HomeMy WebLinkAbout20211081 126 West Ave Site Plan Review SWPPP STORMWATER P4LLUTION
PREVENTION PLAN
For
Mixed Use Development
126 West Avenue
City of Saratoga Springs
Saratoga County
State of New York
A��licant:
B&D Properties, LLC
2603 Guilderland Avenue
Schenectady, NY 12304
Pre�ared B�
Ingalls &Associates, LLP
2603 Guilderland Avenue
Schenectady, NY 12306
Phone: (518) 393-7725
Fax: (518) 393-2324
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Prepared:
October 18, 2021
TABLE OF CONTENTS
Section Page Number
I. PROJECT BACKGROUND INFORMATION.............................................................................1
II. PRE VS. POST-DEVELOPMENT COMPARISON...................................................................1
III. EROSION &SEDIMENT CONTROL..........................................................................................2
IV. SUMMARY........................................................................................................................................5
LIST OFAPPENDICIES
APPENDIX A..............................................................................SITE LOCATION AND SOILS MAP
APPENDIXB...................................................................................................DRAINAGE ANALYSIS
APPENDIX C...............................................................EROSION &SEDIMENT CONTROL PLAN
I. PROJECT BACKGROUND INFORMATION
The proposed mixed-use development, including four (4) townhouses, office space,
and a second-floor apartment, is located at 126 West Avenue, in the City of Saratoga
Springs, County of Saratoga, State of New York. The 0.5-aci-e project site is identified
as Tax/Map parcel #165.72-1-22.1. The residential units and office space will be
serviced by a new connection to municipal water and sewer on Grand Avenue.
The 0.5-acre area of disturbance is associated with the construction of the mixed-use
building, driveway,utility connections,and stormwater management areas.Since soil
disturbance is less than 1-acre, the project does not require the preparation of a
SWPPP or installation of post-construction stormwater management facilities per
NYSDEC GP-0-20-001. Despite limited disturbance, the site was analyzed for pre vs
post-development runoff rates. The site is designed to convey water from new
impervious areas to Analysis Point A, an existing catch basin on the south side of the
site along Grand Avenue.
Site Characteristics
The Saratoga County Soils Map (Appendix A) shows the soils within the area of
development to be Windsor loamy sand (WnB) 3 to 8 percent slopes. The site flows
towards two (2) analysis points, A and B. Analysis Point A is located at an existing
catch basin on the south side of the site, along Grand Avenue. Analysis Point B is
located on the northern property line. The project site consists of primarily grass
lawn, with a split-level residential structure and paved impervious areas.
II. PRE VS. POST-DEVELOPMENT COMPARISON
Although not required per GP-0-20-001, the runoff rate between pre and post
development conditions was analyzed.As the table below demonstrates the proposed
development will not negatively alter hydrology of the site. The peak flow rates for
the post development conditions are approximately equal to or less than the existing,
predevelopment conditions of the property.
Pre vs.Post-Develo ment Runoff Rate Com arison
Analysis 1-YR CPV-ED 10-YR QP 100-YR Qr
Point Pre Post Pre Post Pre Post
A O.00cs O.00cs 0.37cs 0.11 cs 2.14cs 1.74cs
B O.00cs O.00cs 0.03cs O.00cs 0.33cs 0.06cs
Sources of water pollution during construction typically include erosion, siltation,
and debris transport from excavated site areas, accidental spillage or leakage of
motor fuels,lubrication oils,and other fluids from construction equipment,and other
potential releases of construction related debris. In post construction, typical
pollution sources include leakage of motor fuel or lubricating oils onto pavement,
S �VPPP Pa � e �1
sediment-laden runoff from paved areas after deicing procedures, and runoff from
landscaped areas that may contain fertilizers and other landscape maintenance
chemicals.
Stormwater quality and erosion control during construction will utilize temporary
measures including installation of silt fencing, vegetation protection barriers, and if
needed, stone check dams to minimize soil erosion and water pollution.
As described in the site characteristics, the project site flows into two (2) analysis
points on to the north and south of the project site. This drainage pattern will be
maintained after construction. Any minor increase in runoff associated with the
construction of the mixed-use building, parking lot, and driveway will be negligible
and mitigated through establishment of infiltration basins, a swale line on the north-
eastern property line, and two (2) dry wells. These features will attenuate
stormwater flows such that post development discharge rates will be equal or less
than predevelopments conditions.
III. EROSION & SEDIMENT CONTROL
1. Temporary Controls during Construction
During the project's construction phase the site will be the most susceptible to
erosion and sedimentation. To prevent erosion during the construction phase,the
following temporary erosion control measures will be used.
• Silt fencing will be placed around proposed toe of slopes.
� Tracking pads (Stabilized Construction Entrances) shall be constructed at
site entrance.
• Silt fence shall be constructed around all temporary stockpiles of fill,
topsoil, and excavated overburden. Silt fence shall be maintained in good
condition until such time as said stockpiles are removed and stockpiling
areas are brought to final grade and permanently stabilized.
� Seeding/mulch shall be used to stabilize inactive areas of topsoil and fill
that is to remain stockpiled on-site for periods greater than 14 days. Prior
to the seeding operation, the stockpiled material shall be graded as
needed and feasible to permit the use of conventional equipment for
seedbed preparation, seeding, mulch application and mulch anchoring.
• If applicable, all disturbed slopes greater than 3:1 shall receive
biodegradable rolled fabric to protect slopes from erosion.
• Water trucks will be used for dust control on roadways.
� Site debris and rubbish shall be properly disposed of daily.
• Stockpiled construction materials shall be covered,contained and elevated
• The contractor shall avoid the use of toxic products and materials to the
maximum extent.
• Spill control supplies and Material Safety Data Sheets (MSDS) shall be
stocked and maintained in readily accessible locations.
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All temporary controls must be functioning and left in-place until the entire
contributing area treated by the practice reaches final stabilization. Temporary
controls associated with individual lots may be installed prior to the construction of
that lot and removed once the full area is finally stabilized. All Erosion & Sediment
Control practices shall be installed and maintained in accordance with "NYS
Standards for Erosion&Sediment Control" (2016-Blue Book).
Site Assessment and Inspections
All erosion and sediment control measures shall be routinely inspected by the owner
or his representative to ensure control measures are functioning properly at all times.
At a minimum, routine inspections should take place after all heavy storm events.
Erosion control devices shall be cleaned and repaired as necessary to insure proper
operation.
Per the Ciry of Saratoga Springs Storrnwater ordinance, the owner/operator shall
maintain a record of all project documents including the SWPPP and any inspection
reports the duration of the project.
Stabilization
The operator shall initiate stabilization measures as soon as practical in portions of
the site where construction activities have temporarily or permanently ceased, but in
no case more than 14 days after the construction activity in the portion of the site has
temporarily or permanently been ceased. The soil stabilization measures selected
shall be in conformance with the most current version of the technical standard,"New
York Standards and Specifications for Erosion and Sediment Control." This
requirement does not apply when construction activity is temporarily or
permanently ceased due to snow cover or frozen ground conditions. In this case
stabilization measures shall be initiated as soon as practicable.
Winter Stabilization
The following measures shall apply for construction activities involved with land
disturbance and exposure between November 15th and April 1St,
• Ensure adequate storage is provided for cleared snow and control of inelt
water in a manner not affecting ongoing construction activities.
• Enlarge and stabilize access points for snow management and stockpiling.
Snow management activities must not destroy or degrade installed erosion
and sediment control practices.
• A minimum 25 foot buffer shall be maintained from all perimetei-controls
such as silt fence. Mark silt fence with tall stakes that are visible above the
snow pack.
� W P P P P a d e �3
• Sediment barriers must be installed at all appropriate perimeter and sensitive
locations. As applicable silt fence and other practices requiring earth
disturbance shall be installed before the ground freezes.
• Soil stockpiles must be protected by the use of established vegetation,
anchored straw mulch, rolled stabilization matting, or other durable
covering.A barrier must be installed at least 15 feet from the toe of the
stockpile to prevent soil migration and to capture loose soil.
• In areas where soil disturbance activity has temporarily or permanently
ceased,the application of soil stabilization measures should be initiated by the
end of the next business day and completed within three (3) days. Rolled
erosion control blankets must be used on all slopes 3 horizontal to 1 vertical
or steeper.
� If straw mulch alone is used for temporary stabilization,it shall be applied at
double the standard rate of 2 tons per acre, making the application rate 4
tons per acre. Other manufactured mulches should be applied at double the
manufacturer's recommended rate.
• To ensure adequate stabilization of disturbed soil in advance of a melt event,
areas of disturbed soil should be stabilized at the end of each work day
unless:
o work will resume within 24 hours in the same area and no
precipitation is forecast or;
o the work is in disturbed areas that collect and retain runoff, such as
open utility trenches, foundation excavations, or water management
areas.
Maintenance
TI1e owner/operator shall inspect the integrity and function of all temporary erosion
control measures to ensure they are being maintained in effective operating condition
at all times. To assure proper function, siltation barriers shall be maintained in good
condition and reinforced, extended, repaired, re-seeded and protected from further
erosion. All accumulated sediment shall be removed and contained in appropriate
spoil areas.Water shall be applied to newly seeded areas as needed until grass cover
is well established.
Sedimentation control measures shall be monitored to ensure proper functionality.
The following items shall be routinely inspected by the owner.
• Silt fencing shall be inspected regularly for undermining and deterioration.
• Seeded/mulched areas shall be inspected regularly to see that a good stand is
maintained without erosion.Areas shall be repaired as necessary.
• The construction entrance(s) shall be maintained in a condition, which will
prevent tracking or flowing of sediment onto public R.O.W. All sediment
spilled, dropped, washed or tracked onto public R.O.W. must be removed
immediately.
S �VPPP Pa � e �4
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• The site shall be visually inspected for residues, stains or traces of pollutants
on paved surfaces and around structures or valves.
• Erosion control devices must be cleaned when sediment reaches 50%.
IV. SUMMARY
The erosion and sediment measures as well as attenuation controls referenced above
will prevent flooding, nutrient loading, and erosion that may result during and post-
construction. This will ensure proper protection of downstream channels and
adjacent properties. Based on the previously described stormwater controls, the
proposed new lot development will not negatively impact downstream properties.
The controls and maintenance responsibilities outlined in this report shall be cross
referenced with the NYSDEC GP 0-20-001.The contractor shall be familiar with both
the design plans and reports and the NYS Permit conditions.
SbVPPP Pa � e �5
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APPENDIX A
SITE LOCATIOIV AND SOILS MAP
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UNAUTHORIZED ALTERAl10N OR SI TE LOCATI ON
AD�ITION TO THIS DRAWING IS
A VIOLATION OF SECTION 7209
SUBDIVISION 2, OF 7HE NEW , »: > B&D PROPERTIES, LLC
ONLY COPI 5 MADE FFiOM�THE __. � '� ��L6 WEST AVE
ORIGINAL OF THIS DRAWING
BEARING AN ORIGINAL INKED CITY OF SARATOGA SPRINGS
oR EMBoSSEo SEA� ANO ingalis&associates,LLP COUNTY OF SARATOGA STATE OF NEW YORK
SIGNANRE SHALL BE CONSIDERED engineering,environmenlal,surveying pq�: CHECKED 8Y:DFl
TO BE VALID TRUE COPIES. ZfiO3GUILDERLANDAVENUE OCTOBER 13, 2021 JOB N0.19-146 SCALE: �"� 2��Q0'
QC COPYIighf 2075—Ingalis k SCHENECTADY,N.Y.72306
DAVID F. INGALLS JR., P.E. PHONE:(518)393-7725 DRAWN BY:JCH SHEET 1 OF �
Associates,LlP-All rights reserved N.Y,S. LIC. N0. 064993 FAX:(518)393-2324 CA�O FlLE: 19-146 DF.dwg
USDA United States A product of the National Custom Soil Resource
=�-"'"'— Department of Cooperative Soil Survey,
Agriculture a joint effort of the United Report for
n ' ��� States Department of
IV Agriculture and other S a rato g a
Federal agencies, State
Natural agencies including the
Resources Agricultural Experiment �O� ���, N ew
Conservation Stations, and local
Service participants
York
October 18, 2021
a
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.nres.usda.gov/wps/
portal/nres/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=nres)or your NRCS State Soil
Scientist(http://www.nres.usda.gov/wps/portal/nres/detaii/soils/contactus/?
cid=nres142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status,familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2
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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, O�ce of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call (800) 795-3272 (voice)or(202) 720-63$2 (TDD). USDA is an equal apportunity
provider and employer.
3
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Contents
Preface....................................................................................................................2
HowSoil Surveys Are Made..................................................................................5
SoilMap..................................................................................................................8
SoilMap...........................................................:....................................................9
Legend................................................................................................................10
MapUnit Legend................................................................................................ 11
MapUnit Descriptions.........................................................................................11
Saratoga County, New York............................................................................13
Wn6—Windsor loamy sand, 3 to 8 percent slopes.....................................13
References............................................................................................................15
4
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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 unconsalidated 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 geographicaliy 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 af 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 harizons within the profile. After the soil
5
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Custom Soil Resource Report
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 additianal 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 ineasurements 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 sails 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
6
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Custom Soil Resource Report
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
7
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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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Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
�WnB �Windsor loamy sand,3 to 8 I 0.8'I 100.0%'
percent slopes i
__ _ _— _— _ ---- __ _—- __ __ I— ____ ___---- __—I
I Totals for Area of Interest ', 0.8 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requiremer�ts. 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.
11
i �
Custom Soil Resource Report
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 heve major
horizons that are similar in composition, thickness, and arrangement.
Soils of ane 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 comp/ex 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 ur�its 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.
12
Custom Soil Resource Report
Saratoga County, New York
WnB—Windsor loamy sand, 3 to 8 percent slopes
Map Unit Setting
National map unit symbol: 2svkf
Elevation: 0 to 1,210 feet
Mean annual precipitation: 36 to 71 inches
Mean annual air temperature: 39 to 55 degrees F
Frost-free period: 140 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Windsor, loamy sand, and similar soils:85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Windsor, Loamy Sand
Setting
Landform: Dunes, outwash plains, deltas, outwash terraces
Landform position (three-dimensional):Tread, riser
Down-slope shape:Convex, linear
Across-s/ope shape: Convex, linear
Parent material: Loose sandy glaciofluvial deposits derived from granite and/or
loose sandy glaciofluvial deposits derived from schist and/or loose sandy
glaciofluvial deposits derived from gneiss
Typical profile
O-0 to 1 inches: moderately decomposed plant material
A - 1 to 3 inches: loamy sand
Bw-3 to 25 inches: loamy sand
C-25 to 65 inches: sand
Properties and qualities
Slope:3 to 8 percent
Depth to restrictive feature: More than 80 inches
Drainage c/ass: Excessively drained
Runotf class: Low
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to very
high (1.42 to 99.90 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Maximum salinity.� Nonsaline (0.0 to 1.9 mmhos/cm)
Available water supply, 0 to 60 inches: Low(about 4.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2s
Hydrologic Soil Group: A
Ecological site: F144AY022MA- Dry Outwash
Hydric soil rating: No
13
, �
Custom Soil Resource Report
Minor Components
Hinckley, loamy sand
Percent of map unit: 10 percent
Landform: Deltas, kames, eskers, outwash plains
Landform position (two-dimensional): Backslope, shoulder, summit
Landform position (three-dimensional): Head slope, nose slope, side slope, crest,
rise
Down-slope shape:Convex
Across-s/ope shape: Convex, linear
Hydric soil rating: No
Deerfield, loamy sand
Percent of map unit:5 percent
Landform: Deltas, terraces, outwash plains
Landform position (two-dimensional): Footslope
Landform position (three-dimensional):Tread, talf
Down-slope shape: Linear
Across-s/ope shape: Linear
Hydric soil rating: No
14
� t
References
American Association of 5tate 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.nres.usda.gov/wps/portai/
nres/detail/national/soils/?cid=nres 142p2_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.nres.usda.gov/wps/portal/nres/detail/national/soiis/?cid=nres 142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nres.usda.gov/wps/portai/nres/detail/national/soils!?cid=nres 142p2_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.nres.usda.gov/wps/portal/nres/detail/soils/
home/?cid=nres142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/
detail/national/landuse/rangepastu re/?cid=stelprdb 1043084
15
1
Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http:/(www.nres.usda.gov/wps/portal/
nres/detail/soi Is/scientists/?cid=n res 142p2_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.nres.usda.gov/wps/portal/nres/detail/national/soils/?
cid=nres142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.n res.usd a.gov/I nte rnet/FS E_D OC U M E NTS/n res 142p2_052290.pdf
16
n � '
APPENDIX B
DRAINAGE ANALYSIS
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�
101
102
SC 101 SC 102
AP A AP B
AP A AP B
SubCat Reach on Link Routing Diagram for Ex Drainage
❑ Prepared by Ingalls&Associates, LLP, Printed 10/18/2021
HydroCAD010.00-22 s/n 00694 OO 2018 HydroCAD Software Solutions LLC
a � '
Ex Drainage Type ll 24-hr 1 Yr Rainfa/1=2.20"
Prepared by ingalls & Associates, LLP Printed 10/18/2a21
HydroCADO 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLC Page 2
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment 101: SC -101 Runoff Area=30,330 sf 25.62% Impervious Runoff Depth>0.02"
Tc=6.0 min UT Adjusted CN=55 Runoff=0.00 cfs 0.001 af
Subcatchment 102: SC - 102 Runoff Area=5,930 sf 9.83% Impervious Runoff Depth>0.00"
Tc=6.0 min UT Adjusted CN=51 Runoff=0.00 cfs 0.000 af
Link AP A:AP A Inflow=0.00 cfs 0.001 af
Primary=0.00 cfs 0.001 af
Link AP B: AP B Inflow=0.00 cfs 0.000 af
Primary=0.00 cfs 0.000 af
Totai Runoff Area= 0.832 ac Runoff Volume=0.001 af Average Runoff Depth =0.02"
76.96% Pervious =0.641 ac 23.04% Impervious=0.192 ac
Ex Drainage Type Il 24-hr 1 Yr Rainfa/1=2.20"
Prepared by Ingalis & Associates, LLP Printed 10/18/2021
HydroCADO 10.00-22 s/n 00694 O 2018 HvdroCAD Software Solutions LLC Page 3
Summary for Subcatchment 101: SC - 101
Runoff = 0.00 cfs @ 15.24 hrs, Volume= 0.001 af, Depth> 0.02"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 Yr Rainfa11=2.20"
Area (sf) CN Adj Description
7,771 98 Unconnected pavement, HSG A
22,559 49 50-75% Grass cover, Fair, HSG A
30,330 62 55 Weighted Average, UT Adjusted
22,559 74.38% Pervious Area
7,771 25.62% Impervious Area
7,771 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
___(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, 1 -6 Min. Minimum
Summary for Subcatchment 102: SC - 102
Runoff = 0.00 cfs @ 19.78 hrs, Volume= 0.000 af, Depth> 0.00"
Runoff by 5CS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 Yr Rainfa11=2.20"
Area (sf) CN Adj Description
583 98 Unconnected pavement, HSG A
5,347 49 50-75% Grass cover, Fair, HSG A
5,930 54 51 Weighted Average, UT Adjusted
5,347 90.17°/o Pervious Area
583 9.83% Impervious Area
583 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, 1 -6 Min. Minimum
Summary for Link AP A: AP A
Inflow Area = 0.696 ac, 25.62% Impervious, Inflow Depth > 0.02" for 1 Yr event
Inflow = 0.00 cfs @ 15.24 hrs, Volume= 0.001 af
Primary = 0.00 cfs @ 15.24 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
� � .
Ex Drainage Type ll 24-hr 1 Yr Rainfa11=2.20"
Prepared by Ingalis & Associates, LLP Printed 10/18/2021
HydroCADO 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLC Paqe 4
Summary for Link AP B: AP B
Inflow Area = 0.136 ac, 9.83% Impervious, Inflow Depth > 0.00" for 1 Yr event
Inflow = 0.00 cfs @ 19.78 hrs, Volume= 0.000 af
Primary = 0.00 cfs @ 19.78 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
�
Ex Drainage Type ll 24-hr 10 Yr Rainfall=3.75"
Prepared by Ingalls & Associates, LLP Printed 10/18/2021
HydroCADO 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLC Page 5
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment 101: SC -101 Runoff Area=30,330 sf 25.62% Impervious Runoff Depth>0.37"
Tc=6.0 min UT Adjusted CN=55 Runoff=0.37 cfs 0.021 af
Subcatchment 102: SC - 102 Runoff Area=5,930 sf 9.83% Impervious Runoff Depth>0.24"
Tc=6.0 min UT Adjusted CN=51 Runoff=0.03 cfs 0.003 af
Link AP A:AP A Inflow=0.37 cfs 0.021 af
Primary=0.37 cfs 0.021 af
Link AP B: AP B Inflow=0.03 cfs 0.003 af
Primary=0.03 cfs 0.003 af
Total Runoff Area= 0.832 ac Runoff Volume = 0.024 af Average Runoff Depth =0.35"
76.96% Pervious =0.641 ac 23.04°/a Impervious=0.192 ac
7 � '
Ex Drainage Type ll 24-hr 10 Yr Rainfa/1=3.75"
Prepared by Ingalls & Associates, LLP Printed 10/18/2021
HydroCADO 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions L�C Paqe 6
Summary for Subcatchment 101: SC - 101
Runoff = 0.37 cfs @ 12.00 hrs, Volume= 0.021 af, Depth> 0.37"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Yr Rainfall=3.75"
Area (sf) CN Adj Description
7,771 98 Unconnected pavement, HSG A
22,559 49 50-75% Grass cover, Fair, HSG A
30,330 62 55 Weighted Average, UT Adjusted
22,559 74.38% Pervious Area
7,771 25.62% Impervious Area
7,771 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (fbft) (ft/sec) (cfs)
6.0 Direct Entry, 1 -6 Min. Minimum
Summary for Subcatchment 102: SC - 102
Runoff = 0.03 cfs @ 12.02 hrs, Volume= 0.003 af, Depth> 0.24"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Yr Rainfall=3.75"
Area (sf) CN Adj Description
583 98 Unconnected pavement, HSG A
5,347 49 50-75% Grass cover, Fair, HSG A
5,930 54 51 Weighted Average, UT Adjusted
5,347 90.17% Pervious Area
583 9.83% Impervious Area
583 100.00°/a Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, 1 -6 Min. Minimum
Summary for Link AP A: AP A
Inflow Area = 0.696 ac, 25.62% Impervious, Inflow Depth > 0.37" for 10 Yr event
Inflow = 0.37 cfs @ 12.00 hrs, Volume= 0.021 af
Primary = 0.37 cfs @ 12.00 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
t i
Ex Drainage Type ll 24-hr 10 Yr Rainfa11=3.75"
Prepared by Ingalis & Associates, LLP Printed 10/18/2021
HydroCADO 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLC Paqe 7
Summary for Link AP B: AP B
Inflow Area = 0.136 ac, 9.83% Impervious, Inflow Depth > 0.24" for 10 Yr event
Inflow = 0.03 cfs @ 12.02 hrs, Volume= 0.003 af
Primary = 0.03 cfs @ 12.02 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.OQ hrs, dt= 0.05 hrs
E � �
Ex Drainage Type ll 24-hr 100 Yr Rainfa11=6.50"
Prepared by Ingails & Associates, LLP Printed 10/18/2021
HydroCADO 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLC Paqe 8
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-�nd method - Pond routing by Dyn-Stor-Ind method
Subcatchment 101: SC -101 Runoff Area=30,330 sf 25.62% Impervious Runoff Depth>1.62"
Tc=6.0 min UT Adjusted CN=55 Runoff=2.14 cfs 0.094 af
Subcatchment 102: SC - 102 Runoff Area=5,930 sf 9.83% Impervious Runoff Depth>1.31"
Tc=6.0 min UT Adjusted CN=51 Runoff=0.33 cfs 0.015 af
Link AP A: AP A Inflow=2.14 cfs 0.094 af
Primary=2.14 cfs 0.094 af
Link AP B: AP B Inflow=0.33 cfs 0.015 af
Primary=0.33 cfs Q.015 af
Total Runoff Area =0.832 ac Runoff Volume=0.109 af Average Runoff Depth= 1.57"
76.96% Perviaus=0.641 ac 23.04% Impervious=0.192 ac
[
Ex Drainage Type Il 24-hr 100 Yr Rainfall=6.50"
Prepared by Ingalis & Associates, LLP Printed 10/18/2021
HydroCADO 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLC Page 9
Summaty for Subcatchment 101: SC - 101
Runoff = 2.14 cfs @ 11.98 hrs, Volume= 0.094 af, Depth> 1.62"
Runoff by SCS TR-ZO method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 Yr Rainfa11=6.50"
Area (sf) CN Adj Description
7,771 98 Unconnected pavement, HSG A
22,559 49 50-75% Grass cover, Fair, HSG A
30,330 62 55 Weighted Average, UT Adjusted
22,559 74.38% Pervious Area
7,771 25.62% impervious Area
7,771 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, 1 -6 Min. Minimum
Summary for Subcatchment 102: SC - 102
Runoff = 0.33 cfs @ 11.99 hrs, Volume= 0.015 af, Depth> 1.31"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 Yr Rainfa11=6.50"
Area (sf) CN Adj Description
583 98 Unconnected pavement, HSG A
5,347 49 50-75% Grass cover, Fair, HSG A
5,930 54 51 Weighted Average, UT Adjusted
5,347 90.17% Pervious Area
583 9.83% Impervious Area
583 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, 1 -6 Min. Minimum
Summary for Link AP A: AP A
Inflow Area = 0.696 ac, 25.62% Impervious, Inflow Depth > 1.62" for 100 Yr event
Inflow = 2.14 cfs @ 11.98 hrs, Volume= 0.094 af
Primary = 2.14 cfs @ 11.98 hrs, Volume= 0.094 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
� � �
Ex Drainage Type ll 24-hr 100 Yr Rainfall=6.50"
Prepared by Ingalls & Associates, LLP Printed 10/18/2021
HydroCADO 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLC Paqe 10
Summary for Link AP B: AP B
Inflow Area = 0.136 ac, 9.83% Impervious, Inflow Depth > 1.31" for 100 Yr event
Inflow = 0.33 cfs @ 11.99 hrs, Volume= 0.015 af
Primary = 0.33 cfs @ 11.99 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inf�ow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
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AP B 201
204 sc - 20�
SC - 204 DW 1
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SubCat Reach Pon Link Routing Diagram for PR Drainage
❑ Prepared by Ingalls&Associates, LLP, Printed 10/22/2021
HydroCAD010.00-22 s/n 00694 �O 2018 HydroCAD Software Solutions LLC
7
PR Drainage Type ll 24-hr 9 Yr Rainfa/1=2.20"
Prepared by Ingalls & Associates, LLP Printed 10/22/2021
HydroCADO 10.00-22 s/n 00694 0 2018 HydroCAD Software Solutions LLC Paqe 2
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runaff by SCS TR-20 method, UH=SCS, Weighted-GN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment 201: SC -201 Runoff Area=11,170 sf 93.38% Impervious Runoff Depth>1.57"
Tc=6.0 min CN=95 Runoff=0.70 cfs 0.034 af
Subcatchment 202: SC -202 Runoff Area=8,720 sf 75.30% Impervious Runoff Depth>0.92"
Tc=6.0 min CN=86 Runoff=0.35 cfs 0.015 af
Subcatchment 203: SC -203 Runoff Area=15,120 sf 13.58% Impervious Runoff Depth>0.01"
Tc=6.0 min UT Adjusted CN=52 Runoff=0.00 cfs 0.000 af
Subcatchment 204: SC -204 Runoff Area=1,250 sf 0.00°/a Impervious Runoff Depth>0.00"
Tc=6.0 min CN=49 Runoff=0.00 cfs 0.000 af
Reach Swale: Swale Avg. Flow Depth=0.00' Max Ve1=0.00 fps Inflow=0.00 cfs 0.000 af
n=0.022 L=100.0' S=0.0200 '/' Capacity=42.72 cfs Outflow=0.00 cfs 0.000 af
Pond CB1: CB 1 Peak Elev=314.49' Inflow=0.00 cfs 0.000 af
8.0" Round Gulvert n=0.013 L=108.0' S=0.0331 '/' Outflow=0.00 cfs 0.000 af
Pond DW 1: Dry Well 1 Peak Elev=313.97' Storage=312 cf Inflow=0.70 cfs 0.034 af
Discarded=0.34 cfs 0.034 af Primary=0.00 cfs 0.000 af Outflow=0.34 cfs 0.034 af
Pond DW 2: Dry Well 2 Peak EIev=309.57' Storage=110 cf Inflow=0.35 cfs 0.015 af
Discarded=0.19 cfs 0.015 af Primary=0.00 cfs 0.000 af Outflow=0.19 cfs 0.015 af
Link A:AP A Inflow=0.00 cfs 0.000 af
Primary=0.00 cfs 0.000 af
Link B: AP B Inflow=0.00 cfs 0.000 af
Primary=0.00 cfs 0.000 af
Total Runoff Area=0.832 ac Runoff Volume=0.049 af Average Runoff Depth =0.71"
47.47% Pervious =0.395 ac 52.53% Impervious=0.437 ac
PR Drainage Type ll 24-hr 1 Yr Rainfa/1=2.20"
Prepared by Ingalls & Associates, LLP Printed 10/22/2021
HydroCADO 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLC Paqe 3
Summary for Subcatchment 201: SC - 201
Runoff = 0.70 cfs @ 11.96 hrs, Volume= 0.034 af, Depth> 1.57"
Runoff by SCS TR-20 method, UH=SCS, Weighted-GN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 Yr Rainfa11=2.20"
Area (sf) CN Description
10,430 98 Unconnected pavement, HSG A
740 49 50-75% Grass cover, Fair, HSG A
11,170 95 Weighted Average
740 6.62% Pervious Area
10,430 93.38% Impervious Area
10,430 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, 1 -6 Min. Minimum
Summary for Subcatchment 202: SC -202
Runoff = 0.35 cfs @ 11.97 hrs, Volume= 0.015 af, Depth> 0.92"
Runaff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 Yr Rainfa11=2.20"
Area (sf) CN Description
6,566 98 Unconnected pavement, HSG A
2,154 49 50-75% Grass cover, Fair, HSG A
8,720 86 Weighted Average
2,154 24.70% Pervious Area
6,566 75.30% Impervious Area
6,566 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, 1 -6 Min. Minimum
Summary for Subcatchment 203: SC -203
Runoff = 0.00 cfs @ 18.98 hrs, Volume= 0.000 af, Depth> 0.01"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 Yr Rainfa11=2.20"
( .
PR Drainage Type ll 24-hr 1 Yr Rainfa/1=2.20"
Prepared by Ingalls & Associates, LLP Printed 10/22/2021
HydroCADO 10.00-22 s/n 00694 O 2018 HvdroCAD Software Solutions LLC Page 4
Area (sf) CN Adj Description
2,053 98 Unconnected pavement, HSG A
13,067 49 50-75% Grass cover, Fair, HSG A
15,120 56 52 Weighted Average, UT Adjusted
13,067 86.42% Pervious Area
2,053 13.58% Impervious Area
2,053 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, 1 -6 Min. Minimum
Summary for Subcatchment 204: SC -204
Runoff = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Depth> 0.00"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 Yr Rainfa11=2.20"
Area (sf) CN Description
1,250 49 50-75% Grass cover, Fair, HSG A
1,250 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
_ (min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, 1 -6 Min. Minimum
Summary for Reach Swale: Swale
Inflow Area = 0.256 ac, 93.38% Impervious, Inflow Depth = 0.00" for 1 Yr event
Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
OutFlow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min
Avg. Velocity= 0.00 fps, Avg. Travel Time= 0.0 min
Peak Storage= 0 cf @ 5.00 hrs
Average Depth at Peak Storage= 0.00'
Bank-Full Depth= 1.00' Flow Area= 6.0 sf, Capacity=42.72 cfs
3.00' x 1.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 3.0 '/' Top Width= 9.00'
Length= 100.0' Slope= 0.0200 '/'
Inlet Invert= 321.00', Outlet Invert= 319.00'
� I {
PR Drainage Type ll 24-hr 1 Yr Rainfa11=2.20"
Prepared by Ingalis & Associates, LLP Printed 10/22/2021
HydroCADO 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLC Paqe 5
$
Summary for Pond CB1: CB 1
Inflow Area = 0.457 ac, 85.45% Impervious, Inflow Depth = 0.00" for 1 Yr event
Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min
Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 314.49' @ 5.00 hrs
Device Routing Invert Outlet Devices
#1 Primary 314.49' 8.0" Round Culvert
L= 108.0' CMP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 314.49'/310.91' S= 0.0331 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf
Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=314.49' TW=0.00' (Dynamic Tailwater)
L1=Culvert ( Controls 0.00 cfs)
Summary for Pond DW 1: Dry Well 1
inflow Area = 0.256 ac, 93.38% Impervious, Infiow Depth > 1.57" for 1 Yr event
Inflow = 0.70 cfs @ 11.96 hrs, Volume= 0.034 af
Outflow = 0.34 cfs @ 12.07 hrs, Volume= 0.034 af, Atten= 51%, Lag= 6.2 min
Discarded = 0.34 cfs @ 12.07 hrs, Volume= 0.034 af
Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 313.97' @ 12.07 hrs Surf.Area= 107 sf Storage= 312 cf
Plug-Flow detention time= (not calculated: outflow precedes inflow}
Center-of-Mass det. time= 6.4 min ( 762.1 - 755.8 )
Volume Invert Avail.Storage Storage Description
#1 319.00' 638 cf Custom Stage Data(Conic) Listed below(Recalc)
#2 309.00' 283 cf 6.00'D x 10.00'H Vertical Cone/Cylinder
#3 308.50' 314 cf 10.00'D x 10.00'H Vertical Cone/Cylinder
785 cf Overall x 40.0% Voids
1,235 cf Total Available Storage
P �
PR Drainage Type ll 24-hr 1 Yr Rainfa11=2.20"
Prepared by Ingalls & Associates, LLP Printed 10/22/2021
HydroCADO 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLC Page 6
Elevation Surf.Area Inc.Store Cum.Store Wet.Area
(feet} (sq-ft) (cubic-feet) (cubic-feet) (sq-ft)
319.00 240 0 0 240
320.00 475 351 351 484
320.50 680 287 638 693
Device Routing Invert Outlet Devices
#1 Discarded 308.50' 20.000 in/hr Exfiltration over Wetted area
#2 Discarded 308.50' 20.000 in/hr Exfiltration over Wetted area
#3 Primary 319.50' 8.0"' Round Culvert
L= 105.0' CMP, projecting, no headwail, Ke= 0.900
Inlet/Outlet Invert= 319.50'/318.50' S= 0.0095 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf
Discarded OutFlow Max=0.34 cfs @ 12.07 hrs HW=313.89' (Free Discharge)
�1=Exfiltration (Exfiltration Controls 0.17 cfs)
2=Exfiltration (Exfiltration Controls 0.17 cfs)
Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=308.50' TW=321.00' (Dynamic Tailwater)
L3=Culvert ( Controls 0.00 cfs)
Summary for Pond DW 2: Dry Well 2
Inflow Area = 0.457 ac, 85.45% Impervious, Inflow Depth > 0.40" for 1 Yr event
Inflow = 0.35 cfs @ 11.97 hrs, Volume= 0.015 af
Outflow = 0.19 cfs @ 12.07 hrs, Volume= 0.015 af, Atten=46%, Lag= 5.5 min
Discarded = 0.19 cfs @ 12.07 hrs, Volume= 0.015 af
Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 309.57' @ 12.07 hrs Surt.Area= 107 sf Storage= 110 cf
Plug-Flow detention time= (not calculated: outflow precedes inflow)
Center-of-Mass det. time= 3.6 min ( 796.4 - 792.8 )
Volume Invert Avail.Storage Storage Description
#1 318.00' 166 cf Custom Stage Data(Conic) Listed below(Recalc)
#2 308.00' 283 cf 6.00'D x 10.00'H Vertical Cone/Cylinder
#3 307.50' 314 cf 10.00'D x 10.00'H Vertical Cone/Cylinder
785 cf Overall x 40.0% Voids
763 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft)
318.00 40 0 0 40
318.50 150 45 45 151
319.00 350 122 166 353
€ � �
PR Drainage Type ll 24-hr 1 Yr Rainfa11=2.20"
Prepared by Ingalls & Associates, LLP Printed 10/22/2021
HydroCADO 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLC Page 7
Device Routing invert Outlet Devices
#1 Discarded 307.50' 20.000 in/hr Exfiltration over Wetted area
#2 Discarded 307.50' 20.000 in/hr Exfiltration over Wetted area
#3 Primary 317.00' 6.0" Round Culvert
L= 40.0' CMP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 317.00'/314.50' S= 0.0625 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf
Discarded OutFlow Max=0.18 cfs @ 12.07 hrs HW=309.53' (Free Discharge)
�1=Exfiltration (Exfiltration Controls 0.09 cfs)
2=E�iltration (Exfiltration Controls 0.09 cfs)
Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=307.50' TW=314.49' (Dynamic Tailwater)
L3=Culvert ( Controls 0.00 cfs)
Summary for Link A: AP A
Inflow Area = 0.804 ac, 54.41% Impervious, Inflow Depth > 0.00" for 1 Yr event
Inflow = 0.00 cfs @ 18.98 hrs, Volume= 0.000 af
Primary = 0.00 cfs @ 18.98 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link B: AP B
Inflow Area = 0.029 ac, 0.00% Impervious, Inflow Depth > 0.00" for 1 Yr event
Inflow = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af
Primary = 0.00 cfs @ 20.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
�o , ,
PR Drainage Type ll 24-hr 10 Yr Rainfall=3.75"
Prepared by Ingalls & Associates, LLP Printed 10/22/2021
HydroCADO 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLC Paqe 8
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind methad
Subcatchment 201: SC -201 Runoff Area=11,170 sf 93.38°/a Impervious Runoff Depth>2.98"
Tc=6.0 min CN=95 Runoff=1.27 cfs 0.064 af
Subcatchment 202: SC -202 Runoff Area=8,720 sf 75.30% Impervious Runoff Depth>2.16"
Tc=6.0 min CN=86 Runoff=0.79 cfs 0.036 af
Subcatchment 203: SC -203 Runoff Area=15,120 sf 13.58% Impervious Runoff Depth>0.27"
Tc=6.0 min UT Adjusted CN=52 Runoff=0.11 cfs 0.008 af
Subcatchment 204: SC -204 Runoff Area=1,250 sf 0.00% Impervious Runoff Depth>0.19"
Tc=6.0 min CN=49 Runoff=0.00 cfs 0.000 af
Reach Swale: Swale Avg. Flow Depth=0.00' Max Ve1=0.00 fps Inflow=0.00 cfs 0.000 af
n=0.022 L=100.0' S=0.0200 '/' Capacity=42.72 cfs Outflow=0.00 cfs 0.000 af
Pond CB1: CB 1 Peak Elev=314.49' Inflow=0.00 cfs 0.000 af
8.0" Round Culvert n=0.013 L=108.0' S=0.0331 '/' Outflow=0.00 cfs 0.000 af
Pond DW 1: Dry Well 1 Peak Elev=319.18' Storage=642 cf Inflow=1.27 cfs 0.064 af
Discarded=0.82 cfs 0.064 af Primary=0.00 cfs 0.000 af Outflow=0.82 cfs 0.064 af
Pond DW 2: Dry Well 2 Peak Elev=313.67' Storage=354 cf Inflow=0.79 cfs 0.036 af
Discarded=0.38 cfs 0.036 af Primary=0.00 cfs 0.000 af Outflow=0.38 cfs 0.036 af
Link A:AP A Inflow=0.11 cfs 0.008 af
Primary=0.11 cfs 0.008 af
Link B: AP B Inflow=0.00 cfs 0.000 af
Primary=0.00 cfs 0.000 af
Total Runoff Area =0.832 ac Runoff Volume=0.108 af Average Runoff Depth = 1.56"
47.47% Pervious =0.395 ac 52.53% Impervious =0.437 ac
5 � � '
PR Drainage Type ll 24-hr 90 Yr Rainfa/1=3.75"
Prepared by Ingalls & Associates, LLP Printed 10/22/2021
HydroCADO 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 201: SC - 201
Runoff = 1.27 cfs @ 11.96 hrs, Volume= 0.064 af, Depth> 2.98"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Yr Rainfall=3.75"
Area (sf) CN Description
10,430 98 Unconnected pavement, HSG A
740 49 50-75% Grass cover, Fair, HSG A
11,170 95 Weighted Average
740 6.62°/a Pervious Area
10,430 93.38% Impervious Area
10,430 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
_(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, 1 -6 Min. Minimum
Summary for Subcatchment 202: SC - 202
Runoff = 0.79 cfs @ 11.97 hrs, Volume= 0.036 af, Depth> 2.16"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Yr Rainfall=3.75"
Area (sf) CN Description
6,566 98 Unconnected pavement, HSG A
2,154 49 50-75% Grass cover, Fair, HSG A
8,720 86 Weighted Average
2,154 24.70% Pervious Area
6,566 75.30% Impervious Area
6,566 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
_ (min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, 1 -6 Min. Minimum
Summary for Subcatchment 203: SC - 203
Runoff = 0.11 cfs @ 12.01 hrs, Volume= 0.008 af, Depth> 0.27"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Yr Rainfall=3.75"
PR Drainage Type ll 24-hr 10 Yr Rainfa/1=3.75"
Prepared by Ingalis & Associates, LLP Printed 10/22/2021
HydroCADO 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLC Paqe 10
Area (sf) CN Adj Description
2,053 98 Unconnected pavement, HSG A
13,067 49 50-75% Grass cover, Fair, HSG A
15,120 56 52 Weighted Average, UT Adjusted
13,067 86.42% Pervious Area
2,053 13.58% impervious Area
2,053 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec} (cfs)
6.0 Direct Entry, 1 -6 Min. Minimum
Summary for Subcatchment 204: SC - 204
Runoff = 0.00 cfs @ 12.04 hrs, Volume= 0.000 af, Depth> 0.19"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 Yr Rainfall=3.75"
Area (sf) CN Description
1,250 49 50-75% Grass cover, Fair, HSG A
1,250 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, 1 -6 Min. Minimum
Summary for Reach Swale: Swale
Inflow Area = 0.256 ac, 93.38°/o Impervious, Inflow Depth = 0.00" for 10 Yr event
Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min
Avg. Velocity= 0.00 fps, Avg. Travel Time= 0.0 min
Peak Storage= 0 cf @ 5.00 hrs
Average Depth at Peak Storage= 0.00'
Bank-Fuli Depth= 1.00' Flow Area= 6.0 sf, Capacity=42.72 cfs
3.00' x 1.00' deep channel, n= 0.022 Earth, clean & straight
Side Slope Z-value= 3.0 '/' Top Width= 9.00'
Length= 100.0' Slope= 0.0200 '/'
Inlet Invert= 321.00', Outlet Invert= 319.00'
PR Drainage Type ll 24-hr 10 Yr Rainfa11=3.75"
Prepared by Ingalls & Associates, LLP Printed 10/22/2021
HydroCADO 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLC Paqe 11
$
Summary for Pond CB1: CB 1
Inflow Area = 0.457 ac, 85.45% Impervious, Inflow Depth = 0.00" for 10 Yr event
Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min
Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 314.49' @ 5.00 hrs
Device Routing Invert Outlet Devices
#1 Primary 314.49' 8.0" Round Culvert
L= 108.0' CMP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 314.49'/310.91' S= 0.0331 '/' Cc= 0.900
n= OA13 Corrugated PE, smooth interior, Flow Area= 0.35 sf
Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=314.49' TW=0.00' (Dynamic Tailwater)
L1=Culvert ( Controls 0.00 cfs)
Summary for Pond DW 1: Dry Well 1
Inflow Area = 0.256 ac, 93.38°/o Impervious, Inflow Depth > 2.98" for 10 Yr event
Inflow = 1.27 cfs @ 11.96 hrs, Volume= 0.064 af
Outflow = 0.82 cfs @ 12.06 hrs, Volume= 0.064 af, Atten= 36%, Lag= 5.6 min
Discarded = 0.82 cfs @ 12.06 hrs, Volume= 0.064 af
Primary = 0.00 cfs @ 5.00 hrs, Valume= 0.000 af
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 319.18' @ 12.07 hrs SurF.Area= 382 sf Storage= 642 cf
Plug-Flow detention time= (not calculated: outfiow precedes inflow)
Center-of-Mass det. time= 7.6 min ( 751.4- 743.8 )
Volume Invert Avail.Storage Storage Description
#1 319.00' 638 cf Custom Stage Data(Conic) Listed below(Recalc)
#2 309.00' 283 cf 6.00'D x 10.00'H Vertical Cone/Cylinder
#3 308.50' 314 cf 10.00'D x 10.00'H Vertical Cone/Cylinder
785 cf Overall x 40A% Voids
1,235 cf Total Available Storage
PR Drainage Type ll 24-hr 10 Yr Rainfa11=3.75"
Prepared by Ingalis & Associates, LLP Printed 10/22/2021
HydroCADO 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLC Paqe 12
Elevation Surf.Area Inc.Stare Cum.Store Wet.Area
(feet) (sq-ft) (cubic-feet) (cubic-feet} (sq-ft)
319.00 240 0 0 240
320.00 475 351 351 484
320.50 680 287 638 693
Device Routing Invert Outlet Devices
#1 Discarded 308.50' 20.000 in/hr Exfiltration over Wetted area
#2 Discarded 308.50' 20.000 in/hr Exfiltration over Wetted area
#3 Primary 319.50' 8.0" Round Culvert
L= 105.0' CMP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 319.50'/318.50' S= 0.0095 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf
Discarded OutFlow Max=0.81 cfs @ 12.06 hrs HW=319.11' (Free Discharge)
�1=Exfiltration (Exfiltration Controls 0.40 cfs}
2=Exfiltration (Exfiltration Controls 0.40 cfs)
Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=308.50' TW=321.00' (Dynamic Tailwater)
L3=Culvert ( Controls 0.00 cfs)
Summary for Pond DW 2: Dry Well 2
Inflow Area = 0.457 ac, 85.45% Impervious, Inflow Depth > 0.95" for 10 Yr event
Inflow = 0.79 cfs @ 11.97 hrs, Volume= 0.036 af
Outflow = 0.38 cfs @ 12.07 hrs, Volume= 0.036 af, Atten= 52%, Lag= 6.2 min
Discarded = 0.38 cfs @ 12.07 hrs, Volume= 0.036 af
Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 313.67' @ 12.07 hrs SurF.Area= 107 sf Storage= 354 cf
Plug-Flow detention time= (not calculated: outflow precedes inflow)
Center-of-Mass det. time= 6.6 min ( 780.8 - 774.3 )
Volume Invert Avail.Storage Storaqe Description
#1 318.00' 166 cf Custom Stage Data(Conic) Listed below(Recalc)
#2 308.00' 283 cf 6.00'D x 10.00'H Vertical Cone/Cylinder
#3 307.50' 314 cf 10.00'D x 10.00'H Vertical Cone/Cylinder
785 cf Overall x 40.0% Voids
763 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft)
318.00 40 0 0 40
318.50 150 45 45 151
319.00 350 122 166 353
r �
PR Drainage Type ll 24-hr 10 Yr Rainfa/1=3.75"
Prepared by Ingalls & Associates, LLP Printed 10/22/2021
HydroCADO 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLC Paqe 13
Device Routing Invert Outlet Devices
#1 Discarded 307.50' 20.000 in/hr Exfiitration over Wetted area
#2 Discarded 307.50' 20.000 in/hr Exfiltration over Wetted area
#3 Primary 317.00' 6.0" Round Culvert
L= 40.0' CMP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 317.00'/314.50' S= 0.0625 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf
Discarded OutFlow Max=0.37 cfs @ 12.07 hrs HW=313.57' (Free Discharge)
�1=Exfiltration (Exfiltration Controls 0.19 cfs)
2=Exfiltration (Exfiltration Controls 0.19 cfs)
Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=307.50' TW=314.49' (Dynamic Tailwater)
L3=Culvert ( Controls 0.00 cfs)
Summary for Link A: AP A
Inflow Area = 0.804 ac, 54.41% Impervious, Inflow Depth > 0.12" for 10 Yr event
Inflow = 0.11 cfs @ 12.01 hrs, Volume= 0.008 af
Primary = 0.11 cfs @ 12.01 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link B: AP B
Inflow Area = 0.029 ac, 0.00% Impervious, Inflow Depth > 0.19" for 10 Yr event
Inflow = 0.00 cfs @ 12.04 hrs, Volume= 0.000 af
Primary = 0.00 cfs @ 12.04 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
r . ,
PR Drainage Type ll 24-hr 100 Yr Rainfa/1=6.50"
Prepared by Ingalls & Associates, LLP Printed 10/22/2021
HydroCADO 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLG Paqe 14
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment 201: SC -201 Runoff Area=11,170 sf 93.38% Impervious Runoff Depth>5.49"
Tc=6.0 min CN=95 Runoff=2.28 cfs 0.117 af
Subcatchment 202: SC -202 Runoff Area=8,720 sf 75.30% Impervious Runoff Depth>4.58"
Tc=6.0 min CN=86 Runoff=1.59 cfs 0.076 af
Subcatchment 203: SG -203 Runoff Area=15,120 sf 13.58% Impervious Runoff Depth>1.39"
Tc=6.0 min UT Adjusted CN=52 Runoff=0.90 cfs 0.040 af
Subcatchment 204: SC -204 Runaff Area=1,250 sf 0.00% Impervious Runoff Depth>1.16"
Tc=6.0 min CN=49 Runoff=0.06 cfs 0.003 af
Reach Swale: Swale Avg. Flow Depth=0.00' Max Ve1=0.00 fps Inflow=0.00 cfs 0.000 af
n=0.022 L=100.0' S=0.0200 '/' Capacity=42.72 cfs Outflow=0.00 cfs 0.000 af
Pond CB1: CB 1 Peak Elev=315.11' Inflow=0.90 cfs 0.007 af
8.0" Round Culvert n=0.013 L=108.0' S=0.0331 '/' Ouiflow=0.90 cfs 0.007 af
Pond DW 1: Dry Well 1 Peak EIev=320.40' Storage=1,168 cf Inflow=2.28 cfs 0.117 af
Discarded=1.16 cfs 0.117 af Primary=0.00 cfs 0.000 af Outflow=1.16 cfs 0.117 af
Pond DW 2: Dry Wel) 2 Peak Elev=318.59' Storage=657 cf Inflow=1.59 cfs 0.076 af
Discarded=0.71 cfs 0.070 af Primary=0.90 cfs 0.007 af Outflow=1.61 cfs 0.076 af
Link A:AP A Inflow=1.74 cfs 0.047 af
Primary=1.74 cfs 0.047 af
Link B: AP B Inflow=0.06 cfs 0.003 af
Primary=0.06 cfs 0.003 af
Total Runoff Area=0.832 ac Runoff Volume=0.237 af Average Runoff Depth=3.41"
47.47% Pervious=0.395 ac 52.53% Impervious=0.437 ac
t i �
PR Drainage Type ll 24-hr 100 Yr Rainfall=6.50"
Prepared by Ingalls & Associates, LLP Printed 10/22/2021
HydroCADO 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment 201: SC -201
Runoff = 2.28 cfs @ 11.96 hrs, Volume= 0.117 af, Depth> 5.49"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.Q0-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 Yr Rainfa11=6.50"
Area (sf) CN Description
10,430 98 Unconnected pavement, HSG A
740 49 50-75% Grass cover, Fair, HSG A
11,170 95 Weighted Average
740 6.62% Pervious Area
10,430 93.38°/a Impervious Area
10,430 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, 1 -6 Min. Minimum
Summary for Subcatchment 202: SC -202
Runoff = 1.59 cfs @ 11.96 hrs, Volume= 0.076 af, Depth> 4.58"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 Yr Rainfa11=6.50"
Area (sf) CN Description
6,566 98 Unconnected pavement, HSG A
2,154 49 50-75% Grass cover, Fair, HSG A
8,720 86 Weighted Average
2,154 24.70% Pervious Area
6,566 75.30% Impervious Area
6,566 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, 1 -6 Min. Minimum
Summary for Subcatchment 203: SC -203
Runoff = 0.90 cfs @ 11.99 hrs, Volume= 0.040 af, Depth> 1.39"
Runoff by SCS TR-20 method, UH=SGS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 Yr Rainfa11=6.50"
� , a
PR Drainage Type ll 24-hr 100 Yr Rainfa11=6.50"
Prepared by ingalls & Associates, LLP Printed 10/22/2021
HydroCADO 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLC Page 16
Area (sf) CN Adj Description
2,053 98 Unconnected pavement, HSG A
13,067 49 50-75% Grass cover, Fair, HSG A
15,120 56 52 Weighted Average, UT Adjusted
13,067 86.42% Pervious Area
2,053 13.58% Impervious Area
2,053 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
_(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, 1 -6 Min. Minimum
Summary for Subcatchment 204: SC - 204
Runoff = 0.06 cfs @ 11.99 hrs, Volume= 0.003 af, Depth> 1.16"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100 Yr Rainfa11=6.50"
Area (sf) CN Description
1,250 49 50-75% Grass cover, Fair, HSG A
1,250 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, 1 -6 Min. Minimum
Summary for Reach Swale: Swale
Inflow Area = 0.256 ac, 93.38% Impervious, Inflow Depth = 0.00" for 100 Yr event
Inflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 0.00 fps, Min. Travel Time= 0.0 min
Avg. Velocity= 0.00 fps, Avg. Travel Time= 0.0 min
Peak Storage= 0 cf @ 5.00 hrs
Average Depth at Peak Storage= 0.00'
Bank-Full Depth= 1.00' Flow Area= 6.0 sf, Capacity= 42.72 cfs
3.00' x 1.00' deep channel, n= 0.022 Earth, ciean & straight
Side Slope Z-value= 3.0 '/' Top Width= 9.00'
Length= 100.0' Slope= 0.0200 '/'
Inlet Invert= 321.00', Outlet Invert= 319.00'
[ y
PR Drainage Type ll 24-hr 100 Yr Rainfa11=6.50"
Prepared by Ingalis & Associates, L�P Printed 10/22/2021
HydroCADO 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLC Paqe 17
$
Summary for Pond CB1: CB 1
Inflow Area = 0.457 ac, 85.45% Impervious, Inflow Depth = 0.18" for 100 Yr event
Inflow = 0.90 cfs @ 12.02 hrs, Volume= 0.007 af
Outflow = 0.90 cfs @ 12.02 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min
Primary = 0.90 cfs @ 12.02 hrs, Volume= 0.007 af
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 315.11' @ 12.02 hrs
Device Routing Invert Outlet Devices
#1 Primary 314.49' 8.0" Round Guivert
L= 108.0' CMP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 314.49'/310.91' S= 0.0331 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf
Primary OutFlow Max=0.79 cfs @ 12.02 hrs HW=315.05' TW=0.00' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 0.79 cfs @ 2.54 fps)
Summary for Pond DW 1: Dry Well 1
Inflow Area = 0.256 ac, 93.38% Impervious, Inflow Depth > 5.49" for 100 Yr event
Inflow = 2.28 cfs @ 11.96 hrs, Volume= 0.117 af
Outflow = 1.16 cfs @ 12.06 hrs, Volume= 0.117 af, Atten=49%, Lag= 6.1 min
Discarded = 1.16 cfs @ 12.06 hrs, Volume= 0.117 af
Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 320.40' @ 12.06 hrs Surf.Area= 742 sf Storage= 1,168 cf
Plug-Flow detention time= (not calculated: outflow precedes inflow)
Center-of-Mass det. time= 8.9 min ( 744.6 - 735.6 )
Volume Invert Avail.Storage Storage Description
#1 319.00' 638 cf Custom Stage Data (Conic) Listed below(Recalc)
#2 309.00' 283 cf 6.00'D x 10.00'H Vertical Cone/Cylinder
#3 308.50' 314 cf 10.00'D x 10.00'H Vertical Cone/Cylinder
785 cf Overall x 40.0% Voids
1,235 cf Total Available Storage
r
PR Drainage Type ll 24-hr 900 Yr Rainfall=6.50"
Prepared by Ingalls & Associates, LLP Printed 10/22/2021
HydroCADO 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLC Page 18
Elevation Surf.Area Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft}
319.00 240 0 0 240
320.00 475 351 351 484
320.50 680 287 638 693
Device Routing Invert Outlet Devices
#1 Discarded 308.50' 20.000 in/hr Exfiltration over Wetted area
#2 Discarded 308.50' 20.000 in/hr Exfiltration over Wetted area
#3 Primary 319.50' 8.0" Round Culvert
L= 105.0' CMP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 319.50'/318.50' S= 0.0095 'P Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.35 sf
Discarded OutFlow Max=1.16 cfs @ 12.06 hrs HW=320.38' (Free Discharge)
�1=Exfiltration (Exfiltration Controls 0.58 cfs)
2=Exfiltration (Exfiltration Controls 0.58 cfs)
Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=308.50' TW=321.00' (Dynamic Tailwater)
t-3=Culvert ( Controls 0.00 cfs)
Summary for Pond DW 2: Dry Well 2
Inflow Area = 0.457 ac, 85.45% Impervious, Inflow Depth > 2.01" for 100 Yr event
Inflow = 1.59 cfs @ 11.96 hrs, Volume= 0.076 af
Outflow = 1.61 cfs @ 12.02 hrs, Volume= 0.076 af, Atten= 0%, Lag= 3.0 min
Discarded = OJ1 cfs @ 12.01 hrs, Volume= OA70 af
Primary = 0.90 cfs @ 12.02 hrs, Volume= 0.007 af
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 318.59' @ 12.01 hrs Surt.Area= 287 sf Storage= 657 cf
Plug-Flow detention time= (not calculated: outflow precedes inflow)
Center-of-Mass det. time= 7.4 min ( 764.4- 757.0 )
Volume Invert Avail.Storage Storaqe Description
#1 318.00' 166 cf Custom Stage Data(Conic) Listed below(Recalc)
#2 308.00' 283 cf 6.00'D x 10.00'H Vertical Cone/Cylinder
#3 307.50' 314 cf 10.00'D x 10.00'H Vertical Cone/Cylinder
785 cf Overall x 40.0% Voids
763 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store Wet.Area
(feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft)
318.00 4d Q 0 40
318.50 150 45 45 151
319.00 350 122 166 353
, � -.
PR Drainage Type ll 24-hr 100 Yr Rainfa11=6.50"
Prepared by Ingalis & Associates, LLP Printed 10/22/2021
HydroCADO 10.00-22 s/n 00694 O 2018 HydroCAD Software Solutions LLC Page 19
Device Routing Invert Outlet Devices
#1 Discarded 307.50' 20.000 in/hr Exfiltration over Wetted area
#2 Discarded 307.50' 20.000 in/hr Exfiltration over Wetted area
#3 Primary 317.00' 6.0" Round Culvert
L= 40.0' CMP, projecting, no headwall, Ke= 0.900
Inlet/Outlet Invert= 317.00'/314.50' S= 0.0625 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf
Discarded OutFlow Max=0.69 cfs @ 12.01 hrs HW=318.46' (Free Discharge)
�1=Eufiltration (Exfiltration Controls 0.35 cfs)
2=Exfiltration (Exfiltration Controls 0.35 cfs)
Primary OutFlow Max=0.80 cfs @ 12.02 hrs HW=318.39' TW=315.05' (Dynamic Tailwater)
L3=Culvert (Inlet Controls 0.80 cfs @ 4.05 fps)
Summary for Link A: AP A
Inflow Area = 0.804 ac, 54.41% Impervious, Inflow Depth > 0.70" for 100 Yr event
Inflow = 1.74 cfs @ 12.01 hrs, Volume= 0.047 af
Primary = 1.74 cfs @ 12.01 hrs, Volume= 0.047 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link B: AP B
Inflow Area = 0.029 ac, 0.00% Impervious, Inflow Depth > 1.16" for 100 Yr event
Inflow = 0.06 cfs @ 11.99 hrs, Volume= 0.003 af
Primary = 0.06 cfs @ 11.99 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
APPENDIX C
EROSION & SEDIMENT CONTROL PLAN
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