SW6191101_Calcs_20191120

CIVIL CALCULATIONS
SOF COMBAT MEDIC TRAINING FACILITY
PN 85958
The civil calculations attached are for the storm water management and erosion
and sediment control analysis.
Issued for Construction Submittal: 15 November 2019
Prepared by:
5 Stantec
Stantec Consulting Services Inc.
801 Jones Franklin Road, Suite 300
Raleigh, North Carolina, 27606
[phone] //Fax [phone]
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TABLE OF CONTENTS
Stormwater Management Project Narrative.......................................................p.1
Mapof Drainage Area............................................................................................p.3
SoilsMap..................................................................................................................p.4
Army LID Planning and Cost Tool Report & Land Use (EISA Section 438)........p.26
Infiltration Basin #1 1.0-Inch Water Quality Volume (DA to Device)...............p.32
Project Area (LOD) 1.0-Inch Volume & Summary Calculations .........................p.33
Infiltration Basin #1 Stage/storage & Surface Area............................................p.34
Infiltration Basin #1 Draw Down Calculations.....................................................p.35
Infiltration Basin #1 Anti -Floatation Calculation.................................................p.36
TR-55 Rainfall Depth & Curve Number Calculations.........................................p.37
Infiltration Basin #1 Routing Report.....................................................................p.39
Storm Drain Pipe Calculations & C Coefficients Calculations ...........................p.66
Permanent Ditch, Liner, and Riprap Outlet Calculations..................................p.69
Temporary Skimmer Sediment Basin Calculations...........................................p.78
Temporary Diversion Ditch Liner and Riprap Calculations ............................... p.80

Ft. Bragg, SOF Combat Medic Training Facility PN 85958
Stormwater Management Narrative
The proposed project known as Fort Bragg SOF Combat Medic Training Facility project
consists of a new medical training building, asphalt pavement, concrete pavement, and
stormwater management infiltration basin #1 device. The new facility will allow the
compound to increase the number of students being trained. This report presents the
stormwater management calculations for the project.
The property is located on Fort Bragg in Cumberland County, North Carolina with
access to the site from Bastogne Drive and Medical Training Facility Access Drive.
The SOF Combat Medic Training Facility project is located on a primarily undeveloped
wooded site in the JSOMTC compound at Fort Bragg, North Carolina between Medical
Training Facility Access Drive to the North and Bastogne Drive to the East. The scope
of work for the Combat Medic Training Facility project includes civil site work and site
utilities design along with demolition of the existing site to support the construction of
the new SOF Combat Medic Training Facility.
The proposed site will disturb greater than 1.0 acre and the built upon area will be
greater than 24% of the site area, and is therefore considered a high density project.
The state of North Carolina's Stormwater Management Phase II Post Construction
ordinance requires new high density development projects to provide stormwater
management water quality treatment for the first inch of runoff for the newly created
impervious areas. This project is also required to meet federal regulation EISA 2007
requirements of water quality treatment for the 1.8-inch storm event. The Infiltration
Basin #1 has been sized to meet both the State of North Carolina and EISA 2007
requirements.
The site has been broken down into one overall area for the purposes of determining
the required stormwater management volume requirements with all bypass stormwater
being accounted for in the calculations. Infiltration basin #1 has been sized based
upon the actual drainage area it receives. A majority of the project's new impervious
area will be treated in infiltration basin #1. In addition, some existing impervious areas
will also be treated in infiltration basin #1. The amount of both treated existing and
proposed impervious areas exceeds the amount of the project's newly created
impervious areas. Stormwater pretreatment measures consist of vegetative swales,
sheet flow through grass filter strips, and a water quality trash guard pretreatment
device will be installed upstream of the infiltration basin #1 in a new catch basin inlet
(CB-4), and will capture sediment, trash, and debris before the stormwater is
discharged into the infiltration basin #1. Water quality stormwater management is
provided in infiltration basin #1. Water quality control is provided for both the 1.0-inch
and the 1.8-inch (EISA) of runoff and infiltration basin #1 provide 85% total suspended
solids removal.
Page 1 of 2

The analysis followed the Simple method and other generally accepted engineering
practices. The Simple method was used to calculate the required stormwater
management volume. The developed site will add approximately 27,500 sf of
impervious area and infiltration basin #1 will receive and treat approximately 27,990 sf
of impervious areas, thus the volume associated with the newly created impervious
areas is being treated and accounted for. The required 1" water quality management
volume is 2,273 cf and infiltration basin #1 provides 2,788 cf of storage. The drainage
areas were delineated from field prepared topographic survey. Existing impervious
area calculations were based on existing field surveys. Post development impervious
areas were based on the proposed site plan. A geotechnical engineer performed one
infiltration test and seasonal high water table reading of the existing soils within the
limits of infiltration basin #1 and the infiltration rates were found to be approximately
16.43 inches per hour with the seasonal high water table to be at approximate
elevation 222.25. To be more conservative, infiltration basin #1 has been designed
using a lower infiltration rate of approximately 8.00 inches/hour. The infiltration rate
was tested at the approximate bottom of infiltration basin #1 elevation of 226.50.
Infiltration basin #1 has a proposed ponding depth of 1.50-feet with an inlet structure to
serve as the overflow to bypass the larger storm events. The overflow inlet structure's
grate will be set at the ponding depth elevation with adequate freeboard provided
above the ponding depth elevation. Infiltration basin #1 will be planted with sod and
will be contained almost entirely by use of concrete retaining walls. The water quality
volume requirements will be provided in the surface ponding volume and the infiltration
through the bottom of infiltration basin #1 that occurs during the infiltration basin initial
filling up with stormwater. The bottom of infiltration basin #1 is greater than 2.0' feet
above the seasonal high water elevation with the draw down within a maximum of 72
hours (see attached calculations). The design storm events were based on the rainfall
data from NRCS for Ft. Bragg, NC.
Page 2 of 2

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USDA United States
Department of
Agriculture
N RCS
Natural
Resources
Conservation
Service
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
Cumberland
County, North
Carolina
Page 4
September 23, 2019

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:Hoffices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil
Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/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
Page 5

alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at [phone] (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 [phone] (voice) or [phone] (TDD). USDA is an equal opportunity
provider and employer.
Page 6

Contents
Preface....................................................................................................................
2
How Soil Surveys Are Made..................................................................................5
SoilMap..................................................................................................................
8
SoilMap................................................................................................................9
Legend................................................................................................................10
MapUnit Legend................................................................................................
11
MapUnit Descriptions.........................................................................................11
Cumberland County, North Carolina...............................................................13
BaB—Blaney loamy sand, 2 to 8 percent slopes ........................................
13
LbB—Lakeland-Urban land complex, 1 to 8 percent slopes .......................
14
Soil Information for All Uses...............................................................................16
Soil Properties and Qualities..............................................................................
16
Soil Qualities and Features.............................................................................16
Hydrologic Soil Group (Combat Medic Soil Map)........................................16
References............................................................................................................
21
Page 7

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
Page 8

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 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
Page 9

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.
Page 10

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.
Page 11

683320
35° 748" N
35° 742" N
683320 683340 683360 683380 683400
Map Scale: 1:832 if printed on A portrait (8.5" x 11") sheet.
Myers
N 0 10 20 40 60
Feet
0 40 80 1E0 240
Map projection: Web Mercator Coner000rdinates: WGS84 Edge tics: UTM Zone 17N WGS84
9
Custom Soil Resource Report
Soil Map
683340 6833W 6833W 6834W
683420
683420
683440
35° 748" N
35° 742" N
683440
Page 12

MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
0
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special
Point Features
Iwo
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
A.
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
oa
Sodic Spot
Custom Soil Resource Report
MAP INFORMATION
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:24,000.
Stony Spot
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
Other
misunderstanding of the detail of mapping and accuracy of soil
�-
Special Line Features
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
Water Features
scale.
Streams and Canals
Transportation
Please rely on the bar scale on each map sheet for map
--+-*
Rails
measurements.
. 0
Interstate Highways
Source of Map: Natural Resources Conservation Service
US Routes
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Major Roads
Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
Background
distance and area. A projection that preserves area, such as the
Aerial Photography
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: Cumberland County, North Carolina
Survey Area Data: Version 19, Sep 10, 2018
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jul 1, 2018—Jul 31,
2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
10 Page 13

Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
BaB
Blaney loamy sand, 2 to 8
percent slopes
1.6
58.7%
LbB
Lakeland -Urban land complex,
1 to 8 percent slopes
1.1
41.3%
Totals for Area of Interest
2.7
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 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,
11 Page 14

Custom Soil Resource Report
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.
12 Page 15

Custom Soil Resource Report
Cumberland County, North Carolina
BaB—Blaney loamy sand, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol: w6z2
Elevation: 160 to 660 feet
Mean annual precipitation: 38 to 52 inches
Mean annual air temperature: 61 to 70 degrees F
Frost -free period: 210 to 245 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Blaney and similar soils: 90 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Blaney
Setting
Landform: Low hills
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Crest
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Sandy and loamy marine deposits
Typical profile
A - 0 to 4 inches: loamy sand
E - 4 to 25 inches: loamy sand
Bt - 25 to 62 inches: sandy clay loam
C - 62 to 80 inches: loamy coarse sand
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20
to 0.57 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Low (about 4.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3s
Hydrologic Soil Group: C
Ecological site: Loamy Summit Woodland - PROVISIONAL (F137XY002GA)
Hydric soil rating: No
13 Page 16

Custom Soil Resource Report
LbB—Lakeland-Urban land complex, 1 to 8 percent slopes
Map Unit Setting
National map unit symbol: w715
Elevation: 160 to 660 feet
Mean annual precipitation: 38 to 52 inches
Mean annual air temperature: 61 to 70 degrees F
Frost -free period: 210 to 245 days
Farmland classification: Not prime farmland
Map Unit Composition
Lakeland and similar soils: 40 percent
Urban land: 30 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Lakeland
Setting
Landform: Low hills
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Crest
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Sandy marine deposits and/or eolian sands
Typical profile
A - 0 to 6 inches: sand
C1 - 6 to 48 inches: sand
C2 - 48 to 80 inches: sand
Properties and qualities
Slope: 0 to 8 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Excessively drained
Runoff class: Very low
Capacity of the most limiting layer to transmit water (Ksat): High to very high (5.95
to 19.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Low (about 4.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4s
Hydrologic Soil Group: A
Ecological site: Dry Sandy Upland Woodland (F137XY001 GA)
Hydric soil rating: No
14 Page 17

Custom Soil Resource Report
Description of Urban Land
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8
Hydric soil rating: No
15 Page 18

Soil Information for All Uses
Soil Properties and Qualities
The Soil Properties and Qualities section includes various soil properties and
qualities displayed as thematic maps with a summary table for the soil map units in
the selected area of interest. A single value or rating for each map unit is generated
by aggregating the interpretive ratings of individual map unit components. This
aggregation process is defined for each property or quality.
Soil Qualities and Features
Soil qualities are behavior and performance attributes that are not directly
measured, but are inferred from observations of dynamic conditions and from soil
properties. Example soil qualities include natural drainage, and frost action. Soil
features are attributes that are not directly part of the soil. Example soil features
include slope and depth to restrictive layer. These features can greatly impact the
use and management of the soil.
Hydrologic Soil Group (Combat Medic Soil Map)
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
16 Page 19

Custom Soil Resource Report
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay layer at
or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
17 Page 20

Custom Soil Resource Report
Map —Hydrologic Soil Group (Combat Medic Soil Map)
683320 683340 6833W 6833W 6834W 683420
35° 748" N
35° 742" N
683320 683340 683360 683380 683400
Map Scale: 1:832 if printed on A portrait (8.5" x 11") sheet.
Myers
N 0 10 20 40 60
Feet
0 40 80 1E0 240
Map projection: Web Mercator Coner000rdinates: WGS84 Edge tics: UTM Zone 17N WGS84
18
683420
683440
35° 748" N
35° 742" N
683440
Page 21

MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
Soil Rating
Polygons
0
A
0
A/D
0
B
0
B/D
0
C
0
C/o
0
D
0
Not rated or not available
Soil Rating
Lines
. .
A
.
A/D
�r
B
r 0
B/D
.
C
.
C/o
.
D
.
Not rated or not available
Soil Rating
Points
❑
A
❑
A/D
0
B
0
B/D
Custom Soil Resource Report
❑ C
❑ C/o
0 D
❑ Not rated or not available
Water Features
Streams and Canals
Transportation
i-" Rails
, 0 Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
MAP INFORMATION
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: Cumberland County, North Carolina
Survey Area Data: Version 19, Sep 10, 2018
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jul 1, 2018—Jul 31,
2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
19 Page 22

Custom Soil Resource Report
Table —Hydrologic Soil Group (Combat Medic Soil Map)
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
BaB
Blaney loamy sand, 2 to
8 percent slopes
C
1.6
58.7%
LbB
Lakeland -Urban land
complex, 1 to 8
percent slopes
A
1.1
41.3%
Totals for Area of Interest
2.7
100.0%
Rating Options —Hydrologic Soil Group (Combat Medic Soil Map)
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
20 Page 23

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.nres.usda.gov/wps/portal/
n res/d eta i I/n ati o n a I/s o i Is/?cid = n res 142 p2_0 54262
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/soils/?cid=nres142p2_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/portal/nres/detail/national/soils/?cid=nres142p2_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=stelprdb1043084
21 Page 24

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/
n res/d eta i I/so i Is/scie ntists/?cid=n res 142 p2_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 = n res 142 p2_05 3624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http:H
www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl 42p2_052290. pdf
22 Page 25

Army LID Planning and Cost Tool Report
PROJECT INFO
Date
9 /4/ 2019
Army Command
IMCOM
Army Installation
Fort Bragg
Project name
Combat Med
Project description
new training facility
User Name miley
Master Planner
SITE INFO AND EISA VOLUME
REQUIREMENT
Project limit of disturbance (ac)
0.96
95% rainfall depth (in)
1.8
Soil type
Sandy
Hydrologic Soil Group (HSG)
A
Pre -project curve number (CN)
41
Post -project curve number (CN)
82
Pre -project runoff volume (cf)
0
Post -project runoff volume (cf)
1815
EISA Section 438 retention volume
1815
requirement (cf)
LID PLANNING SUMMARY
Structural BMP Surface area
Runoff volume
Non-structural BMP
Surface
(s�
retained (co
area (ac)
Bioretention:
0
Veg. Filter Strip (Slope >2%, Short Grass):
0.00
Swale:
0
Veg. Filter Strip (Slope >2%, Tall Grass):
0.00
Permeable Pavement:
0
Veg. Filter Strip (Slope <2%, Short Grass):
0.00
Rainwater Harvesting:
0
Veg. Filter Strip (Slope <2%, Tall Grass):
0.00
Green Roof:
0
Reforestation (Trees - Short Grass):
0.00
Infiltration Practice: 1691
2021
Reforestation (Trees - Shrubs and Tall Grass):
0.00
Total retention volume provided by BMPs (co: 2021
Project complies with EISA Section
438.
LID COST SUMMARY
Drainage Area to Infiltration
Basin #1 Analysis
Page 26

Combat .led
MMMr9
View Cost I View Report I add Project I Delete Project
1-Site Info I7-Runoff I Bioretention I Swale I Permeable Pavement Rainwater Harvesting I Green Roof I Infiltration Practice I Water Quality
SITE INFWIATION -
Arra� Coxnxuand- D&CON1
7for-t Arnn Installation: Fort Bragg
2831Y7 Project IinutoFdisturbance(acres) 096 Land Use Inputs for Drainage
Area to Infiltration Basin #1
iew training Facihty
SOIL TYPE
Select the site's or-erall soil type:
H!drologic Sail Group: A
RAINFALL DEPTH
Sandy Enter the site's 95th pereenffie rainfall depth (inches), or click the
Rainfall^ button for the rainfll depth to be populated.
Set 9H%Rainfa+t
95%Rainfall: 1.8
1
LAND USE.
To calculate the II5A runoff requirement enter the pre- and post -project land use m acres
The runoff volume difference between pre- and post -project is the EISA r-olume required to be retained on site.
Note: IFthe runoff difference is a negative number, the post -project volume is reduced from the pre -project condition and no additional retention volume is required
Land 11&e
coded (poor):
Wooded (fair):
Wooded (good):
4S
36
30
Pre -project Percentage
area in acres of site
0
0.88
0 0
Post -project Per
area in acres of site
0 0
0 0
0 0
Runoffvolume calculations
Pre project Post project Derence
Site CN: 41 82
Acre-feet: 0.000 0.042
Meadow:
39
0 0
0 0
Gallons: 0 13577 13S
Brush and weeds (poor):
48
0 0
0 0
Cubic feet: 0 1815 1815
Brush and weeds (fair):
3S
0 ML 0
0 0
CFS: 0.00 0.02
Brush and weeds (good):
30
0 0
0
1915 cubic feet is the EISA
Lawn:
49
0 0
0.32
runoffvnlume required to be
Roads and drives (w/o C and G):
S3
0 0
0 0
retained an site.
Roads and drives (w/ C and G):
98
0.08 8.33
0.08 8.33
Parking, driwwars and sidewalks:
98
0 0
0.11 11.5
Building roof_
98
4 0
D_45 46.9
Bare soil:
0 0
0 0
Trees - gassy (poor):
0 0
0 0
Trees - gassy (fair):
43
0 0
0 0
Trees - gassy (good):
32
0 0
0 0
Open space (lawns, parks, cem.) <50%grass_
68
0 0
0 0
Open space (lawns, parks, cem.) <75%galls.
49
0 0
0 0
Open space (lawns, parks, cem.) >75%grass:
39
0 0
0 0
Gravel road:
76
0 0
0 0
Dirt road:
72
0 0
0 0
BMP
Nonstructural
Proposed non-structural BIM Ps
are accounted
for br'adjusting the post
-project
land use area.
Page 27

Land Ibe
Veg_ Filter Strip (Slope >2%. Short Grass):
Veg_ Filter Strip (Slope >2%. Tall Grass):
Veg_ Filter Strip (Slope <2%. Short Grass):
Veg. Filter Strip (Slope <2%. Tall Grass)71
Reforestation (Trees - Short Grass):
Reforestation (Trees - Shrubs and Tall Grass):
Total limit of disturbance nacres):
1-Site Info 2-Runoff Bioretention I Swale Permeable Pavement I Rainwater Harvesting Green Roof Infiltration Practice Water auality
Enter the total area ofproposedinf'iltration practices.
Infiltration bed area ( square feet): 1691 10
Infiltration bed depth (feet) 5 (Recommended range: 5 to 10 feet)
Stone drainage layer'-oid ratio ( default value is 0.4-) 0.40
Stone'volume (cubic feet) 8455 Infiltration rate for site soil type (uicheslday)
Runoff volume storage (cubic feet) 3382 Potential infiltration'olume: 2021
Estimated runoffretention volume [cubic feet] 2021
Page 28

Army LID Planning and Cost Tool Report
PROJECT INFO
Date
Army Command IMCOM
Army Installation Fort Bragg
Project name COMBAT MED LOD
Project description
NEW TRAINING FACILITY
User Name MILEY
Master Planner
SITE INFO AND EISA VOLUME
REQUIREMENT
Project limit of disturbance (ac)
2.95
93% rainfall depth (in)
1.8
Soil type
Sandy
Hydrologic Soil Group (HSG)
A
Pre -project curve number (CN)
50
Post -project curve number (CN)
70
Pre -project runoff volume (cf)
0
Post -project runoff volume (cf)
1821
EISA Section 438 retention volume
1821
requirement (cf)
LID PLANNING SUMMARY
Structural BMP
Surface area
Runoff volume
Non-structural BMP
Surface
(s�
retained (co
area (ac)
Bioretention:
0
0
Veg. Filter Strip (Slope >2%, Short Grass):
0.00
Swale:
0
Veg. Filter Strip (Slope >2%, Tall Grass):
0.00
Permeable Pavement:
0
Veg. Filter Strip (Slope <2%, Short Grass):
0.00
Rainwater Harvesting:
0
Veg. Filter Strip (Slope <2%, Tall Grass):
0.00
Green Roof:
0
Reforestation (Trees - Short Grass):
0.00
Infiltration Practice:
1691
2021
Reforestation (Trees - Shrubs and Tall Grass):
0.00
Total retention volume
provided by BMPs (co: 2021
Project complies with EISA Section
438.
LID COST SUMMARY
Drainage Area for Project Limit
of Disturbance Analysis
Page 29

COMRAT MED LOD
�IILEY4iewcost I ViewReport I Add Project I Delete ProjectRetetation voluzue provided by BmPs (cubic feet):
C011 BAT IiED LOD 0
1-Site Info 7-Runoff I Bioretention Swale I Permeable Pavement Rainwater Harvesting Green Roof Infiltration Practice I Wateriauality
SITE INFORMATION
Army Command: LM COM
PTP,_,,T,,
GG Army Installation: Fort Rragg
Project lunitofdisnsbance(aces)5 Land Use Inputs for Area of
FAQLITY Project Limit of Disturbance
SOIL TYPE RA 4FALL DEPTH
Select the site's or-erall soil type: Gndc Enter the site's 95th peroentlle rainfall depth (niches), or click the "Set 95%
Rainfall^ button for the rainfall depth to be populated -
Hydrologic Sail Group: A
Set 9S % R•infall
L6
95% _ I"8 -I
_ i
1-Site Info 2-Runoff Bioretention Swale Permeable Pavement Rainwater Harvesting Green Roof Infiltration Practice Water Quality
LAND USA
To calculate the E SA runoff'requirement enter the pre- and post -project land use in acres
The runoff r-olume difference between pre- and post -project is the EISA volume required to be retained on site_
Note: If the runoff difference is a negative number, the post -project volume is reduced from the pre-projectcondition and no additional retention volume is required_
Land Use CN Pre -project Peromtage Post -project Pereenbgg Runoffvolume calculations
area in acres of site area m acres of site
Wooded (poor): 45 -E 0 4 0 Pre-prq t Post project Dierence
Wooded (fair): 36 2.25 76.3 I 0 0 Site CN- 54 70
Wooded (good): 34 0 0 0 0 Acre-feet: 0.000 0.042 0
Meadow- 39 0 4 0 0 Gallons: 0 13619 13619
Brush and weeds (poor): 49 0 0 0 0 Cubic feet: 0 1821 1 S2
Brush and weeds (fair): 35 0 1 4 0 0 CFS: 4.44 4.02
Brush and weeds (good): 34 0 0 4 0
4$94- cubic feet is the EISA
Lawn: 49 0.06 2.43runoffvolume required to be
Roads and drives (w/o C and G): 83 0 0 0 0 retained on site.
Roads and drives (w! C and G): 98 0.63 21.40 0.63 214
Parking, driveways and sidewalks- 98 0.01 0.34 4.19 6.44
Building roof: 99 0 0 0.45 153
Rare soil: 77 0 4 0 0
Trees - grassy (poor): S7 0 4 0 0
Trees - grassy (fair): 43 0 4 0 0
Trees - grassy (good): 32 0 4 0 0
Open space (lawns, parks, oem_) C50%gram: 69 0 0 0 0
Open space (lawns, parks, cem.) <75%grass: 49 0 0 4 0
Open space (lawns, parks, cem-) >75%grass: 39 0 0 0 0
Gravel road: 76 0 4 0 0
Dirt road: 721 0 0 0 0
9 Non-StTu. huuI BMP
Proposed non-structural BM Ps are accounted for by adjusting the post -project land use area.
Page 30

Land Use
eg_ Filter Strip (Slope >2%, Short Grass):
eg_ Filter Strip (Slope 2%, Tall Grass):
eg_ Filter Strip (Slope <2%, Short Grass):
leg- Filter Strip (Slope <2%, Tall Grass):
Reforestation (Trees - Short Grass):
Reforestation (Trees - Shrubs and Tall Grass):
Total Lumt of disturbance (acres):
CIV Post -project
Percentage
area in acres
of site
0
0
AW
0
0
U
4
U
4
U
4
U
0
2.9.E
.95
1-Site Info 2-Runoff Bioretention Swale Permeable Pavement Rainwater Harvesting Green Roof Infiltration Practfce Water Quality
Enter the total area ofproposed infiltra tion practices. -
Infiltration bed area (square feet): 1691
Infiltration bed depth (feat) (Recommended range: 5 to 14 feet)
Stone drainage later r-oid ratio (default slue is 0A 440
Stone volume (cubic feet) 5455 11 Infiltration rate for site soil type (inehezfdar-) 14-343
Runoff volume storage (cubic feet) 3352 Potential inUtrationsolume: 2421
&dmated runoff retention Volume (cultic feet) 2021
Page 31

9/27/2019
Updated for 2017
NCDEQ BMP Manual
INFILTRATION BASIN #1
1.0" Water Quality Volume (WQv)
(ACTUAL DRAINAGE AREA TO SWM DEVICE)
Rv = runoff coefficient (Runoff/Rainfall)
Rv = 0.05 + 0.009(I) Where " I" = % Impervious
("Simple Method" - Schueler, 1987)
WQv = 1.0"RvA
12
Fill in Values:
�09
Impervious Area
"I" = Percent Impervious of Site
"A" = Acres
Answer:
WQv = 0.052 Ac. Ft.
2,273 Cubic Feet Required
A = Actual Drainage Area to SWM Device
Rv= 0.652402
WQv-- 0.65 inches
CN(WQv)= 96.3 Use to comp. Qj--
Page 32

PROJECT AREA (LOD) & IMPERVIOUS AREA
Pre Development Impervious Area (Within Project Area) 27,800 SF
Post Development Impervious Area (Within Project Area) 55,300 SF
Project Limit of Disturbance (Using as Project Area) `128,500 SF
1.0" Volume For Project Area (LOD) Using Simple Method
Per RunoffVolume Simple Method NCDEQ Stormwater BMP Manual
PRE -DEVELOPMENT
RVPRE — 0.05 + 0.9 * IA
__ Existing Site Impervious Area
IA Total Area (Project Area)
27,800
IA__ 128,500 0.6
IA= 0.22
RVPRE = 024
POST DEVELOPMENT
RvPosT = 0.05 + 0.9 * IA
__ Developed Site Impervious Area
IA Total Area (Project Area)
55,300
IA__ 128,500
IA= 0.43
RvPosr = 0.44
Newly created Impervious area for the Project Area (LOD) = 27,500 SF —
1.0" VOLUME REQUIRED For Project Area Using Simple Method
Simple Method
V = 3630 * P * (RvPosr_avPRE)-DA
P (1.0") = 1 IN 1.0" = Required storm depth for NCDEQ
DA = 128,500 SF
DA = 2.95 AC
V = 2,063 CF = VOLUME REQUIRED FOR PROJECT AREA (LOD) USING SIMPLE METHOD
PROVIDE STORAGE FOR LARGEST REQUIRED VOLUME:
V = 2,273 CF (Drainage Area to Device)
STORMWATER VOLUME SUMMARY CALCULATIONS
INFILTRATION
SURFACE
DEPTH OF
VOLUME
**INFILTRATION
*VOLUME
TOTAL
**APPROX.
BOTTOM OF
TOP OF
TOP OF
IMPERVIOUS
BASIN #
AREA
PONDING
PONDING
RATE
RATE
PROVIDED BY
VOLUME
SHWT
BASIN
O
EMBANKMENT
AREA
INFILTRATION
ELEVATION
INLET
PONDING
TREATING
(SF)HR)
T
T
FT
T
T
F01
(SF)
1,800
1.50
800
25
2
2
7990
STORMWATER VOLUME SUMMARY TABLE NOTES
*ADJUSTMENT TO THE TOTAL VOLUME PROVIDED TO ACCOUNT FOR THE VOLUME OF WATER WHICH EXFILTRATES OUT THE
BOTTOM OF THE INFILTRATION BASIN DURING THE PERIOD OF TIME REQUIRED TO FILL THE INFILTRATION BASIN IS AS FOLLOWS:
VOLUME = INFILTRATION RATE (FT/HR) * FILLING TIME (HRS.) * SURFACE AREA OF INFILTRATION BASIN
USE FILLING TIME = 2 HOURS
** TO BE CONSERVATIVE ADJUSTED LOWER OBSERVED INFILTRATION RATE OF 16.43 IN/HR FROM THE GEOTECHNICAL REPORT
SHWT = SEASONAL HIGH WATER TABLE
IMPERVIOUS AREA TREATING: 27,990 sf
NEWLY CREATED IMPERVIOUS AREA: 27,500 sf
1.0" WATER QUALITY VOLUME REQUIRED: 2,273 cf
1.0" WATER QUALITY VOLUME PROVIDED: 5,188 cf
Page 33

INFILTRATION
BASIN #1
ELEVATION
AREA
STORAGE
CUMULATIVE
(FT)
(SF)
(CU FT)
(CU FT)
226.50
1,800.00
0.00
0.00
227.00
1,840.00
910.00
910.00
228.00
1,915.00
1,877.50
2,787.50
229.00
1,965.00
1,940.00
4,727.50
Min. Surface Area (SA) _
Surface Area Provided =
SA = DV
(K/12/FS*T)
DV=
2,787.50 cu ft
K=
8.00 in/hr
FS=
2
T=
72 hrs
116
1,800
Page 34

Draw Down Time:
Infiltration Basin #1
Total Volume @ Inv out of Overflow Inlet
Infiltration Bottom Area:
Maximum Release Time:
Overflow Inlet Grate Elev:
Bottom of Basin:
Infiltration Rate:
Factor of Safety (FS):
Bottom of Infiltration Basin Elev:
Draw Down Time for only Infiltration with FS
2,788 cu.ft.
1,800 sq ft.
72 h rs
228.00
226.50
8.00 in/hr
2.00
226.50
0hrs OK
Page 35

ANTI -FLOTATION DEVICE
INFILTRATION BASIN #1
LENGTH OF RISER - LR
4.00
FT
WIDTH OF RISER - WR
3.00
FT
HEIGHT OF WATER - Hw
1.50
FT
HEIGHT OF RISER - HR
3.25
FT
AREA OR RISER - AR
12.00
SF
WEIGHT OF WATER - Ww
62.4
LB/CF
RISER UPLIFT (Wu) = Ar*Hw*Ww
1123.20
LB
FACTOR OF SAFETY(Fs)
1.10
UNIT WEIGHT OF CONCRETE - Uc
150.00
LB/CF
VOLUME NEEDED (VN) = (WU*Fs)/UC
8.24
CF
VOLUME OF 15" DIA OUTFALL PIPE
0.61
CF
WALL THICKNESS -Tw
0.50
FT
VOLUME OF WALLS - Vw
18.89
CF
LENGTH OF PAD - L
4.00
FT
WIDTH OF PAD - W
3.00
FT
HEIGHT OF PAD - H
0.50
FT
VOLUME OF PAD - Vp
6.00
CF
PAD=BOTTOM OF STD INLET
Vw+VP
24.89
CF
Vw+Vp>VN
YES
Page 36

J Sesler SOP Combat Medic
Infiltration Basin #1
Cumberland NOAA County, North Carolina
Storm Data
Rainfall Depth by Rainfall Return Period
2-Yr 5-Yr 10-Yr 25-Yr 50-Yr
(in) (in) (in) (in) (in)
-----------------------------------------------------------
3.7 4.7 5.4 6.5 7.3
Storm Data Source:
Rainfall Distribution Type:
Dimensionless Unit Hydrograph
WinTR-55, Version 1.00.10
User -provided custom storm data
Type III
<standard>
Page 1
100-Yr 1-Yr
(in) (in)
-----------------
8.2 3.1
Used for Inputs into PondPack
Routing Software
9/20/2019 4:59:17 PM
Page 37

J Sesler
SOF Combat Medic
Infiltration Basin #1
Cumberland NOAA County, North Carolina
Sub -Area Land Use and Curve Number
Details
Sub -Area
Hydrologic
Sub -Area
Curve
Identifier
Land Use
Soil
Area
Number
--------------------------------------------------------------------------------
Group
(ac)
Basin #1 Open
space; grass cover > 750 (good)
C
.32
74
Paved
parking lots, roofs, driveways
C
.64
98
Total
Area / Weighted Curve Number
.96
90
WinTR-55, Version 1.00.10 Page 1
Used for Inputs into PondPack
Routing Software
9/20/2019 4:58:25 PM
Page 38

SOF Combat Medic Training Facility
Project Summary
SOF Combat
Medic Training
Title
Facility -
Infiltration Basin
#1
Engineer
jsesler
Company
Date
9/23/2019
Notes
Bentley Systems, Inc. Haestad Methods Solution
Combat Medic-Proposed.ppc Center
9/23/2019 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA + 1 -203-755-1666
PondPack Routing Output for
Infiltration Basin #1
Bentley PondPack V8i
[08.11.01.56]
Page 1 of 26
Page 39

Table of Contents
User Notifications
Master Network Summary
Ft. Bragg, NC
Time -Depth Curve, 10 years
Prop Da #1
Unit Hydrograph Summary, 10 years
Infiltration Basin 1 (IN)
Time vs. Elevation, 10 years
Infiltration Basin 1
Time vs. Volume, 10 years
Riser Barrel Outlet
Outlet Input Data, 10 years
Infiltration Basin 1
Infiltration Basin 1 (IN)
Elevation -Volume -Flow Table (Pond), 10 years
Pond Infiltration Calculations, 10 years
Detention Time, 10 years
Level Pool Pond Routing Summary, 10 years
Pond Inflow Summary, 10 years
2
3
5
7
9
13
17
21
22
23
24
25
Page 40

SOF Combat Medic Training Facility
Subsection: User Notifications
User Notifications
Message Id 19
Scenario Ft. Bragg, NC - , 25 yrs
Element Type Composite Outlet Structure
Element Id 97
Label Riser Barrel Outlet
Time (N/A)
Message Charged riser flow adjusted to weir flow rate to maintain convergence. If adjustments are
desired, substitute a user defined outlet rating table for level pool routing. Or, store rating
curve(s) in E-Q-TW table, edit, then route with ICPM option.
Source Warning
Message Id 19
Scenario Ft. Bragg, NC - , 50 yrs
Element Type Composite Outlet Structure
Element Id 97
Label Riser Barrel Outlet
Time (N/A)
Message Charged riser flow adjusted to weir flow rate to maintain convergence. If adjustments are
desired, substitute a user defined outlet rating table for level pool routing. Or, store rating
curve(s) in E-Q-TW table, edit, then route with ICPM option.
Source Warning
Bentley Systems, Inc. Haestad Methods Solution
Combat Medic-Proposed.ppc Center
9/23/2019 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA + 1 -203-755-1666
Bentley PondPack V8i
[08.11.01.56]
Page 2 of 26
Page 41

SOF Combat Medic Training Facility
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
Prop Da #1
yrs Bragg, NC - , 1
1
0.164
12.100
1.97
Prop Da #1
yrs Bragg, NC - , 2
2
0.212
12.100
2.51
Prop Da #1
yrs Bragg, NC - , 10
10
0.344
12.100
3.97
Prop Da #1
yrs Bragg, NC - , 25
25
0.349
12.100
4.15
Prop Da #1
yrs Bragg, NC - , 50
50
0.410
12.100
4.84
Prop Da #1
yrs Bragg, NC - , 100
100
0.560
12.100
6.28
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
Out 10
Ft. Bragg, NC - , 1
1
0.000
0.000
0.00
yrs
Out 10
Ft. Bragg, NC - , 2
2
0.019
12.250
1.15
yrs
Out 10
Ft. Bragg, NC - , 10
10
0.089
12.100
3.54
yrs
Out 10
Ft. Bragg, NC - , 25
25
0.095
12.100
3.69
yrs
Out 10
Ft. Bragg, NC - , 50
50
0.132
12.100
4.38
yrs
Out 10
Ft. Bragg, NC - , 100
100
0.220
12.100
5.82
yrs
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (hours) (ft3/s)
(years) (ac-ft)
Maximum
Maximum
Water
Pond Storage
Surface
(ac-ft)
Elevation
(ft)
Infiltration
Ft. Bragg, NC
1
0.164
12.100
1.97
(N/A)
(N/A)
Basin 1 (IN)
- , 1 yrs
Infiltration
Ft. Bragg, NC
Basin 1
1 yrs
1
0.000
0.000
0.00
227.92
0.060
(OUT)
Infiltration
Ft. Bragg, NC
2
0.212
12.100
2.51
(N/A)
(N/A)
Basin 1 (IN)
- , 2 yrs
Bentley Systems, Inc. Haestad Methods Solution
Combat Medic-Proposed.ppc Center
9/23/2019 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA + 1 -203-755-1666
Bentley PondPack V8i
[08.11.01.56]
Page 3 of 26
Page 42

SOF Combat Medic Training Facility
Subsection: Master Network Summary
Pond Summary
Label
Scenario
Return
Hydrograph
Time to Peak
Peak Flow
Maximum
Maximum
Event
Volume
(hours)
(ft3/s)
Water
Pond Storage
(years)
(ac-ft)
Surface
(ac-ft)
Elevation
(ft)
Infiltration
Ft. Bragg, NC
Basin 1
2 yrs
2
0.019
12.250
1.15
228.05
0.066
(OUT)
Infiltration
Ft. Bragg, NC
10
0.344
12.100
3.97
(N/A)
(N/A)
Basin 1 (IN)
- , 10 yrs
Infiltration
Ft. Bragg, NC
Basin 1
10 yrs
10
0.089
12.100
3.54
228.17
0.071
(OUT)
Infiltration
Ft. Bragg, NC
25
0.349
12.100
4.15
(N/A)
(N/A)
Basin 1 (IN)
- , 25 yrs
Infiltration
Ft. Bragg, NC
Basin 1
25 yrs
25
0.095
12.100
3.69
228.17
0.071
(OUT)
Infiltration
Ft. Bragg, NC
50
0.410
12.100
4.84
(N/A)
(N/A)
Basin 1 (IN)
- , 50 yrs
Infiltration
Ft. Bragg, NC
Basin 1
50 yrs
50
0.132
12.100
4.38
228.21
0.073
(OUT)
Infiltration
Ft. Bragg, NC
100
0.560
12.100
6.28
(N/A)
(N/A)
Basin 1 (IN)
- , 100 yrs
Infiltration
Ft. Bragg, NC
Basin 1
100 yrs
100
0.220
12.100
5.82
228.27
0.076
(OUT)
Bentley Systems, Inc. Haestad Methods Solution
Combat Medic-Proposed.ppc Center
9/23/2019 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA + 1 -203-755-1666
Bentley PondPack V8i
[08.11.01.56]
Page 4 of 26
Page 43

SOF Combat Medic Training Facility
Subsection: Time -Depth Curve Return Event: 10 years
Label: Ft. Bragg, NC Storm Event: TypeIII 24hr (10 yr)
Time -Depth Curve: TypeIII 24hr (10 yr)
Label TypeIII 24hr (10
yr)
Start Time 0.000 hours
Increment 0.100 hours
End Time 24.000 hours
Return Event 10 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(hours) (in) (in) (in) (in) (in)
0.000
0.0
0.0
0.0
0.0
0.0
0.500
0.0
0.0
0.0
0.0
0.0
1.000
0.1
0.1
0.1
0.1
0.1
1.500
0.1
0.1
0.1
0.1
0.1
2.000
0.1
0.1
0.1
0.1
0.1
2.500
0.1
0.1
0.1
0.2
0.2
3.000
0.2
0.2
0.2
0.2
0.2
3.500
0.2
0.2
0.2
0.2
0.2
4.000
0.2
0.2
0.2
0.3
0.3
4.500
0.3
0.3
0.3
0.3
0.3
5.000
0.3
0.3
0.3
0.3
0.3
5.500
0.3
0.4
0.4
0.4
0.4
6.000
0.4
0.4
0.4
0.4
0.4
6.500
0.4
0.4
0.5
0.5
0.5
7.000
0.5
0.5
0.5
0.5
0.5
7.500
0.6
0.6
0.6
0.6
0.6
8.000
0.6
0.6
0.6
0.7
0.7
8.500
0.7
0.7
0.7
0.8
0.8
9.000
0.8
0.8
0.8
0.9
0.9
9.500
0.9
0.9
1.0
1.0
1.0
10.000
1.0
1.1
1.1
1.1
1.1
10.500
1.2
1.2
1.2
1.3
1.3
11.000
1.4
1.4
1.4
1.5
1.6
11.500
1.6
1.7
1.8
2.0
2.3
12.000
2.7
3.2
3.4
3.6
3.7
12.500
3.8
3.9
3.9
4.0
4.0
13.000
4.1
4.1
4.2
4.2
4.2
13.500
4.3
4.3
4.3
4.4
4.4
14.000
4.4
4.4
4.5
4.5
4.5
14.500
4.5
4.6
4.6
4.6
4.6
15.000
4.6
4.7
4.7
4.7
4.7
15.500
4.7
4.8
4.8
4.8
4.8
16.000
4.8
4.8
4.8
4.9
4.9
Bentley Systems, Inc. Haestad Methods Solution
Combat Medic-Proposed.ppc Center
9/23/2019 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA + 1 -203-755-1666
Bentley PondPack V8i
[08.11.01.56]
Page 5 of 26
Page 44

SOF Combat Medic Training Facility
Subsection: Time -Depth Curve Return Event: 10 years
Label: Ft. Bragg, NC Storm Event: TypeIII 24hr (10 yr)
CUMULATIVE RAINFALL (in)
Output Time Increment = 0.100 hours
Time
on left represents time for first value
in each row.
Time
Depth
Depth
Depth
Depth
Depth
(hours)
(in)
(in)
(in)
(in)
(in)
16.500
4.9
4.9
4.9
4.9
4.9
17.000
4.9
5.0
5.0
5.0
5.0
17.500
5.0
5.0
5.0
5.0
5.0
18.000
5.0
5.1
5.1
5.1
5.1
18.500
5.1
5.1
5.1
5.1
5.1
19.000
5.1
5.1
5.1
5.2
5.2
19.500
5.2
5.2
5.2
5.2
5.2
20.000
5.2
5.2
5.2
5.2
5.2
20.500
5.2
5.2
5.3
5.3
5.3
21.000
5.3
5.3
5.3
5.3
5.3
21.500
5.3
5.3
5.3
5.3
5.3
22.000
5.3
5.3
5.3
5.4
5.4
22.500
5.4
5.4
5.4
5.4
5.4
23.000
5.4
5.4
5.4
5.4
5.4
23.500
5.4
5.4
5.4
5.4
5.4
24.000
5.4
(N/A)
(N/A)
(N/A)
(N/A)
Bentley Systems, Inc. Haestad Methods Solution
Combat Medic-Proposed.ppc Center
9/23/2019 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA + 1 -203-755-1666
Bentley PondPack V8i
[08.11.01.56]
Page 6 of 26
Page 45

SOF Combat Medic Training Facility
Subsection: Unit Hydrograph Summary Return Event: 10 years
Label: Prop Da #1 Storm Event: TypeIII 24hr (10 yr)
Storm Event TypeIII 24hr (10
yr)
Return Event
10 years
Duration
35.000 hours
Depth
5.4 in
Time of Concentration
0.100 hours
(Composite)
Area (User Defined)
0.960 acres
Computational Time
0.013 hours
Increment
Time to Peak (Computed)
12.107 hours
Flow (Peak, Computed)
3.98 ft3/s
Output Increment
0.050 hours
Time to Flow (Peak
12.100 hours
Interpolated Output)
Flow (Peak Interpolated
3.97 ft3/s
Output)
Drainage Area
SCS CN (Composite)
90.000
Area (User Defined)
0.960 acres
Maximum Retention
1.1 in
(Pervious)
Maximum Retention
0.2 in
(Pervious, 20 percent)
Cumulative Runoff
Cumulative Runoff Depth
4.3 in
(Pervious)
Runoff Volume (Pervious)
0.344 ac-ft
Hydrograph Volume (Area under Hydrograph curve)
Volume
0.344 ac-ft
SCS Unit Hydrograph Parameters
Time of Concentration
0.100 hours
(Composite)
Computational Time
0.013 hours
Increment
Unit Hydrograph Shape
483.432
Factor
K Factor
0.749
Receding/Rising, Tr/Tp
1.670
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
Combat Medic-Proposed.ppc Center
[08.11.01.56]
9/23/2019 27 Siemon Company Drive
Suite 200 W Page 7 of 26
Watertown, CT 06795 USA
+ 1 -203-755-1666
Page 46

SOF Combat Medic Training Facility
Subsection: Unit Hydrograph Summary
Label: Prop Da #1
SCS Unit Hydrograph Parameters
Unit peak, qp 10.88 ft3/s
Unit peak time, Tp 0.067 hours
Unit receding limb, Tr 0.267 hours
Total unit time, Tb 0.333 hours
Bentley Systems, Inc. Haestad Methods Solution
Combat Medic-Proposed.ppc Center
9/23/2019 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA + 1 -203-755-1666
Return Event: 10 years
Storm Event: TypeIII 24hr (10 yr)
Bentley PondPack V8i
[08.11.01.56]
Page 8 of 26
Page 47

SOF Combat Medic Training Facility
Subsection: Time vs. Elevation Return Event: 10 years
Label: Infiltration Basin 1 (IN) Storm Event: TypeIII 24hr (10 yr)
Time vs. Elevation (ft)
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Time Elevation Elevation Elevation Elevation Elevation
(hours) (ft) (ft) (ft) (ft) (ft)
0.000
226.50
226.50
226.50
226.50
226.50
0.250
226.50
226.50
226.50
226.50
226.50
0.500
226.50
226.50
226.50
226.50
226.50
0.750
226.50
226.50
226.50
226.50
226.50
1.000
226.50
226.50
226.50
226.50
226.50
1.250
226.50
226.50
226.50
226.50
226.50
1.500
226.50
226.50
226.50
226.50
226.50
1.750
226.50
226.50
226.50
226.50
226.50
2.000
226.50
226.50
226.50
226.50
226.50
2.250
226.50
226.50
226.50
226.50
226.50
2.500
226.50
226.50
226.50
226.50
226.50
2.750
226.50
226.50
226.50
226.50
226.50
3.000
226.50
226.50
226.50
226.50
226.50
3.250
226.50
226.50
226.50
226.50
226.50
3.500
226.50
226.50
226.50
226.50
226.50
3.750
226.50
226.50
226.50
226.50
226.50
4.000
226.50
226.50
226.50
226.50
226.50
4.250
226.50
226.50
226.50
226.50
226.50
4.500
226.50
226.50
226.50
226.50
226.50
4.750
226.50
226.50
226.51
226.51
226.51
5.000
226.51
226.51
226.51
226.51
226.51
5.250
226.51
226.51
226.51
226.51
226.51
5.500
226.51
226.51
226.51
226.51
226.52
5.750
226.52
226.52
226.52
226.52
226.52
6.000
226.52
226.52
226.52
226.52
226.52
6.250
226.52
226.52
226.52
226.53
226.53
6.500
226.53
226.53
226.53
226.53
226.53
6.750
226.53
226.53
226.53
226.54
226.54
7.000
226.54
226.54
226.54
226.54
226.54
7.250
226.54
226.55
226.55
226.55
226.55
7.500
226.55
226.55
226.55
226.55
226.56
7.750
226.56
226.56
226.56
226.56
226.56
8.000
226.57
226.57
226.57
226.57
226.57
8.250
226.57
226.58
226.58
226.58
226.58
8.500
226.59
226.59
226.59
226.59
226.60
8.750
226.60
226.60
226.60
226.61
226.61
9.000
226.61
226.62
226.62
226.62
226.63
9.250
226.63
226.63
226.64
226.64
226.64
9.500
226.65
226.65
226.65
226.66
226.66
9.750
226.66
226.67
226.67
226.68
226.68
10.000
226.68
226.69
226.69
226.70
226.70
Bentley Systems, Inc. Haestad Methods Solution
Combat Medic-Proposed.ppc Center
9/23/2019 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA + 1 -203-755-1666
Bentley PondPack V8i
[08.11.01.56]
Page 9 of 26
Page 48

SOF Combat Medic Training Facility
Subsection: Time vs. Elevation Return Event: 10 years
Label: Infiltration Basin 1 (IN) Storm Event: TypeIII 24hr (10 yr)
Time vs. Elevation (ft)
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Time
Elevation
Elevation
Elevation
Elevation
Elevation
(hours)
(ft)
(ft)
(ft)
(ft)
(ft)
10.250
226.71
226.71
226.72
226.72
226.73
10.500
226.73
226.74
226.75
226.75
226.76
10.750
226.77
226.77
226.78
226.79
226.80
11.000
226.80
226.81
226.82
226.83
226.84
11.250
226.85
226.86
226.88
226.89
226.91
11.500
226.93
226.95
226.97
227.01
227.06
11.750
227.14
227.23
227.34
227.47
227.64
12.000
227.89
228.10
228.17
228.16
228.13
12.250
228.09
228.08
228.06
228.05
228.04
12.500
228.03
228.02
228.02
228.01
228.01
12.750
228.01
228.01
228.01
228.00
228.00
13.000
228.00
228.00
228.00
228.00
228.00
13.250
228.00
228.00
228.00
227.99
227.99
13.500
227.99
227.98
227.98
227.97
227.97
13.750
227.96
227.96
227.95
227.94
227.93
14.000
227.92
227.91
227.90
227.89
227.88
14.250
227.87
227.86
227.85
227.84
227.83
14.500
227.81
227.80
227.79
227.78
227.76
14.750
227.75
227.74
227.72
227.71
227.69
15.000
227.68
227.66
227.65
227.63
227.62
15.250
227.60
227.58
227.57
227.55
227.53
15.500
227.52
227.50
227.48
227.46
227.45
15.750
227.43
227.41
227.39
227.37
227.35
16.000
227.33
227.31
227.29
227.27
227.25
16.250
227.23
227.20
227.18
227.16
227.14
16.500
227.12
227.10
227.08
227.06
227.03
16.750
227.01
226.99
226.97
226.95
226.93
17.000
226.91
226.90
226.88
226.87
226.85
17.250
226.84
226.83
226.82
226.80
226.79
17.500
226.78
226.77
226.77
226.76
226.75
17.750
226.74
226.73
226.73
226.72
226.71
18.000
226.71
226.70
226.70
226.69
226.69
18.250
226.68
226.68
226.68
226.67
226.67
18.500
226.66
226.66
226.66
226.66
226.65
18.750
226.65
226.65
226.65
226.64
226.64
19.000
226.64
226.64
226.64
226.63
226.63
19.250
226.63
226.63
226.63
226.63
226.62
19.500
226.62
226.62
226.62
226.62
226.62
19.750
226.62
226.62
226.62
226.61
226.61
20.000
226.61
226.61
226.61
226.61
226.61
20.250
226.61
226.61
226.61
226.61
226.60
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
Combat Medic-Proposed.ppc Center [08.11.01.56]
9/23/2019 27 Siemon Company Drive Suite 200 W Page 10 of 26
Watertown, CT 06795 USA + 1 -203-755-1666
Page 49

SOF Combat Medic Training Facility
Subsection: Time vs. Elevation Return Event: 10 years
Label: Infiltration Basin 1 (IN) Storm Event: TypeIII 24hr (10 yr)
Time vs. Elevation (ft)
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Time
Elevation
Elevation
Elevation
Elevation
Elevation
(hours)
(ft)
(ft)
(ft)
(ft)
(ft)
20.500
226.60
226.60
226.60
226.60
226.60
20.750
226.60
226.60
226.60
226.60
226.60
21.000
226.60
226.60
226.60
226.60
226.60
21.250
226.60
226.59
226.59
226.59
226.59
21.500
226.59
226.59
226.59
226.59
226.59
21.750
226.59
226.59
226.59
226.59
226.59
22.000
226.59
226.59
226.59
226.59
226.59
22.250
226.59
226.59
226.59
226.58
226.58
22.500
226.58
226.58
226.58
226.58
226.58
22.750
226.58
226.58
226.58
226.58
226.58
23.000
226.58
226.58
226.58
226.58
226.58
23.250
226.58
226.58
226.58
226.58
226.58
23.500
226.58
226.57
226.57
226.57
226.57
23.750
226.57
226.57
226.57
226.57
226.57
24.000
226.57
226.57
226.57
226.56
226.56
24.250
226.56
226.55
226.55
226.55
226.54
24.500
226.54
226.54
226.53
226.53
226.53
24.750
226.53
226.53
226.52
226.52
226.52
25.000
226.52
226.52
226.52
226.52
226.52
25.250
226.51
226.51
226.51
226.51
226.51
25.500
226.51
226.51
226.51
226.51
226.51
25.750
226.51
226.51
226.51
226.51
226.51
26.000
226.51
226.50
226.50
226.50
226.50
26.250
226.50
226.50
226.50
226.50
226.50
26.500
226.50
226.50
226.50
226.50
226.50
26.750
226.50
226.50
226.50
226.50
226.50
27.000
226.50
226.50
226.50
226.50
226.50
27.250
226.50
226.50
226.50
226.50
226.50
27.500
226.50
226.50
226.50
226.50
226.50
27.750
226.50
226.50
226.50
226.50
226.50
28.000
226.50
226.50
226.50
226.50
226.50
28.250
226.50
226.50
226.50
226.50
226.50
28.500
226.50
226.50
226.50
226.50
226.50
28.750
226.50
226.50
226.50
226.50
226.50
29.000
226.50
226.50
226.50
226.50
226.50
29.250
226.50
226.50
226.50
226.50
226.50
29.500
226.50
226.50
226.50
226.50
226.50
29.750
226.50
226.50
226.50
226.50
226.50
30.000
226.50
226.50
226.50
226.50
226.50
30.250
226.50
226.50
226.50
226.50
226.50
30.500
226.50
226.50
226.50
226.50
226.50
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
Combat Medic-Proposed.ppc Center [08.11.01.56]
9/23/2019 27 Siemon Company Drive Suite 200 W Page 11 of 26
Watertown, CT 06795 USA + 1 -203-755-1666
Page 50

SOF Combat Medic Training Facility
Subsection: Time vs. Elevation Return Event: 10 years
Label: Infiltration Basin 1 (IN) Storm Event: TypeIII 24hr (10 yr)
Time vs. Elevation (ft)
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Time
Elevation
Elevation
Elevation
Elevation
Elevation
(hours)
(ft)
(ft)
(ft)
(ft)
(ft)
30.750
226.50
226.50
226.50
226.50
226.50
31.000
226.50
226.50
226.50
226.50
226.50
31.250
226.50
226.50
226.50
226.50
226.50
31.500
226.50
226.50
226.50
226.50
226.50
31.750
226.50
226.50
226.50
226.50
226.50
32.000
226.50
226.50
226.50
226.50
226.50
32.250
226.50
226.50
226.50
226.50
226.50
32.500
226.50
226.50
226.50
226.50
226.50
32.750
226.50
226.50
226.50
226.50
226.50
33.000
226.50
226.50
226.50
226.50
226.50
33.250
226.50
226.50
226.50
226.50
226.50
33.500
226.50
226.50
226.50
226.50
226.50
33.750
226.50
226.50
226.50
226.50
226.50
34.000
226.50
226.50
226.50
226.50
226.50
34.250
226.50
226.50
226.50
226.50
226.50
34.500
226.50
226.50
226.50
226.50
226.50
34.750
226.50
226.50
226.50
226.50
226.50
35.000
226.50
(N/A)
(N/A)
(N/A)
(N/A)
Bentley Systems, Inc. Haestad Methods Solution
Combat Medic-Proposed.ppc Center
9/23/2019 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA + 1 -203-755-1666
Bentley PondPack V8i
[08.11.01.56]
Page 12 of 26
Page 51

SOF Combat Medic Training Facility
Subsection: Time vs. Volume Return Event: 10 years
Label: Infiltration Basin 1 Storm Event: TypeIII 24hr (10 yr)
Time vs. Volume (ac-ft)
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Time Volume Volume Volume Volume Volume
(hours) (ac-ft) (ac-ft) (ac-ft) (ac-ft) (ac-ft)
0.000
0.000
0.000
0.000
0.000
0.000
0.250
0.000
0.000
0.000
0.000
0.000
0.500
0.000
0.000
0.000
0.000
0.000
0.750
0.000
0.000
0.000
0.000
0.000
1.000
0.000
0.000
0.000
0.000
0.000
1.250
0.000
0.000
0.000
0.000
0.000
1.500
0.000
0.000
0.000
0.000
0.000
1.750
0.000
0.000
0.000
0.000
0.000
2.000
0.000
0.000
0.000
0.000
0.000
2.250
0.000
0.000
0.000
0.000
0.000
2.500
0.000
0.000
0.000
0.000
0.000
2.750
0.000
0.000
0.000
0.000
0.000
3.000
0.000
0.000
0.000
0.000
0.000
3.250
0.000
0.000
0.000
0.000
0.000
3.500
0.000
0.000
0.000
0.000
0.000
3.750
0.000
0.000
0.000
0.000
0.000
4.000
0.000
0.000
0.000
0.000
0.000
4.250
0.000
0.000
0.000
0.000
0.000
4.500
0.000
0.000
0.000
0.000
0.000
4.750
0.000
0.000
0.000
0.000
0.000
5.000
0.000
0.000
0.000
0.000
0.000
5.250
0.000
0.000
0.000
0.000
0.000
5.500
0.001
0.001
0.001
0.001
0.001
5.750
0.001
0.001
0.001
0.001
0.001
6.000
0.001
0.001
0.001
0.001
0.001
6.250
0.001
0.001
0.001
0.001
0.001
6.500
0.001
0.001
0.001
0.001
0.001
6.750
0.001
0.001
0.001
0.001
0.001
7.000
0.002
0.002
0.002
0.002
0.002
7.250
0.002
0.002
0.002
0.002
0.002
7.500
0.002
0.002
0.002
0.002
0.002
7.750
0.002
0.002
0.003
0.003
0.003
8.000
0.003
0.003
0.003
0.003
0.003
8.250
0.003
0.003
0.003
0.003
0.003
8.500
0.004
0.004
0.004
0.004
0.004
8.750
0.004
0.004
0.004
0.004
0.004
9.000
0.005
0.005
0.005
0.005
0.005
9.250
0.005
0.005
0.006
0.006
0.006
9.500
0.006
0.006
0.006
0.006
0.007
9.750
0.007
0.007
0.007
0.007
0.007
10.000
0.008
0.008
0.008
0.008
0.008
Bentley Systems, Inc. Haestad Methods Solution
Combat Medic-Proposed.ppc Center
9/23/2019 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA + 1 -203-755-1666
Bentley PondPack V8i
[08.11.01.56]
Page 13 of 26
Page 52

SOF Combat Medic Training Facility
Subsection: Time vs. Volume Return Event: 10 years
Label: Infiltration Basin 1 Storm Event: TypeIII 24hr (10 yr)
Time vs. Volume (ac-ft)
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Time
Volume
Volume
Volume
Volume
Volume
(hours)
(ac-ft)
(ac-ft)
(ac-ft)
(ac-ft)
(ac-ft)
10.250
0.009
0.009
0.009
0.009
0.009
10.500
0.010
0.010
0.010
0.010
0.011
10.750
0.011
0.011
0.012
0.012
0.012
11.000
0.012
0.013
0.013
0.014
0.014
11.250
0.014
0.015
0.016
0.016
0.017
11.500
0.018
0.019
0.020
0.021
0.023
11.750
0.027
0.030
0.035
0.041
0.048
12.000
0.059
0.068
0.071
0.071
0.069
12.250
0.068
0.067
0.067
0.066
0.066
12.500
0.065
0.065
0.064
0.064
0.064
12.750
0.064
0.064
0.064
0.064
0.064
13.000
0.064
0.064
0.064
0.064
0.064
13.250
0.064
0.064
0.064
0.063
0.063
13.500
0.063
0.063
0.063
0.063
0.062
13.750
0.062
0.062
0.061
0.061
0.061
14.000
0.060
0.060
0.060
0.059
0.059
14.250
0.058
0.058
0.057
0.057
0.056
14.500
0.056
0.055
0.054
0.054
0.053
14.750
0.053
0.052
0.052
0.051
0.050
15.000
0.050
0.049
0.048
0.048
0.047
15.250
0.046
0.046
0.045
0.044
0.044
15.500
0.043
0.042
0.041
0.040
0.040
15.750
0.039
0.038
0.037
0.036
0.036
16.000
0.035
0.034
0.033
0.032
0.031
16.250
0.030
0.029
0.028
0.028
0.027
16.500
0.026
0.025
0.024
0.023
0.022
16.750
0.021
0.020
0.019
0.019
0.018
17.000
0.017
0.016
0.016
0.015
0.015
17.250
0.014
0.014
0.013
0.013
0.012
17.500
0.012
0.011
0.011
0.011
0.010
17.750
0.010
0.010
0.009
0.009
0.009
18.000
0.009
0.008
0.008
0.008
0.008
18.250
0.008
0.007
0.007
0.007
0.007
18.500
0.007
0.007
0.006
0.006
0.006
18.750
0.006
0.006
0.006
0.006
0.006
19.000
0.006
0.006
0.006
0.005
0.005
19.250
0.005
0.005
0.005
0.005
0.005
19.500
0.005
0.005
0.005
0.005
0.005
19.750
0.005
0.005
0.005
0.005
0.005
20.000
0.005
0.005
0.005
0.004
0.004
20.250
0.004
0.004
0.004
0.004
0.004
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
Combat Medic-Proposed.ppc Center [08.11.01.56]
9/23/2019 27 Siemon Company Drive Suite 200 W Page 14 of 26
Watertown, CT 06795 USA + 1 -203-755-1666
Page 53

SOF Combat Medic Training Facility
Subsection: Time vs. Volume Return Event: 10 years
Label: Infiltration Basin 1 Storm Event: TypeIII 24hr (10 yr)
Time vs. Volume (ac-ft)
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Time
Volume
Volume
Volume
Volume
Volume
(hours)
(ac-ft)
(ac-ft)
(ac-ft)
(ac-ft)
(ac-ft)
20.500
0.004
0.004
0.004
0.004
0.004
20.750
0.004
0.004
0.004
0.004
0.004
21.000
0.004
0.004
0.004
0.004
0.004
21.250
0.004
0.004
0.004
0.004
0.004
21.500
0.004
0.004
0.004
0.004
0.004
21.750
0.004
0.004
0.004
0.004
0.004
22.000
0.004
0.004
0.004
0.004
0.004
22.250
0.004
0.004
0.003
0.003
0.003
22.500
0.003
0.003
0.003
0.003
0.003
22.750
0.003
0.003
0.003
0.003
0.003
23.000
0.003
0.003
0.003
0.003
0.003
23.250
0.003
0.003
0.003
0.003
0.003
23.500
0.003
0.003
0.003
0.003
0.003
23.750
0.003
0.003
0.003
0.003
0.003
24.000
0.003
0.003
0.003
0.003
0.002
24.250
0.002
0.002
0.002
0.002
0.002
24.500
0.002
0.002
0.001
0.001
0.001
24.750
0.001
0.001
0.001
0.001
0.001
25.000
0.001
0.001
0.001
0.001
0.001
25.250
0.001
0.001
0.001
0.000
0.000
25.500
0.000
0.000
0.000
0.000
0.000
25.750
0.000
0.000
0.000
0.000
0.000
26.000
0.000
0.000
0.000
0.000
0.000
26.250
0.000
0.000
0.000
0.000
0.000
26.500
0.000
0.000
0.000
0.000
0.000
26.750
0.000
0.000
0.000
0.000
0.000
27.000
0.000
0.000
0.000
0.000
0.000
27.250
0.000
0.000
0.000
0.000
0.000
27.500
0.000
0.000
0.000
0.000
0.000
27.750
0.000
0.000
0.000
0.000
0.000
28.000
0.000
0.000
0.000
0.000
0.000
28.250
0.000
0.000
0.000
0.000
0.000
28.500
0.000
0.000
0.000
0.000
0.000
28.750
0.000
0.000
0.000
0.000
0.000
29.000
0.000
0.000
0.000
0.000
0.000
29.250
0.000
0.000
0.000
0.000
0.000
29.500
0.000
0.000
0.000
0.000
0.000
29.750
0.000
0.000
0.000
0.000
0.000
30.000
0.000
0.000
0.000
0.000
0.000
30.250
0.000
0.000
0.000
0.000
0.000
30.500
0.000
0.000
0.000
0.000
0.000
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
Combat Medic-Proposed.ppc Center [08.11.01.56]
9/23/2019 27 Siemon Company Drive Suite 200 W Page 15 of 26
Watertown, CT 06795 USA + 1 -203-755-1666
Page 54

SOF Combat Medic Training Facility
Subsection: Time vs. Volume Return Event: 10 years
Label: Infiltration Basin 1 Storm Event: TypeIII 24hr (10 yr)
Time vs. Volume (ac-ft)
Output Time increment = 0.050 hours
Time on left represents time for first value in each row.
Time
Volume
Volume
Volume
Volume
Volume
(hours)
(ac-ft)
(ac-ft)
(ac-ft)
(ac-ft)
(ac-ft)
30.750
0.000
0.000
0.000
0.000
0.000
31.000
0.000
0.000
0.000
0.000
0.000
31.250
0.000
0.000
0.000
0.000
0.000
31.500
0.000
0.000
0.000
0.000
0.000
31.750
0.000
0.000
0.000
0.000
0.000
32.000
0.000
0.000
0.000
0.000
0.000
32.250
0.000
0.000
0.000
0.000
0.000
32.500
0.000
0.000
0.000
0.000
0.000
32.750
0.000
0.000
0.000
0.000
0.000
33.000
0.000
0.000
0.000
0.000
0.000
33.250
0.000
0.000
0.000
0.000
0.000
33.500
0.000
0.000
0.000
0.000
0.000
33.750
0.000
0.000
0.000
0.000
0.000
34.000
0.000
0.000
0.000
0.000
0.000
34.250
0.000
0.000
0.000
0.000
0.000
34.500
0.000
0.000
0.000
0.000
0.000
34.750
0.000
0.000
0.000
0.000
0.000
35.000
0.000
(N/A)
(N/A)
(N/A)
(N/A)
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Page 55

SOF Combat Medic Training Facility
Subsection: Outlet Input Data Return Event: 10 years
Label: Riser Barrel Outlet Storm Event: TypeIII 24hr (10 yr)
Requested Pond Water Surface Elevations
Minimum (Headwater) 226.50 ft
Increment (Headwater) 0.50 ft
Maximum (Headwater) 229.00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall E1 E2
(ft) (ft)
Barrel
Inlet Box
Riser
Forward
(Outlet
228.00
229.00
Pipe)
Barrel
Culvert -Circular
(Outlet
Forward
TW
224.75
229.00
Pipe)
Tailwater Settings
Tailwater
(N/A)
(N/A)
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Page 56

SOF Combat Medic Training Facility
Subsection: Outlet Input Data Return Event: 10 years
Label: Riser Barrel Outlet Storm Event: TypeIII 24hr (10 yr)
Structure ID: Riser
Structure Type: Inlet Box
Number of Openings
1
Elevation
228.00 ft
Orifice Area
6.0 ftz
Orifice Coefficient
0.600
Weir Length
10.00 ft
Weir Coefficient
3.00 (ft^0.5)/s
K Reverse
1.000
Manning's n
0.000
Kev, Charged Riser
0.000
Weir Submergence
False
Orifice H to crest
False
Structure ID: Barrel (Outlet Pipe)
Structure Type: Culvert -Circular
Number of Barrels
1
Diameter
15.0 in
Length
10.00 ft
Length (Computed Barrel)
10.00 ft
Slope (Computed)
0.025 ft/ft
Outlet Control Data
Manning's n
0.013
Ke
0.200
Kb
0.023
Kr
0.200
Convergence Tolerance
0.00 ft
Inlet Control Data
Equation Form
Form 1
K
0.0045
M
2.0000
C
0.0317
Y
0.6900
T1 ratio (HW/D)
0.000
T2 ratio (HW/D)
1.185
Slope Correction Factor
-0.500
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Page 57

SOF Combat Medic Training Facility
Subsection: Outlet Input Data
Label: Riser Barrel Outlet
Return Event: 10 years
Storm Event: TypeIII 24hr (10 yr)
Use unsubmerged inlet control 0 equation below T1
elevation.
Use submerged inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
inlet control,
interpolate between flows at T1 & T2...
T1 Elevation 224.75 ft T1 Flow 4.80 ft3/s
T2 Elevation 226.23 ft T2 Flow 5.49 ft3/s
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Page 58

SOF Combat Medic Training Facility
Subsection: Outlet Input Data Return Event: 10 years
Label: Riser Barrel Outlet Storm Event: TypeIII 24hr (10 yr)
Structure ID: TW
Structure Type: TW Setup, DS
Channel
Tailwater Type
Free Outfall
Convergence Tolerances
Maximum Iterations
40
Tailwater Tolerance
0.01 ft
(Minimum)
Tailwater Tolerance
0.50 ft
(Maximum)
Headwater Tolerance
0.01 ft
(Minimum)
Headwater Tolerance
0.50 ft
(Maximum)
Flow Tolerance (Minimum)
0.001 ft3/s
Flow Tolerance (Maximum)
10.000 ft3/s
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Page 59

SOF Combat Medic Training Facility
Subsection: Elevation -Volume -Flow Table (Pond)
Label: Infiltration Basin 1
Infiltration
Infiltration Method
Average
(Computed)
Infiltration Rate
Infiltration Rate (Average)
8.0000 in/h
Initial Conditions
Elevation (Water Surface,
226.50 ft
Initial)
Volume (Initial)
0.000 ac-ft
Flow (Initial Outlet)
0.00 ft3/S
Flow (Initial Infiltration)
0.00 ft3/S
Flow (Initial, Total)
0.00 ft3/S
Time Increment
0.050 hours
Elevation Outflow Storage Area
(ft) (ft3/S) (ac-ft) (acres)
Return Event: 10 years
Storm Event: TypeIII 24hr (10 yr)
Infiltration Flow (Total) 2S/t + 0
(ft3/S) (ft3/S) (ft3/S)
226.50
0.00
0.000
0.041
0.00
0.00
0.00
227.00
0.00
0.021
0.042
0.34
0.34
10.38
227.50
0.00
0.042
0.043
0.35
0.35
20.67
228.00
0.00
0.064
0.044
0.35
0.35
31.21
228.50
10.61
0.086
0.044
0.36
10.97
52.53
229.00
12.71
0.108
0.045
0.36
13.08
65.47
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Page 60

SOF Combat Medic Training Facility
Subsection: Pond Infiltration Calculations Return Event: 10 years
Label: Infiltration Basin 1 (IN) Storm Event: TypeIII 24hr (10 yr)
Average Infiltration Rating Table
Elevation (Water Area (Total) Flow (Infiltration)
Surface) (ftz) (ft3/s)
(ft)
226.50
1,786.0
0.00
227.00
1,829.5
0.34
227.50
1,872.8
0.35
228.00
1,916.6
0.35
228.50
1,938.4
0.36
229.00
1,960.2
0.36
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Page 61

SOF Combat Medic Training Facility
Subsection: Detention Time
Label: Infiltration Basin 1 (IN)
Infiltration
Infiltration Method
Average
(Computed)
Infiltration Rate
Infiltration Rate (Average)
8.0000 in/h
Approximate Detention Times
Time to Peak (Outflow +
Infiltration, Peak to Peak
12.100 hours
Detention Time)
Time to Peak (Inflow, Peak
12.100 hours
to Peak Detention Time)
Detention Time (Peak to
0.000 hours
Peak)
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Return Event: 10 years
Storm Event: TypeIII 24hr (10 yr)
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Page 62

SOF Combat Medic Training Facility
Subsection: Level Pool Pond Routing Summary Return Event: 10 years
Label: Infiltration Basin 1 (IN) Storm Event: TypeIII 24hr (10 yr)
Infiltration
Infiltration Method
Average
(Computed)
Infiltration Rate
Infiltration Rate (Average)
8.0000 in/h
Initial Conditions
Elevation (Water Surface,
226.50 ft
Initial)
Volume (Initial)
0.000 ac-ft
Flow (Initial Outlet)
0.00 ft3/s
Flow (Initial Infiltration)
0.00 ft3/s
Flow (Initial, Total)
0.00 ft3/s
Time Increment
0.050 hours
Inflow/Outflow Hydrograph Summary
Flow (Peak In)
3.97 ft3/s
Time to Peak (Flow, In) 12.100 hours
Infiltration (Peak)
0.36 ft3/s
Time to Peak (Infiltration) 12.100 hours
Flow (Peak Outlet)
3.54 ft3/s
Time to Peak (Flow, Outlet) 12.100 hours
Elevation (Water Surface,
228.17 ft
Peak)
Volume (Peak)
0.071 ac-ft
Mass Balance (ac-ft)
Volume (Initial)
0.000 ac-ft
Volume (Total Inflow)
0.344 ac-ft
Volume (Total Infiltration)
0.255 ac-ft
Volume (Total Outlet
0.089 ac-ft
Outflow)
Volume (Retained)
0.000 ac-ft
Volume (Unrouted)
0.000 ac-ft
Error (Mass Balance)
0.0 %
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Page 63

SOF Combat Medic Training Facility
Subsection: Pond Inflow Summary Return Event: 10 years
Label: Infiltration Basin 1 (IN) Storm Event: TypeIII 24hr (10 yr)
Summary for Hydrograph Addition at'Infiltration Basin 1'
Upstream Link
Upstream Node
<Catchment to Outflow Node>
Prop Da #1
Node Inflows
Inflow Type Element
Volume Time to Peak Flow (Peak)
(ac-ft) (hours) (ft3/s)
Flow (From) Prop Da #1
0.344 12.100 3.97
Flow (In) Infiltration
0.344 12.100 3.97
Basin 1
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Page 64

SOF Combat Medic Training Facility
Index
F
Ft. Bragg, NC (Time -Depth Curve, 10 years) ... 5, 6
I
Infiltration Basin 1 (Elevation -Volume -Flow Table (Pond), 10 years) ... 21
Infiltration Basin 1 (IN) (Detention Time, 10 years) ... 23
Infiltration Basin 1 (IN) (Level Pool Pond Routing Summary, 10 years) ... 24
Infiltration Basin 1 (IN) (Pond Infiltration Calculations, 10 years) ... 22
Infiltration Basin 1 (IN) (Pond Inflow Summary, 10 years) ... 25
Infiltration Basin 1 (IN) (Time vs. Elevation, 10 years) ... 9, 10, 11, 12
Infiltration Basin 1 (Time vs. Volume, 10 years) ... 13, 14, 15, 16
M
Master Network Summary ... 3, 4
P
Prop Da #1 (Unit Hydrograph Summary, 10 years) ... 7, 8
R
Riser Barrel Outlet (Outlet Input Data, 10 years)...17, 18, 19, 20
U
User Notifications ... 2
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Page 65

STORM DRAINAGE SCHEDULE
Combat Medic
11 /14/2019 8:56 AM
Designed 13, JSSJSS/MM
Pr ;eat#:
Combat Mad
Cheoked By:JSS
JSS
Data:
14-Nov-19
T.
T�
Ino
110
C�
Q10
Q10
Q10
Actual
Upstream
Downstream
Upstream Stru.ture
From
To
Inlet
Total
Inlet
Pipe
Pipe
Pipe
Inlet
mp.-t
Side-
Cumulative
Total
Slope
alc elate
Pipe
Actual
Velocity
Length
Segment
Invert
Invert
Pipe
Rim
Minimum
Minimum
(upstream)
(downstream)
Area
Area
F, m of Con
el Tim
T, m . of Con
Intensity
Intensity
Runoff
Stream
id. -Strew
Discharge
Dia me ter
Dia me to
Velocity
Full
Time
(From)
(To)
Material
Elevation
Depth
Cover
Acres
Acres
Min
Min
Min
In/Hr
In/Hr
oaf cien
cfs
cfs
cfs
Ft/Ft
In
In
fps
fps
Ft
Min
Ft
Ft
Ft
Ft
FT
DI-2
FES-1
0.12
0.96
5.00
0.00
5.00
7.91
7.91
0.51
0.00
3.54
0.0250
9.77
15
7.94
9.0
10.00
0.02
224.75
224.50
CLASS IV RCP
228.00
3.25
1.81
DI-6
DI-5
0.18
0.18
5.00
0.00
5.00
1 7.91
7.91
0.45
0.00
0.65
0.0075
6.47
15
3.32
4.9
105.00
0.53
230.00
229.21
HP STORM
232.50
2.50
1.06
DI-5
CB-4
0.04
0.48
5.00
0.53
5.53
7.91
7.75
0.38
1.91
1.91
2.69
0.0156
9.63
15
6.21
7.1
122.00
0.33
229.11
227.21
HP STORM
233.50
4.29
2.95
CB-4
FES-3
0.16
0.84
5.00
0.85
5.85
7.91
7.66
0.70
1.52
3.43
5.07
0.0118
12.87
15
6.58
6.2
35.00
0.09
226.91
226.50
CLASS IV RCP
229.90
3.69
1.55
CO-15
CO-14
0.04
0.04
5.00
0.00
5.00
7.91
7.91
0.95
1 0.00
0.32
0.0100
4.42
8
3.74
4.5
22.00
0.10
234.00
233.78
PVC
236.25
2.25
1.50
CO-14
CO-13
0.04
0.08
5.00
0.10
5.10
7.91
7.91
0.95
0.00
0.60
0.0100
5.59
1 8
4.35
4.5
20.00
0.08
233.78
233.58
PVC
236.50
2.72
1.97
CO-13
CO-12
0.08
0.16
5.00
0.17
5.17
7.91
7.88
0.95
0.00
1.21
0.0100
7.24
8
5.15
4.5
58.00
0.19
233.58
233.00
PVC
236.50
2.92
2.17
CO-12
DB-11
0.00
0.16
1 5.00
0.36
5.36
7.91
7.81
0.95
0.00
1.21
0.0100
7.24
8
5.15
4.5
13.00
0.04
233.00
232.87
PVC
235.40
2.40
1.65
DB-11
CB-4
0.00
0.20
5.00
0.40
5.40
7.91
7.78
0.95
0.32
1.52
0.0720
5.84
12
9.73
13.2
59.00
0.10
231.50
227.25
HP STORM
235.80
2.93
3.13
CO-17
CO-16
0.02
0.02
5.00
0.00
5.00
7.91
7.91
0.95
0.00
0.16
0.0100
3.39
6
3.13
3.7
32.00
0.17
234.00
233.68
PVC
236.50
2.50
1.92
CO-16
DB-11
0.02
0.04
5.00
0.17
5.17
7.91
7.88
0.95
0.00
0.32
0.0100
4.38
6
3.70
3.7
12.00
0.05
233.68
233.56
PVC
236.20
2.52
1.94
CO-29
CO-28
0.04
0.04
5.00
0.00
5.00
7.91
7.91
0.95
0.00
0.32
0.0100
4.42
8
3.74
4.5
22.00
0.10
234.00
233.78
PVC
238.25
4.25
3.50
CO-28
CO-27
0.04
0.08
5.00
0.10
5.10
7.91
7.91
0.95
0.00
0.60
0.0100
5.59
8
4.35
4.5
20.00
0.08
233.78
233.58
PVC
236.15
2.37
1.62
CO-27
DB-26
0.06
0.14
5.00
0.17
5.17
7.91
7.88
0.95
0.00
1.06
0.0100
6.89
8
5.01
4.5
71.00
0.24
233.58
232.87
PVC
235.95
2.37
1.62
DB-26
CO-25
0.05
0.19
5.00
0.41
5.41
7.91
7.78
0.95
0.00
1.42
0.0125
7.37
8
5.78
5.0
12.00
0.03
232.77
232.62
PVC
235.50
2.63
1.98
CO-25
CO-24
0.00
0.19
5.00
0.45
5.45
7.91
7.78
0.95
0.00
1.42
0.0125
7.37
8
5.78
5.0
8.00
0.02
232.62
232.52
PVC
235.50
2.88
2.13
CO-24
DB-21
0.00
0.26
1 5.00
0.47
5.47
7.91
7.78
0.95
0.00
1.42
0.0125
7.37
8
5.78
5.0
28.00
0.08
232.52
232.17
PVC
235.50
2.98
2.23
DB-21
DI-5
0.00
0.26
5.00
0.55
5.55
7.91
7.75
0.95
0.50
0.50
1.91
0.0500
6.81
12
8.92
11.0
33.00
0.06
231.84
230.19
HP STORM
235.50
3.33
2.50
CO-23
CO-22
0.06
0.06
5.00
0.00
5.00
7.91
7.91
0.95
0.00
0.49
0.0100
5.14
6
4.13
3.7
33.00
0.13
233.50
233.17
PVC
235.80
2.30
1.72
CO-22
DB-21
0.00
0.07
5.00
0.13
5.13
7.91
7.88
0.95
0.00
0.50
0.0100
5.18
6
4.15
3.7
16.00
0.06
233.17
233.01
PVC
235.50
2.33
1.75
TEMP ES-4 PH-1
EX CB-3 PH-1
1.20
1.20
5.00
0.00
5.00
7.91
7.91
0.72
0.00
6.83
0.0250
12.51
15
9.40
9.0
11.00
0.02
227.25
226.98
HP STORM
230.00
2.75
1.31
EX CB-3 PH-1
CB-4 PH-1
0.02
1.22
5.00
0.02
5.02
7.91
7.91
0.95
0.00
0.00
6.98
0.0110
14.71
15
6.87
6.0
6.00
0.01
226.98
226.91
CLASS IV RCP
229.67
2.69
1.26
CB-4 PH-1
FES-3 PH 1
0.09
1.31
5.00
0.03
1 5.03
7.91
7.91
0.79
0.00
0.00
7.55
0.0118
14.95
15
7.10
6.2
35.00
0.08
226.91
226.50
CLASS IV RCP
229.90
3.99
1 1.55
Notes:
Des,gn for the 10-year storm m the Time of
CB
Catch Bain
Concentrat,on to a ndividuaI Culvert/Inlet= 5 m nut-
Cl
Curb Inlet
DB
Drain Ba=gin
Actual Velocity aloulated based upon percentage
DCI
- Double Curb Inlet
of Full -Flowing pipe and actual depth fflow from
DDI
- Double Drop Inlet
Hydraulic slam nt=.
DI
- Drop Inlet
RCP
CMP
PVC
HDPE/PE
DIS
Drep Inlet, Slab tap
Manning'= "n" Factor=
0.012
0.024
0.01
0.012
EX DI
Ex-ang Drep Inlet
RunoffCoefFcients
I
JB
Junction Box
far Rational Methed: C = 0.30 (,-), C = 0.95 (p-t.), C=0.50 (eingle fa m
MH
Manhole
- Dete\n/�t/ien Stru.ture
V/
E V V
WS/
- End a l l
FES
Flared End Section
IDSDownspout
Notes:
ES
End S.-.,
* Pend Park 10-Year Di=charge from Infiltration Basin #1 = 3.54 cfs
PH-1
Phase 1 (Erosion and Sediment Centres)
Page 66
Storm Drain Cal-ombat medic.xls

C Coefficient and Discharge Calculations - Temporary and Permanent Ditches and
Storm Drainage Sys tem
DI-2
DA = 0.12 (Ac)
C Coef.
0.04 Impervious (Ac) 0.95
0.08 Grass (Ac) 0.30
C= 0.513
12year= 6.16 Q(2)= 0.38
1 10vear= 1791 Q(10)= 0.49
DI-6
I DI-5
DA = 0.18 (Ac)
DA = 0.04
(Ac)
C Coef.
C Coef.
0.04 Impervious (Ac)
0.95
0.01 Impervious (Ac)
0.95
0.14
Grass (Ac)
0.30
0.04
1 Grass (Ac)
0.30
C=
0.454
C=
0.380
12year=
6.16
Q(2)=
0.49
12year=
6.16
Q(2)=
0.10
110year=
7.91
Q(10)=
0.64
110year=
7.91
Q(10)=
0.13
CB-4
DA = 0.16
(Ac)
C Coef.
0.10 Impervious (Ac)
0.95
0.06
Grass (Ac)
0.30
C=
0.700
12year=
6.16
Q(2)=
0.68
1 10year=
7.91
Q(10)=
0.88
CO-15
CO-14
DA = 0.04
(Ac)
DA = 0.04
(Ac)
C Coef.
C Coef.
0.04 Impervious (Ac)
0.95
0.04 Impervious (Ac)
0.95
0.00
Grass (Ac)
0.30
0.00
Grass (Ac)
0.30
C=
0.950
C=
0.950
1 2vear=
1616
1 Q(2)=
025
1 2vear=
6.16
Q(2)=
022
CO-13
DA = 0.08 (Ac)
C Coef.
0.08 Impervious (Ac) 0.95
0.00 Grass (Ac) 0.30
C= 0.950
12year= 6.16 Q(2)= 0.47
1 10year= 7.91 Q(10)= 0.60
CO-17
DA = 0.02 (Ac)
C Coef.
0.02 Impervious (Ac) 0.95
0.00
C=
12year=
10vear=
JA =
0.04 Impi
.Gra:
095
6.1fi
9100=C
e
•
.
---
--
0.95
0.30
025
0.32
CO-16
DA = 0.02
(Ac)
C Coef.
0.02 Impervious (Ac)
0.95
0.00
Grass (Ac)
0.30
C=
0.950
12year=
6.16
Q(2
110year=
7.91
Q(10
CO-28
DA = 0.04
(Ac)
C Coef.
0.04 Impervious (Ac)
0.95
0.00
Grass (Ac)
0.30
C=
0.950
12year=
6.16
Q(2
110 ear--
7.91
Q 10
JAR
Page 67

CO-27
DA = 0.06 (Ac)
C Coef.
0.06 Impervious (Ac) 0.95
0.00
C=
12year=
110vear=
Grass (Ac)
0.30
0.950
6.16
Q(2)=
0.35
7.91
Q(10)=
0.46
CO-23
0.06
(Ac)
C Coef.
DA =
0.06 Impervious (Ac)
0.00 Grass (Ac)
0.95
0.30
C=
0.950
12year=
6.16
Q(2)
110year=
7.91
Q(10)
Grass Ditch (13#1)
026
DA =
(Ac)
0.08
0.18
C Coef.
Woods (Ac)
025
Grass (Ac)
0.30
C=
0285
12year=
6.16
Q(2)
110year=
7.91
Q(10)
Temporary Diversion Ditch (TD#1)
DA = 0.60 (Ac)
C Coef.
020
Impervious (Ac)
0.95
0.05
Woods (Ac)
025
0.00
Grass (Ac)
0.30
0.35
Bare Soil (Ac)
0.60
C=
0.69
12vear=
6.16
Q(2)
0.38
0.49
0.46
0.59
2.54
DB-26
DA = 0.05 (Ac)
C Coef.
0.05 Impervious (Ac) 0.95
0.00 Grass (Ac) 0.30
C= 0.950
= 6. 12year16 Q(2)= 028
1 10vear= 7.91 Q(10)= 0.37
CO-22
DA = 0.00 (Ac)
C Coef.
0.00 Impervious (Ac) 0.95
0.00 Grass (Ac) 0.30
C= 0.950
12year= 6.16 Q(2)= 0.01
110year= 7.91 Q(10)= 0.01
Grass Ditch (D#2)
See DB#6(same drainaae area)
-mporary Diversion Ditch (TD#2)
DA = 0.70 (Ac)
C Coef.
024 Impervious (Ac) 0.95
0.05 Woods (Ac) 025
0.00 Grass (Ac) 0.30
0.41 Bare Soil (Ac) 0.60
C= 0.70
,ear 6.16 Q(2)= 3.00
TEMP ES-4 (PH-1 Erosion Control)
DA = 120 (Ac)
C Coef.
EX CB-3 (PH-1 Erosion Control)
DA = 0.02 (Ac)
C Coef.
0.02 Impervious (Ac) 0.95
0.00 Grass (Ac) 0.30
0.45
Impervious (Ac)
0.95
0.05
Woods (Ac)
025
0.00
Grass (Ac)
0.30
0.70
Bare Soil (Ac)
0.60
C=
0.72
C=
0.950
12year=
6.16
Q(2)=
5.30
12year=
6.16
Q(2)=
0.12
1 10year=
7.91
Q(10)=
6.80
1 10year=
7.91
Q(10)=
0.15
C13-4 (PH-1 Erosion Control)
DA = 0.09 (Ac)
C Coef.
0.05 Impervious (Ac) 0.95
EX CB-2 & EX CB-3 (Final Conditions)
DA = 0.08 (Ac)
C Coef.
0.06 Impervious (Ac) 0.95
0.04
Bare Soil (AC)
0.60
0.02
Grass (Ac)
0.30
C=
0.79
C=
0.788
12vear=
6.16
Q(2)=
0.44
12vear=
6.16
Q(2)=
0.39
Page 68

Worksheet for D#1
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Normal Depth
Flow Area
Wetted Perimeter
Hydraulic Radius
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow Type Subcritical
GVF Input Data
Downstream Depth
Length
Number Of Steps
GVF Output Data
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
Grass; Manning's N from
0.140
figure 8.05c Erosion and
0.04350 ft/ft
Sediment Control Manual
4.00 ft/ft (H:V)
4.00 ft/ft (H:V)
10-year Q (See Discharge
0.59 ft3/s
Calcs for Ditches)
0.43
ft
0.75
ft2
3.58
ft
0.21
ft
3.47
ft
0.27
ft
0.58184
ft/ft
0.78
ft/s
Ok, Velocity < 5.0 fps
0.01
ft
(max allowed for grass
0.44
ft
channels with
0.30
Bermudagrass at 0-5%
slopes per Table 8.05a)
0.00 ft
0.00 ft
0
0.00 ft
0.00 ft
Infinity ft/s
Infinity ft/s
0.43 ft
0.27 ft
0.04350 ft/ft
0.58184 ft/ft
Bentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
9/23/2019 2:03:55 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Page 69

Worksheet for D#1 Bare Soil
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Normal Depth
Flow Area
Wetted Perimeter
Hydraulic Radius
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow Type Supercritical
GVF Input Data
Downstream Depth
Length
Number Of Steps
GVF Output Data
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
Bare Soil Conditions
0.023
Manning's N from figure
0.04350
ft/ft
8.05f Erosion and
4.00
ft/ft (H:V)
Sediment Control Manual
4.00
ft/ft (H:V)
0.46
ft3/s
2-year Q
0.20
ft
0.16
ft2
1.65
ft
0.10
ft
1.61
ft
0.24
ft
0.01623
ft/ft
2.86
ft/s
Velocity > 2.0 fps (max
0.13
ft
allowed for bare soil).
0.33
ft
1.59 Liner required
0.00 ft
0.00 ft
0
0.00 ft
0.00 ft
Infinity ft/s
Infinity ft/s
0.20 ft
0.24 ft
0.04350 ft/ft
0.01623 ft/ft
Bentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
9/23/2019 2:04:55 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Page 70

Worksheet for D#1 Liner
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Normal Depth
Flow Area
Wetted Perimeter
Hydraulic Radius
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow Type Supercritical
GVF Input Data
Downstream Depth
Length
Number Of Steps
GVF Output Data
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
0.022
0.04350 ft/ft
4.00 ft/ft (H:V)
4.00 ft/ft (H:V)
0.46 ft3/s
0.20 ft
0.16 ft2
1.63 ft
0.10 ft
1.58 ft
0.24 ft
0.01486 ft/ft
2.95 ft/s
0.14 ft
0.33 ft
1.65
0.00 ft
0.00 ft
0
0.00 ft
0.00 ft
Infinity ft/s
Infinity ft/s
0.20 ft
0.24 ft
0.04350 ft/ft
0.01486 ft/ft
Manning's N from Product
C125BN brochure
(Coconut Fiber with Net)
2-year Q
Calculated Shear Stress
0.54 = 62.4*0.20*0.0435
Ok, Allowed Shear Stress
from Product C125BN
brochure (Coconut Fiber
with Net) = 2.35
Bentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
10/17/2019 8:32:01 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Page 71

Worksheet for D#2
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Normal Depth
Flow Area
Wetted Perimeter
Hydraulic Radius
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow Type Subcritical
GVF Input Data
Downstream Depth
Length
Number Of Steps
GVF Output Data
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
Grass; Manning's N from
0.140
figure 8.05c Erosion and
0.04750 ft/ft
Sediment Control Manual
4.00 ft/ft (H:V)
4.00 ft/ft (H:V)
10-year Q (See Discharge
0.64 ft3/s
Calcs for Ditches)
0.44
ft
0.77
ft2
3.63
ft
0.21
ft
3.52
ft
0.28
ft
0.57570
ft/ft
0.83
ft/s
Ok, Velocity < 5.0 fps
0.01
ft
(max allowed for grass
0.45
ft
channels with
0.31
Bermudagrass at 0-5%
slopes per Table 8.05a)
0.00 ft
0.00 ft
0
0.00 ft
0.00 ft
Infinity ft/s
Infinity ft/s
0.44 ft
0.28 ft
0.04750 ft/ft
0.57570 ft/ft
Bentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
9/23/2019 2:05:35 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Page 72

Worksheet for D#2 Bare Soil
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Normal Depth
Flow Area
Wetted Perimeter
Hydraulic Radius
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow Type Supercritical
GVF Input Data
Downstream Depth
Length
Number Of Steps
GVF Output Data
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
Bare Soil Conditions
0.023
Manning's N from figure
0.04750
ft/ft
8.05f Erosion and
4.00
ft/ft (H:V)
Sediment Control Manual
4.00
ft/ft (H:V)
0.49
ft3/s
2-year Q
0.20
ft
0.16
ft2
1.67
ft
0.10
ft
1.62
ft
0.25
ft
0.01610
ft/ft
2.99
ft/s
Velocity > 2.0 fps (max
0.14
ft
allowed for bare soil).
0.34
ft
1.66 Liner required
0.00 ft
0.00 ft
0
0.00 ft
0.00 ft
Infinity ft/s
Infinity ft/s
0.20 ft
0.25 ft
0.04750 ft/ft
0.01610 ft/ft
Bentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
9/23/2019 2:05:54 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Page 73

Worksheet for D#2 Liner
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
Results
Normal Depth
Flow Area
Wetted Perimeter
Hydraulic Radius
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow Type Supercritical
GVF Input Data
Downstream Depth
Length
Number Of Steps
GVF Output Data
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
0.022
0.04750 ft/ft
4.00 ft/ft (H:V)
4.00 ft/ft (H:V)
0.49 ft3/s
0.20 ft
0.16 ft2
1.64 ft
0.10 ft
1.59 ft
0.25 ft
0.01473 ft/ft
3.09 ft/s
0.15 ft
0.35 ft
1.73
0.00 ft
0.00 ft
0
0.00 ft
0.00 ft
Infinity ft/s
Infinity ft/s
0.20 ft
0.25 ft
0.04750 ft/ft
0.01473 ft/ft
Manning's N from Product
C125BN brochure
(Coconut Fiber with Net)
2-year Q
Calculated Shear Stress
0.59 = 62.4*0.20*0.0475
Ok, Allowed Shear Stress
from Product C125BN
brochure (Coconut Fiber
with Net) = 2.35
Bentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
10/17/2019 8:30:22 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Page 74

Worksheet for Grass Area into Infiltration Basin#1
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Bottom Width
Discharge
Results
Normal Depth
Flow Area
Wetted Perimeter
Hydraulic Radius
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow Type Subcritical
GVF Input Data
Downstream Depth
Length
Number Of Steps
GVF Output Data
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
Grass area will be sodded
0.150
Grass; Manning's N from
0.25000 ft/ft
figure 8.05c Erosion and
3.00 ft/ft (H:V)
Sediment Control Manual
3.00 ft/ft (H:V)
2.00 ft
10-year Q (See Discharge
0.49 ft3/s
Calcs for DI-2, worst case)
0.16
ft
0.39
ft2
2.99
ft
0.13
ft
2.94
ft
0.12
ft
0.71696
ft/ft
1.27
ft/s
Ok, Velocity < 3.5 fps
0.02
ft
(max allowed for grass
0.18
ft
channels with
0.62
Bermudagrass at > 10%
slopes per Table 8.05a)
0.00 ft
0.00 ft
0
0.00 ft
0.00 ft
Infinity ft/s
Infinity ft/s
0.16 ft
0.12 ft
0.25000 ft/ft
0.71696 ft/ft
Bentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
11/13/2019 1:49:42 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Page 75

FES-1 worst case scenario for Ex
ES-1 also
Outlet: FES-1 15" OUTLET Project No.: Combat Medic
Designed by: iss
Checked by:
Date: 17-Oct-19
30
oullel w = Do * to 44
pipe -T.
T..}
diameter (Do)
i x tsrs
��0[+ 4 .
60
�gtir - F ■ti ,� o `4
�..:..-
'' M1
. i...........k....� . r'
dd
0.
3Q ' 20 3
CD
i
r v 20 rr. ....I:..._....... _.. .. �.. Ln
1 a
v s 15
v _ IQ 4- -..1.-4..1..... .
5
n
3 5 10 20 50 10a 20f, Soo 1000
Discharge 0131seci
d (chart) = depth in pipe
Q =
3.54 cfs
dmax = 1.5*(d5o)
V =
7.94 fps
Do = Pipe Diameter
Do =
1.25 ft
15 in
W = Do + La
La =
8 ft
H = minimum height of rip rap channel
W =
9.25 ft
d50 (chart)=
0.20 ft
2.4 in
Use Class B RipRap d50: 8 in
dmax =
1.00 ft
12 in
H =
1.00 ft
12.00 in
Riprap_Protection.xls Page 76

Riprap provided for Temporary and
Permanent Development conditions
Outlet: FES-3 15" OUTLET Project No.: Combat Medic
Designed by: iss
Checked by:
Date: 05-Nov-19
30
oullel w = Do * to 40
pipe -T.
T..}
diameter (Do)
i x tsrs
��0[+ 4 .
pk p` 60
�gtir - F ■ti ,� o `4
�..:..-
'' j'
V 50 {
.' i... ........k....� . r'�
0.
20 I �» i' r :3 15 a .. 3
n `.
2
CL
ip Co
Ln
15 4V.
5 +
r-5
{ � 0
3 10 20 50 10a 20, Soo 1000
Discharge 0131seci
d (chart) = depth in pipe
Q = 5.07/7.55 cfs dmax = 1.5*(d5o)
V = 6.58/7.10 fps Do = Pipe Diameter
Do = 1.25 ft 15 in W = Do + La
La = 10 ft H = minimum height of rip rap channel
W = 11.25 ft
d50 (chart)= 0.25 ft 3 in Use Class B RipRap d50: 8 in
dmax = 1.00 ft 12 in
H = 1.00 ft 12.00 in
Ri pra p_P rotectio n. As Page 77

Selection of Sediment Control Measure - Skimmer Basin
1.46 Total Drainage Area
User entry
Okay Temporary Sediment Trap Calculated Value
Okay Rock Dam,
Okay Skimmer Sediment Basin
Okay Temporary Sediment Basin
1.30 Disturbed Area (Acres)
8.31 Peak Flow from 10-year Storm (cfs)
C Coef. For Drainage Area To Skimmer Basin
0.55 1 mpervious (Ac;
0.95
0.05 Woods (Ac)
0.25
0.00 Grass (Ac)
0.30
0.86 Bare Soil (Ac)
0.60
C= 0.72
110year= 7.91
Q10 DA= 8.31
Page 78

Skimmer Basin
Okay
1.3 Disturbed Area (Acres)
8.31 Peak Flow from 10-year Storm (cfs)
2340 Required Volume ft3
2702 Required Surface Area ftZ
36.8 Suggested Width ft
73.5 Suggested Length ft
39.0 Trial Top Width at Spillway Invert ft
72.00 Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratio Z:1
2 Trial Depth ft (2 to 3.5 feet above grade)
35 Bottom Width ft
48 Bottom Length ft
1680 Bottom Area ftZ
4167 Actual Volume ft3 Okay
2808 Actual Surface Area ftZ Okay
10 Trial Weir Length ft
0.5 Trial Depth of Flow ft
10.6 Spillway Capacity cfs Okay
4 Skimmer Size (inches)
0.333 Head on Skimmer (feet)
0.75 Orifice Size (1/4 inch increments)
3.12 Dewatering Time (days)
Suggest about 3 days
ELEVATION
AREA
STORAGE
CUMULATIVE
(FT)
(SF)
(CU FT)
(CU FT)
226.50
1680.00
0.00
0.00
227.00
1850.00
882.50
882.50
228.00
2210.00
2,030.00
2,912.50
228.50
2808.00
1,254.50
4,167.00
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
Bottom Elev.=
Spillway Elev.=
Top Embankment Elev.=
226.5
228.5
230
Page 79

TD#2 is worst case for both TD#1
and TD#2
Worksheet for TD#2 Liner
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Bottom Width
Discharge
Results
Normal Depth
Flow Area
Wetted Perimeter
Hydraulic Radius
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow Type Supercritical
GVF Input Data
Downstream Depth
Length
Number Of Steps
GVF Output Data
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
0.022
0.12500
ft/ft
Manning's N from Product
2.00
ft/ft (H:V)
C125BN brochure
2.00
ft/ft (H:V)
(Coconut Fiber with Net)
1.00
ft
3.00
ft3/s
2-year Q
0.26
ft
0.39
ft2
Calculated Shear Stress
2.15
ft
2.03 = 62.4*0.26*0.125
0.18
ft
2.03
ft
0.48
ft
Ok, Allowed Shear Stress
0.01138
ft/ft
from Product C125BN
7.66
ft/s
brochure (Coconut Fiber
0.91
ft
with Net) = 2.35
1.17
ft
3.08
0.00 ft
0.00 ft
0
0.00 ft
0.00 ft
Infinity ft/s
Infinity ft/s
0.26 ft
0.48 ft
0.12500 ft/ft
0.01138 ft/ft
Bentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
11/5/2019 9:05:26 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Page 80

TD#2 is worst case for both TD#1
and TD#2
Project Description
Friction Method
Solve For
Input Data
Roughness Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Bottom Width
Discharge
Results
Normal Depth
Flow Area
Wetted Perimeter
Hydraulic Radius
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow Type
GVF Input Data
Downstream Depth
Length
Number Of Steps
GVF Output Data
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
11/5/2019 9:07:50 AM
Worksheet for TD#2 RiaraD into Basin
Manning Formula
Normal Depth
Subcritical
0.104
0.20000 ft/ft
3.00 ft/ft (H:V)
3.00 ft/ft (H:V)
2.00 ft
3.85 ft3/s
0.42 ft
1.36 ft2
4.65 ft
0.29 ft
4.51 ft
0.40 ft
0.24785 ft/ft
2.82 ft/s
0.12 ft
0.54 ft
0.90
0.00 ft
0.00 ft
0
0.00 ft
0.00 ft
Infinity ft/s
Infinity ft/s
0.42 ft
0.40 ft
0.20000 ft/ft
0.24785 ft/ft
Riprap Class B
Manning's N from figure
8.05f Erosion and
Sediment Control Manual
10-year Q
From figure 8.05j Riprap
d50 required = approx.
6-inches
Ok, providing Class B
Riprap d50 = 8-inches
Bentley Systems, Inc. Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
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