DEPTH(FEET) = 0.16 FLOOD WIDTH(FEET) = 101.84
"V" GUTTER FLOW TRAVEL TIME(MIN.) = 4.07 Tc(MIN.) = 10.48
SUBAREA AREA(ACRES) = 0.87 SUBAREA RUNOFF(CFS) = 3.15
EFFECTIVE AREA(ACRES) = 1.87 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.9 PEAK FLOW RATE(CFS) = 6.77
END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH(FEET) = 0.16 FLOOD WIDTH(FEET) = 103.36
FLOW VELOCITY(FEET/SEC.) = 1.23 DEPTH*VELOCITY(FT*FT/SEC) = 0.19
LONGEST FLOWPATH FROM NODE 6.00 TO NODE 8.00 = 622.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 8.00 TO NODE 5.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 162.00 DOWNSTREAM(FEET) = 161.00
FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.84
GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 6.77
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 10.80
LONGEST FLOWPATH FROM NODE 6.00 TO NODE 5.00 = 732.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 10.80
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.980
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 0.24 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) = 0.24 SUBAREA RUNOFF(CFS) = 0.85
EFFECTIVE AREA(ACRES) = 2.11 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.1 PEAK FLOW RATE(CFS) = 7.51
****************************************************************************
FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1
----------------------------------------------------------------------------
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>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 10.80
RAINFALL INTENSITY(INCH/HR) = 3.98
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 2.11
TOTAL STREAM AREA(ACRES) = 2.11
PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.51
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 11.35 10.90 3.958 0.27( 0.03) 0.10 3.1 1.00
2 7.51 10.80 3.980 0.25( 0.03) 0.10 2.1 6.00
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 18.81 10.80 3.980 0.26( 0.03) 0.10 5.1 6.00
2 18.82 10.90 3.958 0.26( 0.03) 0.10 5.2 1.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 18.82 Tc(MIN.) = 10.90
EFFECTIVE AREA(ACRES) = 5.17 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 5.2
LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 899.00 FEET.
****************************************************************************
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) = 260.00
ELEVATION DATA: UPSTREAM(FEET) = 184.00 DOWNSTREAM(FEET) = 178.50
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.078
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.532
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 B 0.21 0.30 0.100 76 6.08
COMMERCIAL C 1.04 0.25 0.100 86 6.08
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.26
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 6.19
TOTAL AREA(ACRES) = 1.25 PEAK FLOW RATE(CFS) = 6.19
****************************************************************************
FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 6.08
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.532
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
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LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
PUBLIC PARK B 0.09 0.30 0.850 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
SUBAREA AREA(ACRES) = 0.09 SUBAREA RUNOFF(CFS) = 0.43
EFFECTIVE AREA(ACRES) = 1.34 AREA-AVERAGED Fm(INCH/HR) = 0.04
AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.15
TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 6.62
****************************************************************************
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) = 300.00 DOWNSTREAM(FEET) = 293.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.683
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.240
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 1.74 0.25 0.100 86 6.68
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 8.17
TOTAL AREA(ACRES) = 1.74 PEAK FLOW RATE(CFS) = 8.17
****************************************************************************
FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 172.00 DOWNSTREAM(FEET) = 168.00
FLOW LENGTH(FEET) = 278.00 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.65
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 8.17
PIPE TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) = 7.38
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 608.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 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.) = 7.38
RAINFALL INTENSITY(INCH/HR) = 4.95
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.74
TOTAL STREAM AREA(ACRES) = 1.74
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.17
****************************************************************************
FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
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============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 165.00
ELEVATION DATA: UPSTREAM(FEET) = 298.00 DOWNSTREAM(FEET) = 295.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.223
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.034
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 B 0.02 0.30 0.100 76 5.22
COMMERCIAL C 0.22 0.25 0.100 86 5.22
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.30
TOTAL AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) = 1.30
****************************************************************************
FLOW PROCESS FROM NODE 34.00 TO NODE 32.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 171.00 DOWNSTREAM(FEET) = 168.00
FLOW LENGTH(FEET) = 113.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 10.0 INCH PIPE IS 4.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.80
GIVEN PIPE DIAMETER(INCH) = 10.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.30
PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 5.55
LONGEST FLOWPATH FROM NODE 33.00 TO NODE 32.00 = 278.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.55
RAINFALL INTENSITY(INCH/HR) = 5.83
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 0.24
TOTAL STREAM AREA(ACRES) = 0.24
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.30
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 8.17 7.38 4.950 0.25( 0.03) 0.10 1.7 30.00
2 1.30 5.55 5.830 0.25( 0.03) 0.10 0.2 33.00
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 8.53 5.55 5.830 0.25( 0.03) 0.10 1.5 33.00
2 9.27 7.38 4.950 0.25( 0.03) 0.10 2.0 30.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 9.27 Tc(MIN.) = 7.38
EFFECTIVE AREA(ACRES) = 1.98 AREA-AVERAGED Fm(INCH/HR) = 0.03
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AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.0
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 608.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 7.38
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.950
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.06 0.30 0.100 76
COMMERCIAL C 0.23 0.25 0.100 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.26
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.29 SUBAREA RUNOFF(CFS) = 1.29
EFFECTIVE AREA(ACRES) = 2.27 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 10.06
****************************************************************************
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) = 290.00
ELEVATION DATA: UPSTREAM(FEET) = 176.00 DOWNSTREAM(FEET) = 171.25
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.618
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.019
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 B 0.17 0.30 0.850 76 10.62
PUBLIC PARK C 0.14 0.25 0.850 86 10.62
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.28
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
SUBAREA RUNOFF(CFS) = 1.06
TOTAL AREA(ACRES) = 0.31 PEAK FLOW RATE(CFS) = 1.06
****************************************************************************
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) = 170.00 DOWNSTREAM(FEET) = 149.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.500
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.122
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.)
NATURAL GOOD COVER
"OPEN BRUSH" B 0.44 0.30 1.000 81 16.50
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.000
SUBAREA RUNOFF(CFS) = 1.12
TOTAL AREA(ACRES) = 0.44 PEAK FLOW RATE(CFS) = 1.12
============================================================================
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END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 0.4 TC(MIN.) = 16.50
EFFECTIVE AREA(ACRES) = 0.44 AREA-AVERAGED Fm(INCH/HR)= 0.30
AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 1.000
PEAK FLOW RATE(CFS) = 1.12
============================================================================
============================================================================
END OF RATIONAL METHOD ANALYSIS
Page 10
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LEGENDNTS 1112-008 MAY 2021FUSCOE ENGINEERING16795 VON KARMAN SUITE #100, IRVINE, CA 92606No. ITEMDATECASE FILE NUMBERS:03.05.18Newport Beach MarriottNewport Center Hotel, LLC, a Delaware Limited Liability CompanyNewport Beach, CAGNIREENEIGNf u l l c i r c l e t h i n k i n gEXISTING CONDITION HYDROLOGY MAPPA2021-296
Appendix 5
Proposed Condition Hydrology Calculations & Map
PA2021-296
PRRES25.RES
____________________________________________________________________________
****************************************************************************
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
16795 Von Karman Ave Ste100
Irvine CA
92606
************************** DESCRIPTION OF STUDY **************************
* HOTEL BRANDED RESIDENCES *
* PROPOSED CONDITION: 25-YEAR STORM EVENT *
* 2021-11-18 *
**************************************************************************
FILE NAME: PRRES25.DAT
TIME/DATE OF STUDY: 16:46 11/18/2021
============================================================================
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 0.0313 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 1.10 TO NODE 1.20 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) = 176.00 DOWNSTREAM(FEET) = 171.25
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.474
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.014
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 B 0.04 0.30 0.850 56 11.47
PUBLIC PARK C 0.13 0.25 0.850 69 11.47
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.26
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
SUBAREA RUNOFF(CFS) = 0.43
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TOTAL AREA(ACRES) = 0.17 PEAK FLOW RATE(CFS) = 0.43
****************************************************************************
FLOW PROCESS FROM NODE 1.20 TO NODE 1.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 169.30 DOWNSTREAM(FEET) = 168.00
FLOW LENGTH(FEET) = 255.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 3.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.37
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.43
PIPE TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = 13.26
LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.00 = 585.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 13.26
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.777
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.10 0.30 0.100 56
COMMERCIAL C 0.49 0.25 0.100 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.26
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.59 SUBAREA RUNOFF(CFS) = 1.46
EFFECTIVE AREA(ACRES) = 0.76 AREA-AVERAGED Fm(INCH/HR) = 0.07
AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.27
TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 1.85
****************************************************************************
FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 168.00 DOWNSTREAM(FEET) = 167.00
FLOW LENGTH(FEET) = 178.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.52
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.85
PIPE TRAVEL TIME(MIN.) = 0.84 Tc(MIN.) = 14.11
LONGEST FLOWPATH FROM NODE 1.10 TO NODE 2.00 = 763.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 14.11
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.682
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 0.25 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) = 0.25 SUBAREA RUNOFF(CFS) = 0.60
EFFECTIVE AREA(ACRES) = 1.01 AREA-AVERAGED Fm(INCH/HR) = 0.06
AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.23
TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 2.38
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****************************************************************************
FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 14.11
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.682
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 0.44 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) = 0.44 SUBAREA RUNOFF(CFS) = 1.05
EFFECTIVE AREA(ACRES) = 1.45 AREA-AVERAGED Fm(INCH/HR) = 0.05
AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.19
TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 3.44
****************************************************************************
FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 14.11
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.682
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 0.17 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) = 0.17 SUBAREA RUNOFF(CFS) = 0.41
EFFECTIVE AREA(ACRES) = 1.62 AREA-AVERAGED Fm(INCH/HR) = 0.05
AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.18
TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 3.84
****************************************************************************
FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 167.00 DOWNSTREAM(FEET) = 166.00
FLOW LENGTH(FEET) = 32.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.08
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.84
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 14.17
LONGEST FLOWPATH FROM NODE 1.10 TO NODE 3.00 = 795.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 14.17
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.675
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.02 0.30 0.100 56
COMMERCIAL C 0.27 0.25 0.100 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.29
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.29 SUBAREA RUNOFF(CFS) = 3.07
EFFECTIVE AREA(ACRES) = 2.91 AREA-AVERAGED Fm(INCH/HR) = 0.04
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AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.14
TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 6.90
****************************************************************************
FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 166.00 DOWNSTREAM(FEET) = 161.00
FLOW LENGTH(FEET) = 602.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.65
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 6.90
PIPE TRAVEL TIME(MIN.) = 1.77 Tc(MIN.) = 15.95
LONGEST FLOWPATH FROM NODE 1.10 TO NODE 4.00 = 1397.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 15.95
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.502
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.58 0.30 0.100 56
COMMERCIAL C 1.34 0.25 0.100 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.92 SUBAREA RUNOFF(CFS) = 4.28
EFFECTIVE AREA(ACRES) = 4.83 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.13
TOTAL AREA(ACRES) = 4.8 PEAK FLOW RATE(CFS) = 10.73
****************************************************************************
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) = 183.60 DOWNSTREAM(FEET) = 175.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.413
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.190
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 0.74 0.25 0.100 69 6.41
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 2.77
TOTAL AREA(ACRES) = 0.74 PEAK FLOW RATE(CFS) = 2.77
****************************************************************************
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) = 184.00 DOWNSTREAM(FEET) = 181.70
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
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SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.349
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.609
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 B 0.13 0.30 0.100 56 8.35
COMMERCIAL C 0.52 0.25 0.100 69 8.35
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.26
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 2.10
TOTAL AREA(ACRES) = 0.65 PEAK FLOW RATE(CFS) = 2.10
****************************************************************************
FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 61
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================
UPSTREAM ELEVATION(FEET) = 181.70 DOWNSTREAM ELEVATION(FEET) = 177.90
STREET LENGTH(FEET) = 78.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.017
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.25
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.26
HALFSTREET FLOOD WIDTH(FEET) = 7.52
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.74
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.97
STREET FLOW TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 8.70
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.526
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.05 0.30 0.100 56
COMMERCIAL C 0.05 0.25 0.100 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.28
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.31
EFFECTIVE AREA(ACRES) = 0.75 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 2.36
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 7.75
FLOW VELOCITY(FEET/SEC.) = 3.74 DEPTH*VELOCITY(FT*FT/SEC.) = 0.98
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 408.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 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.) = 8.70
RAINFALL INTENSITY(INCH/HR) = 3.53
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.26
AREA-AVERAGED Ap = 0.10
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EFFECTIVE STREAM AREA(ACRES) = 0.75
TOTAL STREAM AREA(ACRES) = 0.75
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.36
****************************************************************************
FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 210.00
ELEVATION DATA: UPSTREAM(FEET) = 184.00 DOWNSTREAM(FEET) = 177.50
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.172
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.732
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 0.29 0.25 0.100 69 5.17
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.23
TOTAL AREA(ACRES) = 0.29 PEAK FLOW RATE(CFS) = 1.23
****************************************************************************
FLOW PROCESS FROM NODE 24.00 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) = 175.00 DOWNSTREAM(FEET) = 174.50
FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 6.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.93
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.23
PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 5.38
LONGEST FLOWPATH FROM NODE 23.00 TO NODE 22.00 = 260.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.38
RAINFALL INTENSITY(INCH/HR) = 4.63
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 0.29
TOTAL STREAM AREA(ACRES) = 0.29
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.23
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 2.36 8.70 3.526 0.26( 0.03) 0.10 0.8 20.00
2 1.23 5.38 4.626 0.25( 0.03) 0.10 0.3 23.00
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
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NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 3.15 5.38 4.626 0.26( 0.03) 0.10 0.8 23.00
2 3.30 8.70 3.526 0.26( 0.03) 0.10 1.0 20.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 3.30 Tc(MIN.) = 8.70
EFFECTIVE AREA(ACRES) = 1.04 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.0
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 408.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 22.00 TO NODE 25.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 174.50 DOWNSTREAM(FEET) = 174.00
FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.74
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 3.30
PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 8.91
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 25.00 = 468.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 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.) = 8.91
RAINFALL INTENSITY(INCH/HR) = 3.48
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.26
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.04
TOTAL STREAM AREA(ACRES) = 1.04
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.30
****************************************************************************
FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 139.00
ELEVATION DATA: UPSTREAM(FEET) = 184.20 DOWNSTREAM(FEET) = 177.00
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 C 0.39 0.25 0.100 69 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.68
TOTAL AREA(ACRES) = 0.39 PEAK FLOW RATE(CFS) = 1.68
****************************************************************************
FLOW PROCESS FROM NODE 27.00 TO NODE 25.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
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============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 175.00 DOWNSTREAM(FEET) = 174.00
FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.02
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.68
PIPE TRAVEL TIME(MIN.) = 1.38 Tc(MIN.) = 6.38
LONGEST FLOWPATH FROM NODE 26.00 TO NODE 25.00 = 389.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 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.) = 6.38
RAINFALL INTENSITY(INCH/HR) = 4.20
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 0.39
TOTAL STREAM AREA(ACRES) = 0.39
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.68
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 3.15 5.60 4.525 0.26( 0.03) 0.10 0.8 23.00
1 3.30 8.91 3.479 0.26( 0.03) 0.10 1.0 20.00
2 1.68 6.38 4.202 0.25( 0.03) 0.10 0.4 26.00
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 4.74 5.60 4.525 0.26( 0.03) 0.10 1.1 23.00
2 4.87 6.38 4.202 0.26( 0.03) 0.10 1.2 26.00
3 4.69 8.91 3.479 0.26( 0.03) 0.10 1.4 20.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 4.87 Tc(MIN.) = 6.38
EFFECTIVE AREA(ACRES) = 1.21 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.4
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 25.00 = 468.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 6.38
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.202
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
PUBLIC PARK B 0.11 0.30 0.850 56
PUBLIC PARK C 0.04 0.25 0.850 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.29
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.53
EFFECTIVE AREA(ACRES) = 1.36 AREA-AVERAGED Fm(INCH/HR) = 0.05
AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.18
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TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 5.09
****************************************************************************
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) = 300.00 DOWNSTREAM(FEET) = 293.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.683
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.093
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 1.74 0.25 0.100 69 6.68
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 6.37
TOTAL AREA(ACRES) = 1.74 PEAK FLOW RATE(CFS) = 6.37
****************************************************************************
FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 172.00 DOWNSTREAM(FEET) = 168.00
FLOW LENGTH(FEET) = 278.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.74
GIVEN PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 6.37
PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 7.37
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 608.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 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.) = 7.37
RAINFALL INTENSITY(INCH/HR) = 3.87
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.74
TOTAL STREAM AREA(ACRES) = 1.74
PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.37
****************************************************************************
FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 165.00
ELEVATION DATA: UPSTREAM(FEET) = 298.00 DOWNSTREAM(FEET) = 295.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.223
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.706
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
Page 9
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LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 0.02 0.30 0.100 56 5.22
COMMERCIAL C 0.22 0.25 0.100 69 5.22
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.01
TOTAL AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) = 1.01
****************************************************************************
FLOW PROCESS FROM NODE 34.00 TO NODE 32.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 171.00 DOWNSTREAM(FEET) = 168.00
FLOW LENGTH(FEET) = 113.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 10.0 INCH PIPE IS 3.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.41
GIVEN PIPE DIAMETER(INCH) = 10.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.01
PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 5.57
LONGEST FLOWPATH FROM NODE 33.00 TO NODE 32.00 = 278.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.57
RAINFALL INTENSITY(INCH/HR) = 4.54
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 0.24
TOTAL STREAM AREA(ACRES) = 0.24
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.01
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 6.37 7.37 3.873 0.25( 0.03) 0.10 1.7 30.00
2 1.01 5.57 4.537 0.25( 0.03) 0.10 0.2 33.00
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 6.66 5.57 4.537 0.25( 0.03) 0.10 1.6 33.00
2 7.23 7.37 3.873 0.25( 0.03) 0.10 2.0 30.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 7.23 Tc(MIN.) = 7.37
EFFECTIVE AREA(ACRES) = 1.98 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.0
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 608.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 7.37
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* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.873
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.06 0.30 0.100 56
COMMERCIAL C 0.18 0.25 0.100 69
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.26
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.24 SUBAREA RUNOFF(CFS) = 0.83
EFFECTIVE AREA(ACRES) = 2.22 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 7.69
****************************************************************************
FLOW PROCESS FROM NODE 1.10 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) = 129.00
ELEVATION DATA: UPSTREAM(FEET) = 176.00 DOWNSTREAM(FEET) = 166.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.627
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.512
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 B 0.16 0.30 0.850 56 5.63
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
SUBAREA RUNOFF(CFS) = 0.61
TOTAL AREA(ACRES) = 0.16 PEAK FLOW RATE(CFS) = 0.61
============================================================================
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 0.2 TC(MIN.) = 5.63
EFFECTIVE AREA(ACRES) = 0.16 AREA-AVERAGED Fm(INCH/HR)= 0.26
AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.850
PEAK FLOW RATE(CFS) = 0.61
============================================================================
============================================================================
END OF RATIONAL METHOD ANALYSIS
Page 11
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____________________________________________________________________________
****************************************************************************
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
16795 Von Karman Ave Ste100
Irvine CA
92606
************************** DESCRIPTION OF STUDY **************************
* HOTEL BRANDED RESIDENCES *
* PROPOSED CONDITION: 100-YEAR STORM EVENT *
* 2021-11-18 *
**************************************************************************
FILE NAME: PRRES100.DAT
TIME/DATE OF STUDY: 16:46 11/18/2021
============================================================================
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
****************************************************************************
FLOW PROCESS FROM NODE 1.10 TO NODE 1.20 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) = 176.00 DOWNSTREAM(FEET) = 171.25
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.474
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.844
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 B 0.04 0.30 0.850 76 11.47
PUBLIC PARK C 0.13 0.25 0.850 86 11.47
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.26
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
SUBAREA RUNOFF(CFS) = 0.55
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TOTAL AREA(ACRES) = 0.17 PEAK FLOW RATE(CFS) = 0.55
****************************************************************************
FLOW PROCESS FROM NODE 1.20 TO NODE 1.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 169.30 DOWNSTREAM(FEET) = 168.00
FLOW LENGTH(FEET) = 255.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.53
ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 0.55
PIPE TRAVEL TIME(MIN.) = 1.68 Tc(MIN.) = 13.16
LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.00 = 585.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 13.16
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.554
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.10 0.30 0.100 76
COMMERCIAL C 0.49 0.25 0.100 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.26
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.59 SUBAREA RUNOFF(CFS) = 1.87
EFFECTIVE AREA(ACRES) = 0.76 AREA-AVERAGED Fm(INCH/HR) = 0.07
AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.27
TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 2.38
****************************************************************************
FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 168.00 DOWNSTREAM(FEET) = 167.00
FLOW LENGTH(FEET) = 178.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.67
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.38
PIPE TRAVEL TIME(MIN.) = 0.81 Tc(MIN.) = 13.96
LONGEST FLOWPATH FROM NODE 1.10 TO NODE 2.00 = 763.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 13.96
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.435
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 0.25 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) = 0.25 SUBAREA RUNOFF(CFS) = 0.77
EFFECTIVE AREA(ACRES) = 1.01 AREA-AVERAGED Fm(INCH/HR) = 0.06
AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.23
TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 3.07
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****************************************************************************
FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 13.96
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.435
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 0.44 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) = 0.44 SUBAREA RUNOFF(CFS) = 1.35
EFFECTIVE AREA(ACRES) = 1.45 AREA-AVERAGED Fm(INCH/HR) = 0.05
AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.19
TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 4.42
****************************************************************************
FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 13.96
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.435
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL C 0.17 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) = 0.17 SUBAREA RUNOFF(CFS) = 0.52
EFFECTIVE AREA(ACRES) = 1.62 AREA-AVERAGED Fm(INCH/HR) = 0.05
AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.18
TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 4.94
****************************************************************************
FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 167.00 DOWNSTREAM(FEET) = 166.00
FLOW LENGTH(FEET) = 32.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 8.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.50
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 4.94
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 14.03
LONGEST FLOWPATH FROM NODE 1.10 TO NODE 3.00 = 795.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 14.03
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.426
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 1.02 0.30 0.100 76
COMMERCIAL C 0.27 0.25 0.100 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.29
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.29 SUBAREA RUNOFF(CFS) = 3.94
EFFECTIVE AREA(ACRES) = 2.91 AREA-AVERAGED Fm(INCH/HR) = 0.04
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AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.14
TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 8.87
****************************************************************************
FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 166.00 DOWNSTREAM(FEET) = 161.00
FLOW LENGTH(FEET) = 602.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.86
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 8.87
PIPE TRAVEL TIME(MIN.) = 1.71 Tc(MIN.) = 15.74
LONGEST FLOWPATH FROM NODE 1.10 TO NODE 4.00 = 1397.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 15.74
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.207
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.58 0.30 0.100 76
COMMERCIAL C 1.34 0.25 0.100 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 1.92 SUBAREA RUNOFF(CFS) = 5.50
EFFECTIVE AREA(ACRES) = 4.83 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.13
TOTAL AREA(ACRES) = 4.8 PEAK FLOW RATE(CFS) = 13.79
****************************************************************************
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) = 183.60 DOWNSTREAM(FEET) = 175.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.413
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.365
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 0.74 0.25 0.100 86 6.41
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 3.56
TOTAL AREA(ACRES) = 0.74 PEAK FLOW RATE(CFS) = 3.56
****************************************************************************
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) = 184.00 DOWNSTREAM(FEET) = 181.70
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
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SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.349
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.612
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 B 0.13 0.30 0.100 76 8.35
COMMERCIAL C 0.52 0.25 0.100 86 8.35
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.26
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 2.68
TOTAL AREA(ACRES) = 0.65 PEAK FLOW RATE(CFS) = 2.68
****************************************************************************
FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 61
----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================
UPSTREAM ELEVATION(FEET) = 181.70 DOWNSTREAM ELEVATION(FEET) = 177.90
STREET LENGTH(FEET) = 78.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.017
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.017
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.88
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.27
HALFSTREET FLOOD WIDTH(FEET) = 8.46
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.95
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.09
STREET FLOW TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 8.68
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.511
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.05 0.30 0.100 76
COMMERCIAL C 0.05 0.25 0.100 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.28
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.40
EFFECTIVE AREA(ACRES) = 0.75 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 3.03
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 8.69
FLOW VELOCITY(FEET/SEC.) = 3.96 DEPTH*VELOCITY(FT*FT/SEC.) = 1.10
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 408.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 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.) = 8.68
RAINFALL INTENSITY(INCH/HR) = 4.51
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.26
AREA-AVERAGED Ap = 0.10
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EFFECTIVE STREAM AREA(ACRES) = 0.75
TOTAL STREAM AREA(ACRES) = 0.75
PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.03
****************************************************************************
FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 210.00
ELEVATION DATA: UPSTREAM(FEET) = 184.00 DOWNSTREAM(FEET) = 177.50
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.172
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.069
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 0.29 0.25 0.100 86 5.17
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.58
TOTAL AREA(ACRES) = 0.29 PEAK FLOW RATE(CFS) = 1.58
****************************************************************************
FLOW PROCESS FROM NODE 24.00 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) = 175.00 DOWNSTREAM(FEET) = 174.50
FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 12.0 INCH PIPE IS 5.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.24
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.58
PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 5.37
LONGEST FLOWPATH FROM NODE 23.00 TO NODE 22.00 = 260.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.37
RAINFALL INTENSITY(INCH/HR) = 5.94
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 0.29
TOTAL STREAM AREA(ACRES) = 0.29
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.58
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 3.03 8.68 4.511 0.26( 0.03) 0.10 0.8 20.00
2 1.58 5.37 5.940 0.25( 0.03) 0.10 0.3 23.00
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
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NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 4.05 5.37 5.940 0.26( 0.03) 0.10 0.8 23.00
2 4.22 8.68 4.511 0.26( 0.03) 0.10 1.0 20.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 4.22 Tc(MIN.) = 8.68
EFFECTIVE AREA(ACRES) = 1.04 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.0
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 408.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 22.00 TO NODE 25.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 174.50 DOWNSTREAM(FEET) = 174.00
FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.01
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 4.22
PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 8.88
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 25.00 = 468.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 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.) = 8.88
RAINFALL INTENSITY(INCH/HR) = 4.45
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.26
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.04
TOTAL STREAM AREA(ACRES) = 1.04
PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.22
****************************************************************************
FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 139.00
ELEVATION DATA: UPSTREAM(FEET) = 184.20 DOWNSTREAM(FEET) = 177.00
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 C 0.39 0.25 0.100 86 5.00
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 2.16
TOTAL AREA(ACRES) = 0.39 PEAK FLOW RATE(CFS) = 2.16
****************************************************************************
FLOW PROCESS FROM NODE 27.00 TO NODE 25.00 IS CODE = 31
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
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============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 175.00 DOWNSTREAM(FEET) = 174.00
FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.25
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 2.16
PIPE TRAVEL TIME(MIN.) = 1.28 Tc(MIN.) = 6.28
LONGEST FLOWPATH FROM NODE 26.00 TO NODE 25.00 = 389.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 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.) = 6.28
RAINFALL INTENSITY(INCH/HR) = 5.43
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 0.39
TOTAL STREAM AREA(ACRES) = 0.39
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.16
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 4.05 5.57 5.816 0.26( 0.03) 0.10 0.8 23.00
1 4.22 8.88 4.453 0.26( 0.03) 0.10 1.0 20.00
2 2.16 6.28 5.428 0.25( 0.03) 0.10 0.4 26.00
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 6.10 5.57 5.816 0.26( 0.03) 0.10 1.1 23.00
2 6.25 6.28 5.428 0.26( 0.03) 0.10 1.2 26.00
3 6.00 8.88 4.453 0.26( 0.03) 0.10 1.4 20.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 6.25 Tc(MIN.) = 6.28
EFFECTIVE AREA(ACRES) = 1.21 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.26 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 1.4
LONGEST FLOWPATH FROM NODE 20.00 TO NODE 25.00 = 468.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
MAINLINE Tc(MIN.) = 6.28
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.428
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
PUBLIC PARK B 0.11 0.30 0.850 76
PUBLIC PARK C 0.04 0.25 0.850 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.29
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.70
EFFECTIVE AREA(ACRES) = 1.36 AREA-AVERAGED Fm(INCH/HR) = 0.05
AREA-AVERAGED Fp(INCH/HR) = 0.27 AREA-AVERAGED Ap = 0.18
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PRRES100.RES
TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 6.56
****************************************************************************
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) = 300.00 DOWNSTREAM(FEET) = 293.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.683
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.240
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 1.74 0.25 0.100 86 6.68
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 8.17
TOTAL AREA(ACRES) = 1.74 PEAK FLOW RATE(CFS) = 8.17
****************************************************************************
FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 172.00 DOWNSTREAM(FEET) = 168.00
FLOW LENGTH(FEET) = 278.00 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.65
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA)
GIVEN PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 8.17
PIPE TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) = 7.38
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 608.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 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.) = 7.38
RAINFALL INTENSITY(INCH/HR) = 4.95
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 1.74
TOTAL STREAM AREA(ACRES) = 1.74
PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.17
****************************************************************************
FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 21
----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<<
============================================================================
INITIAL SUBAREA FLOW-LENGTH(FEET) = 165.00
ELEVATION DATA: UPSTREAM(FEET) = 298.00 DOWNSTREAM(FEET) = 295.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.223
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.034
SUBAREA Tc AND LOSS RATE DATA(AMC III):
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PRRES100.RES
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL B 0.02 0.30 0.100 76 5.22
COMMERCIAL C 0.22 0.25 0.100 86 5.22
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 1.30
TOTAL AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) = 1.30
****************************************************************************
FLOW PROCESS FROM NODE 34.00 TO NODE 32.00 IS CODE = 41
----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<<
============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 171.00 DOWNSTREAM(FEET) = 168.00
FLOW LENGTH(FEET) = 113.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 10.0 INCH PIPE IS 4.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.80
GIVEN PIPE DIAMETER(INCH) = 10.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 1.30
PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 5.55
LONGEST FLOWPATH FROM NODE 33.00 TO NODE 32.00 = 278.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 1
----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
============================================================================
TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.55
RAINFALL INTENSITY(INCH/HR) = 5.83
AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25
AREA-AVERAGED Ap = 0.10
EFFECTIVE STREAM AREA(ACRES) = 0.24
TOTAL STREAM AREA(ACRES) = 0.24
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.30
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 8.17 7.38 4.950 0.25( 0.03) 0.10 1.7 30.00
2 1.30 5.55 5.830 0.25( 0.03) 0.10 0.2 33.00
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 8.53 5.55 5.830 0.25( 0.03) 0.10 1.5 33.00
2 9.27 7.38 4.950 0.25( 0.03) 0.10 2.0 30.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 9.27 Tc(MIN.) = 7.38
EFFECTIVE AREA(ACRES) = 1.98 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.0
LONGEST FLOWPATH FROM NODE 30.00 TO NODE 32.00 = 608.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 81
----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================
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PRRES100.RES
MAINLINE Tc(MIN.) = 7.38
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.950
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 0.06 0.30 0.100 76
COMMERCIAL C 0.18 0.25 0.100 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.26
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 0.24 SUBAREA RUNOFF(CFS) = 1.06
EFFECTIVE AREA(ACRES) = 2.22 AREA-AVERAGED Fm(INCH/HR) = 0.03
AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10
TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 9.84
****************************************************************************
FLOW PROCESS FROM NODE 1.10 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) = 129.00
ELEVATION DATA: UPSTREAM(FEET) = 176.00 DOWNSTREAM(FEET) = 166.00
Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.627
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.782
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 B 0.16 0.30 0.850 76 5.63
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.850
SUBAREA RUNOFF(CFS) = 0.80
TOTAL AREA(ACRES) = 0.16 PEAK FLOW RATE(CFS) = 0.80
============================================================================
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 0.2 TC(MIN.) = 5.63
EFFECTIVE AREA(ACRES) = 0.16 AREA-AVERAGED Fm(INCH/HR)= 0.26
AREA-AVERAGED Fp(INCH/HR) = 0.30 AREA-AVERAGED Ap = 0.850
PEAK FLOW RATE(CFS) = 0.80
============================================================================
============================================================================
END OF RATIONAL METHOD ANALYSIS
Page 11
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Appendix 6
FEMA Map
PA2021-296
National Flood Hazard Layer FIRMette
0 500 1,000 1,500 2,000250
Feet
Ü
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
SPECIAL FLOODHAZARD AREAS
Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or DepthZone AE, AO, AH, VE, AR
Regulatory Floodway
0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas 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 SCREENArea 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 basemapaccuracy standards
The flood hazard information is derived directly from theauthoritative NFHL web services provided by FEMA. This mapwas exported on 3/15/2021 at 4:52 PM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome 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 approximatepoint selected by the user and does not representan authoritative property location.
1:6,000
117°53'7"W 33°37'16"N
117°52'29"W 33°36'46"N
Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020
PA2021-296
Appendix 7
Zoning Map
PA2021-296
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Banning Ranch
Newport Coast
WEST 16THOCEAN
FRONT 15THSTREET 20THSTREET18THBALBOA
OCEAN STREETWEST
PLACE
STREETAVENUEPLACEAR
C
A
D
E
BLVD
COU
R
T22ND STREET 22ND STNEWPORT
B
L
V
D
26TH STREET
THE
MCFADDEN21STCABR
I
L
L
O
STREETWEST
VILELLE
19THFRONT
17TH STREETSTREET15THGENOA
STREETDRIVECHA
N
N
E
L
(ALL STREETS PVT)
FRE
M
O
N
T
B EA CHAN
C
H
O
R
A
G
E
W
A
Y
STR
E
E
T
EL
P
A
S
E
O
STRE
E
TNOMAD STSTR
E
E
T
DRA
K
E
STR
E
E
T
STR
E
E
T
BE
A
C
H
D
R
ROA
D
BAY AVENUE WEST
VIA LID
O
S
O
U
D
26TH25THSTREET
24TH23RD STREETBA
L
B
O
A
B
L
V
D
WE
S
T OC
E
A
N
27THSTREETSTREETSTREET
FRO
N
T
CM
CV
CV
CV
CV
MU-H4
MU-W2
MU-W2
MU-W2
MU-W2 OS
PF
PI
PR
PR
PR
PR
PR
RM
RM
RM
RM
RM
RS-D
RS-D RS-D
RT
RT
RT
RT
RT
SEE DETAIL A
SEE DETAIL B
SEE DETAIL C
Detail A Detail B Detail C
Crystal Cove State Park
City of Newport Beach
General Plan Land Use Map
:
0 10.5 Miles
Coastal Zone Boundary
General Plan LayerResidential Neighborhoods
RS-D - Single-Unit Residential Detached
RS-A- Single-Unit Residential Attached
RT- Two-Unit Residential
RM - Multiple-Unit Residential
RM-D - Multiple-Unit Residential Detached
RM/OS - Multiple-Unit Residential / Open Space
Commercial Districts and Corridors
CN - Neighborhood Commercial
CC - Corridor Commercial
CG - General Commercial
CV - Visitor-Serving Commercial
CM - Recreational and Marine Commercial
CR - Regional Commercial
Commercial Office Districts
CO-G - General Commercial Office
CO-M - Medical Commercial Office
CO-R - Regional Commercial Office
Industrial
IG - Industrial
Airport Supporting Districts
AO - Airport Office and Supporting Uses
Mixed-Use Districts
MU-V - Mixed-Use Vertical
MU-H - Mixed-Use Horizontal
MU-W - Mixed-Use Water-Related
Public, Semi-Public and Institutional
PF - Public Facilities
PI - Private Institutions
PR - Parks and Recreation
OS - Open Space
OS(RV) - Open Space / Residential Village
TS - Tidelands and Submerged lands
Overview Map Only
Adopted : July 25, 2006Effective Date: November 7, 2006
See Figures LU2 through LU15in the General Plan Land Use Elementfor detailed land use information
Name: GP_36X48_Map Date: 1/21/2016
Newport Beach Marriott
Project Site
PA2021-296
Appendix 8
Hydraulic Calculations
PA2021-296
T1 HOTEL BRANDED RESIDENCES 0
T2 PROPOSED CONDITION 25-YEAR
T3 NOVEMBER 2021
SO 100.000 160.910 1 160.910
R 193.500 162.810 1 .013 .000 .000 0
R 210.000 163.500 1 .013 .000 .000 0
JX 210.500 163.700 1 2 .013 1.270 163.700 .0 90.000
R 385.000 164.200 1 .013 .000 .000 0
JX 390.000 164.400 1 2 .013 1.270 164.300 .0 .000
R 680.000 165.200 1 .013 .000 .000 0
JX 685.000 165.400 1 2 .013 1.270 165.300 .0 -90.000
R 812.000 166.200 1 .013 .000 .000 0
JX 817.000 166.400 1 2 .013 3.100 166.300 .0 90.000
R 844.000 167.000 1 .013 .000 .000 0
JX 849.000 167.200 3 2 .013 2.400 167.200 .0 .000
R 939.000 169.000 3 .013 .000 .000 0
SH 939.000 169.000 3 169.000
CD 1 4 1 .000 1.500 .000 .000 .000 .00
CD 2 4 1 .000 1.000 .000 .000 .000 .00
CD 3 4 1 .000 1.250 .000 .000 .000 .00
Q 1.400 .0
PA2021-296
FILE: NBRES25.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 7065 WATER SURFACE PROFILE LISTING Date:11-22-2021 Time: 5:38:41 HOTEL BRANDED RESIDENCES PROPOSED CONDITION 25-YEAR NOVEMBER 2021 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 100.000 160.910 .937 161.847 10.71 9.22 1.32 163.17 .00 1.26 1.45 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 33.535 .0203 .0205 .69 .94 1.82 .94 .013 .00 .00 PIPE | | | | | | | | | | | | | 133.535 161.591 .934 162.525 10.71 9.26 1.33 163.86 .00 1.26 1.45 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 59.965 .0203 .0219 1.31 .93 1.83 .94 .013 .00 .00 PIPE | | | | | | | | | | | | | 193.500 162.810 .897 163.707 10.71 9.71 1.46 165.17 .00 1.26 1.47 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.774 .0418 .0225 .06 .90 1.98 .75 .013 .00 .00 PIPE | | | | | | | | | | | | | 196.274 162.926 .916 163.842 10.71 9.47 1.39 165.23 .00 1.26 1.46 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.164 .0418 .0206 .09 .92 1.90 .75 .013 .00 .00 PIPE | | | | | | | | | | | | | 200.438 163.100 .954 164.055 10.71 9.03 1.27 165.32 .00 1.26 1.44 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.161 .0418 .0182 .06 .95 1.75 .75 .013 .00 .00 PIPE | | | | | | | | | | | | | 203.599 163.232 .995 164.227 10.71 8.61 1.15 165.38 .00 1.26 1.42 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.393 .0418 .0162 .04 .99 1.62 .75 .013 .00 .00 PIPE | | | | | | | | | | | | | 205.992 163.332 1.038 164.371 10.71 8.21 1.05 165.42 .00 1.26 1.38 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.768 .0418 .0145 .03 1.04 1.49 .75 .013 .00 .00 PIPE | | | | | | | | | | | | | 207.760 163.406 1.085 164.491 10.71 7.82 .95 165.44 .00 1.26 1.34 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.233 .0418 .0129 .02 1.08 1.37 .75 .013 .00 .00 PIPE | | | | | | | | | | | | | 208.993 163.458 1.136 164.594 10.71 7.46 .86 165.46 .00 1.26 1.29 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .744 .0418 .0116 .01 1.14 1.24 .75 .013 .00 .00 PIPE PA2021-296
FILE: NBRES25.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 2 Program Package Serial Number: 7065 WATER SURFACE PROFILE LISTING Date:11-22-2021 Time: 5:38:41 HOTEL BRANDED RESIDENCES PROPOSED CONDITION 25-YEAR NOVEMBER 2021 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 209.737 163.489 1.192 164.681 10.71 7.11 .79 165.47 .00 1.26 1.21 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .263 .0418 .0105 .00 1.19 1.12 .75 .013 .00 .00 PIPE | | | | | | | | | | | | | 210.000 163.500 1.256 164.756 10.71 6.78 .71 165.47 1.50 1.26 1.11 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .4000 1.50 1.00 .013 .00 .00 PIPE | | | | | | | | | | | | | 210.500 163.700 1.187 164.887 9.44 6.29 .62 165.50 .00 1.19 1.22 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.217 .0029 .0082 .01 1.19 1.00 1.50 .013 .00 .00 PIPE | | | | | | | | | | | | | 211.717 163.703 1.249 164.953 9.44 6.00 .56 165.51 .00 1.19 1.12 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.792 .0029 .0076 .04 1.25 .89 1.50 .013 .00 .00 PIPE | | | | | | | | | | | | | 216.509 163.717 1.323 165.040 9.44 5.72 .51 165.55 .00 1.19 .97 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.800 .0029 .0071 .08 1.32 .77 1.50 .013 .00 .00 PIPE | | | | | | | | | | | | | 228.309 163.751 1.419 165.170 9.44 5.46 .46 165.63 .00 1.19 .68 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 14.079 .0029 .0073 .10 1.42 .60 1.50 .013 .00 .00 PIPE | | | | | | | | | | | | | 242.388 163.791 1.500 165.291 9.44 5.34 .44 165.73 .00 1.19 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 142.612 .0029 .0078 1.11 1.50 .00 1.50 .013 .00 .00 PIPE | | | | | | | | | | | | | 385.000 164.200 2.243 166.443 9.44 5.34 .44 166.89 .00 1.19 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0400 .0071 .04 2.24 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 390.000 164.400 2.265 166.665 8.17 4.62 .33 167.00 .00 1.11 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 290.000 .0028 .0060 1.75 2.26 .00 1.50 .013 .00 .00 PIPE PA2021-296
FILE: NBRES25.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 3 Program Package Serial Number: 7065 WATER SURFACE PROFILE LISTING Date:11-22-2021 Time: 5:38:41 HOTEL BRANDED RESIDENCES PROPOSED CONDITION 25-YEAR NOVEMBER 2021 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 680.000 165.200 3.219 168.419 8.17 4.62 .33 168.75 .00 1.11 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0400 .0052 .03 .00 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 685.000 165.400 3.199 168.599 6.90 3.90 .24 168.84 .00 1.02 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 127.000 .0063 .0043 .55 3.20 .00 1.04 .013 .00 .00 PIPE | | | | | | | | | | | | | 812.000 166.200 2.947 169.147 6.90 3.90 .24 169.38 .00 1.02 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0400 .0028 .01 .00 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 817.000 166.400 2.926 169.326 3.80 2.15 .07 169.40 .00 .75 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 27.000 .0222 .0013 .04 2.93 .00 .50 .013 .00 .00 PIPE | | | | | | | | | | | | | 844.000 167.000 2.362 169.362 3.80 2.15 .07 169.43 .00 .75 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0400 .0009 .00 2.36 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 849.000 167.200 2.218 169.418 1.40 1.14 .02 169.44 .00 .47 .00 1.250 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 49.543 .0200 .0005 .02 2.22 .00 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 898.543 168.191 1.250 169.441 1.40 1.14 .02 169.46 .00 .47 .00 1.250 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.774 .0200 .0004 .00 1.25 .00 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 904.317 168.306 1.134 169.440 1.40 1.20 .02 169.46 .00 .47 .73 1.250 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.319 .0200 .0004 .00 1.13 .17 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 907.636 168.373 1.067 169.440 1.40 1.25 .02 169.46 .00 .47 .88 1.250 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.715 .0200 .0005 .00 1.07 .20 .33 .013 .00 .00 PIPE PA2021-296
FILE: NBRES25.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 4 Program Package Serial Number: 7065 WATER SURFACE PROFILE LISTING Date:11-22-2021 Time: 5:38:41 HOTEL BRANDED RESIDENCES PROPOSED CONDITION 25-YEAR NOVEMBER 2021 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 910.352 168.427 1.011 169.438 1.40 1.32 .03 169.47 .00 .47 .98 1.250 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.360 .0200 .0005 .00 1.01 .22 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 912.712 168.474 .963 169.437 1.40 1.38 .03 169.47 .00 .47 1.05 1.250 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.096 .0200 .0006 .00 .96 .25 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 914.808 168.516 .919 169.435 1.40 1.45 .03 169.47 .00 .47 1.10 1.250 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.902 .0200 .0006 .00 .92 .27 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 916.710 168.554 .879 169.433 1.40 1.52 .04 169.47 .00 .47 1.14 1.250 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.732 .0200 .0007 .00 .88 .30 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 918.442 168.589 .842 169.431 1.40 1.59 .04 169.47 .00 .47 1.17 1.250 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.596 .0200 .0008 .00 .84 .32 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 920.038 168.621 .807 169.428 1.40 1.67 .04 169.47 .00 .47 1.20 1.250 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.469 .0200 .0009 .00 .81 .35 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 921.506 168.650 .775 169.425 1.40 1.75 .05 169.47 .00 .47 1.21 1.250 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.349 .0200 .0010 .00 .77 .38 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 922.856 168.677 .744 169.422 1.40 1.84 .05 169.47 .00 .47 1.23 1.250 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.249 .0200 .0011 .00 .74 .41 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 924.105 168.702 .716 169.418 1.40 1.93 .06 169.48 .00 .47 1.24 1.250 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.151 .0200 .0013 .00 .72 .44 .33 .013 .00 .00 PIPE PA2021-296
FILE: NBRES25.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 5 Program Package Serial Number: 7065 WATER SURFACE PROFILE LISTING Date:11-22-2021 Time: 5:38:41 HOTEL BRANDED RESIDENCES PROPOSED CONDITION 25-YEAR NOVEMBER 2021 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 925.255 168.725 .688 169.413 1.40 2.02 .06 169.48 .00 .47 1.24 1.250 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.049 .0200 .0015 .00 .69 .48 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 926.304 168.746 .663 169.409 1.40 2.12 .07 169.48 .00 .47 1.25 1.250 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .966 .0200 .0016 .00 .66 .51 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 927.270 168.765 .638 169.403 1.40 2.22 .08 169.48 .00 .47 1.25 1.250 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .867 .0200 .0019 .00 .64 .55 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 928.137 168.783 .614 169.397 1.40 2.33 .08 169.48 .00 .47 1.25 1.250 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .303 .0200 .0021 .00 .61 .59 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 928.440 168.789 .592 169.381 1.40 2.45 .09 169.47 .00 .47 1.25 1.250 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 928.440 168.789 .354 169.143 1.40 4.90 .37 169.52 .00 .47 1.13 1.250 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.716 .0200 .0144 .05 .35 1.72 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 932.157 168.863 .366 169.229 1.40 4.68 .34 169.57 .00 .47 1.14 1.250 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.444 .0200 .0126 .03 .37 1.61 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 934.601 168.912 .379 169.291 1.40 4.46 .31 169.60 .00 .47 1.15 1.250 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.647 .0200 .0110 .02 .38 1.50 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 936.248 168.945 .392 169.337 1.40 4.25 .28 169.62 .00 .47 1.16 1.250 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.133 .0200 .0097 .01 .39 1.41 .33 .013 .00 .00 PIPE PA2021-296
FILE: NBRES25.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 6 Program Package Serial Number: 7065 WATER SURFACE PROFILE LISTING Date:11-22-2021 Time: 5:38:41 HOTEL BRANDED RESIDENCES PROPOSED CONDITION 25-YEAR NOVEMBER 2021 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 937.381 168.968 .406 169.374 1.40 4.05 .26 169.63 .00 .47 1.17 1.250 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .771 .0200 .0085 .01 .41 1.31 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 938.152 168.983 .420 169.403 1.40 3.86 .23 169.64 .00 .47 1.18 1.250 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .491 .0200 .0074 .00 .42 1.23 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 938.643 168.993 .435 169.428 1.40 3.68 .21 169.64 .00 .47 1.19 1.250 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .271 .0200 .0065 .00 .44 1.15 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 938.915 168.998 .451 169.449 1.40 3.51 .19 169.64 .00 .47 1.20 1.250 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .085 .0200 .0057 .00 .45 1.07 .33 .013 .00 .00 PIPE | | | | | | | | | | | | | 939.000 169.000 .468 169.468 1.40 3.34 .17 169.64 .00 .47 1.21 1.250 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- PA2021-296
T1 HOTEL BRANDED RESIDENCES 0
T2 PROPOSED CONDITION 100-YEAR
T3 NOVEMBER 2021
SO 100.000 160.910 1 160.910
R 193.500 162.810 1 .013 .000 .000 0
R 210.000 163.500 1 .013 .000 90.000 0
JX 210.500 163.700 1 2 .013 1.630 163.700 .0 .000
R 385.000 164.200 1 .013 .000 .000 0
JX 390.000 164.300 1 2 .013 1.630 164.300 .0 .000
R 680.000 165.200 1 .013 .000 -90.000 0
JX 685.000 165.400 1 2 .013 1.640 165.300 .0 .000
R 812.000 166.000 1 .013 .000 90.000 0
JX 817.000 166.200 1 2 .013 4.000 166.200 .0 .000
R 844.000 167.000 1 .013 .000 .000 0
JX 849.000 167.200 3 2 .013 3.100 167.100 .0 .000
R 939.000 169.000 3 .013 .000 .000 0
SH 939.000 169.000 3 169.000
CD 1 4 1 .000 1.500 .000 .000 .000 .00
CD 2 4 1 .000 1.000 .000 .000 .000 .00
CD 3 4 1 .000 1.250 .000 .000 .000 .00
Q 1.800 .0
PA2021-296
FILE: NBRES100.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 1 Program Package Serial Number: 7065 WATER SURFACE PROFILE LISTING Date:11-22-2021 Time: 5:41:18 HOTEL BRANDED RESIDENCES PROPOSED CONDITION 100-YEAR NOVEMBER 2021 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 100.000 160.910 1.129 162.039 13.80 9.67 1.45 163.49 .00 1.38 1.29 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 59.530 .0203 .0214 1.27 1.13 1.62 1.14 .013 .00 .00 PIPE | | | | | | | | | | | | | 159.530 162.120 1.094 163.214 13.80 9.99 1.55 164.76 .00 1.38 1.33 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 33.970 .0203 .0235 .80 1.09 1.73 1.14 .013 .00 .00 PIPE | | | | | | | | | | | | | 193.500 162.810 1.047 163.857 13.80 10.48 1.70 165.56 .00 1.38 1.38 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.019 .0418 .0244 .05 1.05 1.89 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 195.519 162.894 1.061 163.956 13.80 10.32 1.65 165.61 .00 1.38 1.36 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.318 .0418 .0227 .12 1.06 1.84 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 200.837 163.117 1.110 164.227 13.80 9.84 1.50 165.73 .00 1.38 1.32 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.887 .0418 .0203 .08 1.11 1.68 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 204.723 163.279 1.163 164.443 13.80 9.39 1.37 165.81 .00 1.38 1.25 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.771 .0418 .0183 .05 1.16 1.53 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 207.495 163.395 1.223 164.618 13.80 8.95 1.24 165.86 .00 1.38 1.16 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.789 .0418 .0167 .03 1.22 1.37 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 209.284 163.470 1.291 164.761 13.80 8.53 1.13 165.89 .00 1.38 1.04 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .716 .0418 .0155 .01 1.29 1.21 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 210.000 163.500 1.376 164.876 13.80 8.13 1.03 165.90 .00 1.38 .83 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .4000 .0142 .01 1.38 1.00 .013 .00 .00 PIPE PA2021-296
FILE: NBRES100.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 2 Program Package Serial Number: 7065 WATER SURFACE PROFILE LISTING Date:11-22-2021 Time: 5:41:18 HOTEL BRANDED RESIDENCES PROPOSED CONDITION 100-YEAR NOVEMBER 2021 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 210.500 163.700 1.631 165.331 12.17 6.89 .74 166.07 .00 1.32 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 174.500 .0029 .0134 2.34 1.63 .00 1.50 .013 .00 .00 PIPE | | | | | | | | | | | | | 385.000 164.200 3.473 167.673 12.17 6.89 .74 168.41 .00 1.32 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0200 .0117 .06 3.47 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 390.000 164.300 3.741 168.041 10.54 5.96 .55 168.59 .00 1.25 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 290.000 .0031 .0101 2.92 3.74 .00 1.50 .013 .00 .00 PIPE | | | | | | | | | | | | | 680.000 165.200 5.924 171.124 10.54 5.96 .55 171.68 .00 1.25 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0400 .0086 .04 5.92 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 685.000 165.400 6.024 171.424 8.90 5.04 .39 171.82 .00 1.15 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 127.000 .0047 .0072 .91 6.02 .00 1.50 .013 .00 .00 PIPE | | | | | | | | | | | | | 812.000 166.000 6.453 172.453 8.90 5.04 .39 172.85 .00 1.15 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0400 .0047 .02 6.45 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 817.000 166.200 6.551 172.751 4.90 2.77 .12 172.87 .00 .85 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 27.000 .0296 .0022 .06 6.55 .00 .53 .013 .00 .00 PIPE | | | | | | | | | | | | | 844.000 167.000 5.810 172.810 4.90 2.77 .12 172.93 .00 .85 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0400 .0015 .01 5.81 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 849.000 167.200 5.703 172.903 1.80 1.47 .03 172.94 .00 .53 .00 1.250 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 90.000 .0200 .0008 .07 5.70 .00 .38 .013 .00 .00 PIPE PA2021-296
FILE: NBRES100.WSW W S P G W - CIVILDESIGN Version 14.07 PAGE 3 Program Package Serial Number: 7065 WATER SURFACE PROFILE LISTING Date:11-22-2021 Time: 5:41:18 HOTEL BRANDED RESIDENCES PROPOSED CONDITION 100-YEAR NOVEMBER 2021 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 939.000 169.000 3.973 172.973 1.80 1.47 .03 173.01 .00 .53 .00 1.250 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- PA2021-296