SW1220701_Stormwater Report_20220805

Storm water Pollution Prevention Plan Permit No. NCGO10000
Comprehensive Storm Water Pollution Prevention Plan (C-
SWPPP) For Construction Activities:
Project/Site Name:
All About Plumbing
Building Addition
Project Address/Location:
5521 Old Haywood Road Suite 1
Mills River, NC 28759
SWPPP Preparer:
McCutchen Engineering Associates,
PC
J. David McCutchen
898 West Saint John Street
Spartanburg, SC 29301
Phone: [phone]
Primary Permittee:
All About Plumbing
Permittee/Owner Contact:
Contact: Caleb Wilson
5521 Old Haywood Road
Mills River, NC 28759
828-778-2425
[e-mail]
Day -to -Day Operator:
C-SWPPP Preparation Date:
05-25-22
Revised 07-20-22
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Storm water Pollution Prevention Plan Permit No. NCGO10000
Table of Contents
Section I PROJECT OVERVIEW
1.1 Narrative...................................................................................:.......................... 3-7
1.2 Storm water Management and Sediment Control .............................................. 7-11
1.3 Sequence of Construction......................................................................................11
1.4 Non -Numeric Effluent Limits.......................................................................... 11-15
1.5 Buffer Zone Management......................................................................................15
Section 2 SITE FEATURES AND SENSITIVE AREAS
2.1 Sources of Pollution...............................................................................................16
2.2 Ground Stabilization..............................................................................................17
2.3 Materials Handling.................................................................................................18
2.4 Operations & Maintenance.............................................................................. 19-21
Section 3 COMPLIANCE REQUIREMENTS
3.1 SWPPP Availability.............................................................................................22
3.2 Pre -Construction Conferences...............................................................................22
3.3 Inspection Requirements........................................................................................22
3.4 Maintenance Policies............................................................................................23
3.5 Record Keeping....................................................................................................23
3.6 Final Stabilization..................................................................................................24
Appendices REFERENCE MATERIAL
Appendix A - Site Maps
Appendix B - Drainage Maps
Appendix C - Additional Approvals/Certifications
Appendix D - Engineering Report (C-SWPPP* Only)
Appendix E - Inspection Log and Reports (OS-SWPPP** Only)
Appendix F - Rainfall Records (OS-SWPPP** Only)
Appendix G - Additional Site Logs and Records (OS-SWPPP** Only)
Appendix H - Misc. Design Information/Cut Sheets
Appendix I - Pond Maintenance Agreement
*C-SWPPP is acronym for Comprehensive Storm Water Pollution Prevention Plan
**OS-SWPPP is acronym for On -Site Storm Water Pollution Prevention Plan
All About Numbing - Building Addition

Storm water Pollution Prevention Plan Permit No. NCGO10000
,Faction 1i PROJECT 0VERVIE W
1.1 Narrative (CGP Section 3.2.1)
Construction Activities and BMP Summary
Proiect Summ
The proposed consist of developing the following:
• Proposed 6,400 SF Building
• Proposed gravel parking area
• Proposed bio-retention cell
Parcel #: 9632-57-0722
Total Site Acreage: 3.15 Acres
Disturbed acreage for the improvements = 1.30 Acres
Soil Type = Bradson (Type B)
The North Carolina Storm Water BMP manual was used in the development and analysis
of the storm water management facilities. An analysis has been performed on the
drainage areas as shown in the Pre -Development and Post Development Drainage Maps
(included and made a part of this SWPPP).
The development will consist of THREE (3) analysis points for the pre and post analysis
(drainage maps for pre and post development are provided in appendix B).
A bio-retention pond was chosen as the primary stormwater control measure for this
development. Bio-retention ponds are used for removal of pollutants from stormwater
runoff via adsorption, filtration, sedimentation, volatilization, ion exchange and
biological decomposition. Onsite proposed storm water drainage conveyance has been
designed using the 10-year storm event (rational method). Storm drainage calculations
are included in this report.
Perimeter control BMP's (Best Management Practices) shall be installed prior to the
initiation of clearing/grubbing, grading and demolition. These structures will be the
primary sediment control BMP used during the lifespan of the construction activities until
final stabilization is achieved.
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Storm water Pollution Prevention Plan Permit No. NCGO10000
Construction of this site should occur in THREE (3) distinct Erosion and Prevention and
Sediment Control Phases.
Phase I consists of the installation of the perimeter controls (i.e. inlet protection, silt
fence, tree protection, etc.) and installation of the storm water management pond.
Remove trees and vegetation as required to construct the storm water management pond.
During Phase I diversion ditches/berms, etc. are required to direct sediment laden runoff
into appropriate designed measures. The pond will contain a skimmer, baffles and
forebays to further control sediment laden runoff.
Phase II consists of the new construction (building, storm drainage, etc.), grading and
storm drainage. During phase II, temporary inlet protection, diversion ditches/berms, etc.
are required to direct sediment laden runoff into appropriate designed measures. In this
phase the storm water management pond will also contain a skimmer, baffles and
forebays to further control sediment laden runoff.
Phase III consists of final stabilization (for all disturbed areas), installation of curb
/gutter and landscaping. Also in this phase, the stormwater management pond will be
converted to a bio-retention pond. Underdrains, removal of skimmer, and installation of
media mix shall occur in this phase. During Phase III, finalize building construction,
apply asphalt surface course, remove all BMP's, and finalize landscaping and bio-
retention pond.
Onsite Storm Drainage:
Onsite storm drainage features (i.e. pipes, inlets, etc.) have been designed for the 10 year
storm event (rational method)
Rainfall intensity = 7.09 in/hr (5 min duration)
Rainfall Events (inches) — SCS/TR-55 Method
Mills River
2 year:
3.58 inches
10 year:
5.06 inches
25 year:
5.96 inches
50 year:
6.69 inches
100 year:
7.45 inches
The proposed development is located within the French Broad River Watershed. The
proposed BUA increase is 0.33 acres.
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Storm water Pollution Prevention Plan Permit No. NCGO10000
Analysis Point 41:
Pre -Drainage Basin 41
On -Site
Existing Road/Asphalt
0.07 acres
SCS CN =
98
Existing Gravel
0.38 acres
SCS CN =
85
Existing Building
0.08 acres
SCS CN =
98
Existing Sidewalk
0.01 acres
SCS CN
= 98
Existing Grass
1.50 acres
SCS CN
= 60
2.04 acres Weighted CN = 67.64
Analysis Point #2:
Pre -Drainage Basin #2
On -Site
Existing Grass 0.37 acres SCS CN = 60
0.37 acres Weighted CN = 60.00
Analysis Point 93:
Pre -Drainage Basin #3
On -Site
Existing Gravel
Existing Building
Existing Sidewalk
0.41 acres
SCS CN
= 85
0.04 acres
SCS CN
= 98
0.01 acres
SCS CN
= 98
Existing Grass 0.28 acres SCS CN = 60
0.74 acres Weighted CN = 76.42
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Storm water Pollution Prevention Plan Permit No. NCGO10000
Analysis Point 91:
Post Drainage Basin #lA (To Bio-Retention Pond)
On -Site
Proposed Building
0.15 acres SCS CN = 98
Proposed Gravel 0.50 acres SCS CN = 85
Proposed Pond 0.14 acres SCS CN = 98
Existing Grass 0.15 acres SCS CN = 61
0.94 acres Weighted CN = 85.18
Post Drainage Basin #1B (Bypass Pond)
On -Site
Existing Road/Asphalt
Existing Gravel
Proposed Gravel
Existing Building
Existing Sidewalk
0.07 acres
SCS CN
= 98
0.32 acres
SCS CN
= 85
0.06 acres
SCS CN
= 85
0.08 acres
SCS CN
= 98
0.01 acres
SCS CN
= 98
Existing Grass 1.20 acres SCS CN = 60
1.74 acres Weighted CN = 68.95
Analysis Point #2:
Post Drainage Basin #2
On -Site
Proposed Grass 0.14 acres SCS CN = 61
0.14 acres Weighted CN = 61.00
Analysis Point #3:
Post Drainage Basin #3
On -Site
Proposed Gravel
0.03 acres
SCS CN
= 85
Existing Gravel
0.06 acres
SCS CN
= 85
Existing Building
0.04 acres
SCS CN
= 98
Existing Sidewalk
0.01 acres
SCS CN
= 98
Existing Grass
0.19 acres
SCS CN
= 60
0.33 acres Weighted CN = 72.58
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Storm water Pollution Prevention Plan Permit No. NCGO10000
Flooding Issues
To the best of our knowledge and belief, no downstream flooding problems are present at
the time this design was done.
1.2 Storm water Management and Sediment Contl•ol (CGP
Section 3.2.2)
Erosion Prevention BMPs
As the existing site is cleared, grubbed and graded to the proposed contours
shown on the construction site plans, erosion prevention BMPs shall be placed
throughout the construction site to aid in the prevention of sediment -laden
storm water runoff; These BMPs shall be focused in areas with high potential of
erosion, areas preceding infiltration practices, and shall be applied to all steep
slopes. That is slopes equal to or greater than 3H:1V.
Each erosion prevention measure shall be selected on a site -specific basis and
details have been provided on the construction site plans. The plans identify all
proposed Erosion Prevention BMPs and the recommended installation,
maintenance, and inspection procedures.
Examples of Erosion Prevention BMPs are, but are not limited to, surface
roughening, temporary seeding, erosion control blankets, turf reinforcement
mats, sodding, riprap, outlet protection, dust control, and polyacrylamide
(PAM).
Sediment Control BMPs
Sediment Control BMPs are designed to remove some of the sediment
accumulated within storm water runoff, to the best extent practicable. These
BMPs help prevent sediment impacts to adjacent properties and water bodies
from storm water discharges originating from construction sites.
Typically these BMPs are placed near each of the site's outfalls and are installed
prior to clearing and grubbing of the site (before large areas of soil are exposed).
However, these BMPs can also be located throughout the construction site and,
in these circumstances, are installed after mass grading has occurred. Placement,
sizing and modifications of Sediment Control BMPs should be left to the
SWPPP preparer and/or the Site Engineer. Contractors must consult the
SWPPP Preparer as listed at the front of this SWPPP before making any
significant changes to these BMPs.
Each sediment control BMP shall be selected on a site -specific basis. Examples
of Sediment Control BMPs are, but are not limited to sediment traps, sediment
basins, silt fence, rock check dams, rock sediment dikes, sediment tubes, and
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Storm water Pollution Prevention Plan Permit No. NCG010000
inlet protection.
Structural Control BMPs and Floodplain Placement
This site -specific SWPPP utilizes the following structural control BMPs: storm
water management pond, storm sewer systems, inlet protection and silt fence.
These practices have been designed to either divert flows from exposed soils, to
retain/detain flows, and to otherwise limit the runoff and the discharge of
pollutants from disturbed areas of the construction site.
Throughout the lifespan of the construction project these BMPs will be installed
and maintained, as required by the SWPPP and the construction site plans, until
final stabilization has been achieved for the areas draining to each BMP. Upon
final stabilization, each structural control BMP must be modified to the post -
construction conditions shown within the approved construction site plans or
removed, if the structural BMP was a temporary structure
Construction Entrances and Dust Control
All access areas into and out of the limits of disturbance, as shown on the
construction site plans are required to be equipped with a construction entrance.
The use of this BMP will limit the amount of sediment being transported by
construction vehicles onto existing roadways or other impervious areas. Any
tracked sediment, along with any attached pollutants, deposited on impervious
areas could be washed downstream during the next rain event. Each
construction entrance must be installed as shown in the details section of the
construction site plans.
If a new entrance or exit is required, that is not shown on the plans, install the
construction entrance as noted by the construction entrance detail, mark the
location on the plans and make a record of this minor modification in the
SWPPP's modification log, which is located within one of the appendices of the
On -site SWPPP.
Each stabilized construction entrance should be used in conjunction with Street
Sweeping measures if it becomes apparent that sediment is still being tracked
onto adjacent impervious areas, even with the use of the construction entrance.
During extremely dry conditions, drought, and/or excessive winds, the
construction site should be treated for dust control to prevent the suspension of
fine sediment particles into the air, being carried offsite, and deposited on
adjacent properties or surface waters. This practice may not be directly called
out for on the construction site plans. A water tanker used to spray the soil
down may be an effective way to prevent excessive dust at a construction site.
Water Quality BMPs During Construction
Site -specific water quality BMPs (e.g., storm water management pond, inlet
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Storm water Pollution Prevention Plan Permit No. NCGO10000
protection, silt fence, and outlet protection) must be installed prior to the mass
clearing, grubbing and grading of the site, and must be kept in functioning order
throughout the lifespan of all construction activities. Each of these BMPs must
be maintained and inspected until all areas draining to these BMPs have reached
final stabilization, approved by the construction site inspector or the SWPPP
Preparer, and recorded within the stabilization log located as an appendix of the
On -site SWPPP.
The location, installation procedures, and maintenance procedures for each
water quality BMP can be found within the approved construction site plans.
Sediment and Erosion Control Trapping Efficiency
Sediment Trapping Efficiency for Phase 1 Storm Water Management Pond
Storm Event
Trapping Efficiency
SEDCAD Calcs
Storm Elevation
2 year
97.8%
1000.7
10 year
97.8%
1001.5
100 year
-
1002.7
Note: A SCS CN of 86 (Hydrologic Soil Group B) was utilized for the pond contributing
drainage area.
Drainage area = 0.57 acres
SCS CN = 86
Faircloth Skimmer Size: 2"
Constant Head Flow from Skimmer = 0.038 cfs
Sediment Trapping Efficiency for Phase 2/3 Storm Water Management Pond
Storm Event
Trapping Efficiency
SEDCAD Calcs
Storm Elevation
2 year
97.9%
1001.5
10 year
98.1 %
1002.8
100 year
-
1004.0
Note: A SCS CN of 86 (Hydrologic Soil Group B) was utilized for the pond contributing
drainage area
Drainage area = 0.94 acres
SCS CN = 86.0
Faircloth Skimmer Size: 2"
Constant Head Flow from Skimmer = 0.038 cfs
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Storm water Pollution Prevention Plan Permit No. NCG010000
Upon final stabilization, each construction site will have to make the transition
from temporary BMPs to permanent BMPs. This transition includes the
conversion of the storm water management pond to a bio-retention pond
A bio retention cell has been designed in drainage basin #t (Analysis Point #1) to provide
post construction water quality for the developed area. This bio-retention pond will allow
runoff to pond/accumulate and filter through a media mix (75-85% medium to coarse
washed sand, 8-15% fines, and 5-15% organic matter) then into an under -drain system.
This allows for a natural filtering system using substrates and plants to clean water.
The proposed bio-retention pond has been designed to filter the 2- and 10-year storm
events through the proposed media and underdrain. Based on design standards published
by North Carolina Department of Environment and Natural Resources (NCDENR) the
following are the achievable trapping efficiencies:
Total Suspended Solids: 85%
Total Nitrogen: 40%
Total Phosphorus: 45%
Advantages of Bio-Retention:
® Efficient removal method for suspended solids, heavy metals, adsorbed pollutants,
nitrogen, phosphorous, pathogens, and temperature.
• Natural integration into landscaping for urban landscape eifliancement.
s Individual units are well suited for use in small areas.
Other Storm Water Management Procedures
Based on the nature, conditions, and/or procedures associated with this
construction site, the following items must be followed and adopted by all those
conducting land disturbing activities at this site:
® All construction debris must be stockpiled in designated areas, which have
been provided with the proper BMPs to prevent the discharge of pollutants
through storm water runoff from building or other similar materials off -site
or into surface waters.
® Any additional waste material or stockpile material (i.e., soil and mulch)
must also be stored in the designated areas as shown on the Construction Site
Plans or as the contractor, responsible for day -day activities at this site,
deems appropriate. Silt fence or an approved equal shall surround all
stockpiled materials.
e All parties conducting work at this construction site must be informed of and
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Storm water Pollution Prevention Plan Permit No. NCGO1OOOO
make note of pollutant sources, both industrial and construction, at this site,
and be informed of all controls and measures the will be implemented to
prevent the discharge of these pollutants in storm water runoff.
• Any additional non -storm water discharges, as referenced in the CGP,
should be eliminated or reduced to the maximum extent feasible. All
unpreventable non -storm water discharges shall be treated through the
approved storm water management system before release off -site. Following
is a list of allowable non -storm water discharges:
■ Fire hydrant flushing
■ Wash water without detergents
■ Water used for dust control
■ Potable water
■ Building wash down water without detergents
■ Uncontaminated pavement wash water
■ Uncontaminated condensation from mechanical equipment
■ Uncontaminated ground or spring water
■ Water from foundation of footing drains
■ Uncontaminated excavation dewatering
■ Landscape irrigation.
1.3 Sequence of Construction
The construction sequence for this project has been provided on Drawings EP
series plans of the construction site plans. Each item/step of that construction
sequence has been listed is the sequence that they should be implemented. The
estimated construction start date is September 2022. The estimated
construction completion date is April 2023.
For additional information or questions on the sequencing please contact the
SWPPP Preparer or the Permittee referenced on the cover of this SWPPP.
1.4 Non -Numeric Effluent Limits
Storm water Volume and Velocity Control
During the implementation of construction activities, all parties performing
work at this construction site whose work may affect the implementation of
the SWPPP must be informed of and directed on how to comply with this
Non -Numeric Effluent Limit, which requires the management of storm water
runoff within the construction site and at each outfall. The purpose of this
requirement is to control the storm water volume and velocity at these
locations to minimize erosion.
each responsible party should be made aware of the practices
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Storm water Pollution Prevention Plan Permit No. NCGO10000
that have been or should be implemented at the construction site to
accomplish these particular stormwater management practices. Below is a list
of practices that may be utilized within the disturbed area and at each outfall
at construction sites to control storm water volume and velocity:
Volume Control
• Limiting the amount of disturbed area and exposed soils
• Staging and/or Phasing of the Construction Sequence;
• Sediment Basins and Sediment Traps
• Diverting off -site flow around the construction site;
• Controlling the Drainage Patterns within the Construction Site;
• Temporary Stabilization of Disturbed Areas.
Velocity Control
• Surface Roughening and/or other Slope Stabilization Practices;
• Level Spreaders, Riprap Plunge Pools and/or other Velocity
Dissipation BMPS located at the Construction Site's and Sediment
Basin Outfalls.
• Use of Rock Checks, Sediment Tubes, Etc. in Temporary Diversions
Swales and Ditches.
• Use of Erosion Control Blankets, Turf Reinforcement Mats, and other
Non -Vegetative BMPs that can be used to Quickly Stabilize Disturbed
Areas.
The SWPPP Preparer/Engineer should approve any modifications
(Additional BMPs or Changes to Existing BMPs) to address the management
of storm water volume and velocity prior to implementation. All approved
SWPPPs that were issued coverage under the CGP should include ample
BMPs and other control measures to address this specific Non -Numeric
Effluent Limit.
Soil Exposure, Compaction and Preservation
Throughout construction activities, the amount of soil exposed during
construction should be kept to a minimum. This may be accomplished by
minimizing the amount the disturbed area within the permitted Limits of
Disturbance (shown on the approved construction site plans) to only that
which is necessary to complete the proposed work. For areas that have
already been disturbed and where construction activities will not begin for a
period of 14 days or more, temporary stabilization techniques must be
implemented.
Prior to implementation of any major grading activities, topsoil is to be
preserved by placing it in areas designated for stockpiling until final grades
are reached. Each stockpile must be equipped with proper sediment and
erosion controls to preserve the topsoil and protect adjacent areas from
impacts. Once final grades have been reached, the preserved topsoil should be
utilized to apply to areas identified for stabilization. Topsoil contains
nutrients and organisms that aid in the growth of vegetation.
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Storm water Pollution Prevention Plan Permit No. NCGO1OOOO
The compaction of soil should also be minimized to the degree practicable
during grading activities. This is especially important during the replacement
of topsoil to aid in a quick establishment of vegetative cover. Compaction of
soil may also reduce rainfall's ability to infiltrate into the soil, increasing the
amount of storm water runoff.
Soil Stabilization
Throughout construction activities, soil stabilization techniques are to be
initiated as soon as practicable whenever any clearing, grading, excavating, or
other land -disturbing activities have permanently or temporarily ceased on
any portion of the construction site and will not resume for a period
exceeding 14 calendar days. For areas where initiating stabilization measures
is infeasible, (e.g., where snow cover, frozen ground, or drought conditions
preclude stabilization), initiate vegetative or non -vegetative stabilization
measures as soon as practicable.
Steep Slopes Slopes of 30% grade or greater)
All disturbed steep slopes (30% grade,—3H:1V, or greater), and steep slopes
to be created through grading activities must be managed in a fashion that
limits the potential of erosion along the slopes. All parties whose work is/was
responsible for the creation/disturbance of steep slopes must comply with the
following items:
® Minimize the Disturbance of all steep slopes, when possible.
® Divert Concentrated or Channelized Flows of storm water away from
and around steep slope disturbances.
® Use Specialized BMP Controls including temporary and permanent
seeding with soil binders, erosion control blankets, surface roughening,
reducing continuous slope length with terracing or diversions, gradient
terraces, interceptor dikes and swales, grass -lined channels, pipe slope
drains, subsurface drains, level spreaders, check dams, seep berms, and
triangular silt dikes to minimize erosion.
® Initiate Stabilization Measures as soon as practicable on any disturbed
steep slope areas where construction activities have permanently or
temporarily ceased, and will not resume for a period exceeding 7 calendar
days.
® A Vegetative and/or Non -Vegetative Cover must be established within 3
working days from the time that stabilization measures were initiated.
Stabilization of steep slopes should be a priority for those performing work at
the construction site. At the very least, runoff control BMPs should be
implemented to transport storm water runoff from the top of the slope to the
toe of the slope. An example of this is to install diversion swales along the top
of slope and direct the runoff towards pipe slopes drains to transports the
runoff to the toe of the slope. All pipe slope drain outlets are to be equipped
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Storm water Pollution Prevention Plan Permit No. NCGO10000
proper outlet protection.
Sediment Discharge Minimization
Permittees, Contractors, and all other parties responsible for conducting
land -disturbing activities are required to install and maintain all erosion and
sediment BMPs that are identified on the approved construction site plans.
These BMPs have been designed and approved to address such factors as the
amount, frequency, intensity and duration of precipitation, the nature of
resulting storm water runoff, and soil characteristics, including the range of
soils particle sizes expected to be present on the construction site. Proper
installation, infection, and maintenance will allow these BMPs to operate at
maximum efficiencies in order to minimize sediment discharges to the
maximum extent practical.
Pollutant Discharge Minimization
Permittees, Contractors, and all other parties responsible for conducting
land -disturbing activities are required to install, implement, and maintain
effective pollution prevention measures to minimize the discharge of
pollutants. At a minimum, the following items must be implemented:
• Minimize the discharge of pollutants from dewatering trenches and
excavations by managing runoff with the appropriate controls. Otherwise
these discharges are prohibited;
• Minimize the discharge of pollutants from equipment and vehicle
washing, wheel wash water, and other wash waters. Wash waters must be
treated in a sediment basin or alternative control that provides equivalent
or better treatment prior to discharge;
• Minimize the exposure of building materials building products,
construction wastes trash, landscape materials, fertilizers, pesticides,
herbicides, detergents, sanitary waste and other materials present on the
site to precipitation and to storm water; and
• Minimize the discharge of pollutants from spills and leaks and implement
chemical spill and leak prevention and response procedures.
Prohibited Discharges
Permittees, Contractors, and all other responsible parties for conducting
land -disturbing activities are prohibited to discharges, from the construction
site, the following items:
• Wastewater from washout of concrete, unless managed by an
appropriate control;
• Wastewater from washout and cleanout of stucco, paint, form release
oils, curing compounds and other construction materials;
• Fuels oils, or other pollutants used in vehicle and equipment operation
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Storm water Pollution Prevention Plan Permit No. NCGO10000
and maintenance; and
® Soaps or solvents used in vehicle and equipment washing.
1.5 Buffer Zone Management
Not applicable
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Storm water Pollution Prevention Plan Permit No. NCGO10000
S i-YOTI SITE FEA TURFS AND SENSITIVE AREAS
2.1 Sources ofPollution
Throughout construction activities, each permittee, contractor, and person
responsible for conducting work will need to ensure that sources of pollution are
managed to prevent their discharge from the construction site. Expected pollution
sources during construction have been identified in Table 2.1-A, but due to the
nature of construction activities, it is often tough to predict all pollution sources that
may appear throughout the life of a construction project. For that reason, the
following table has also been provided to help all those performing work at this
construction site identify possible sources of pollution
Storm water runoff subjected to the identified pollution sources must be treated by
the appropriate BMPs as directed by this SWPPP.
In the event that any additional sources of pollution are identified during
construction, the person(s) with day-to-day operational control at the site is to add
the new source(s) to Table 2.1-A and consult with the SWPPP Preparer to properly
address this source and to prevent the discharge of its pollutant through storm water
runoff.
Table 2.1-A: Potential Sources of Pollution
Source
Material or
Location*
Appropriate Control Measures
Chemical
Loose soil
All areas within
As directed by the construction Plans. This
exposed/disturbed
during clearing,
Sediment
the Limits of
includes Silt Fence, sediment tubes,
gubbing and grading
Disturbance
sediment basins, and sediment traps.
activities
Areas where
Located adjacent
construction
Heavy Metals
to each
Concrete Washout Basin as shown on
equipment are
& pH
construction
sheet C-8 of the plans.
cleaned, a.k.a.
entrance
concrete washout
Water encountered
Nutrients &
In and around
Direct water into impoundments such as
during trenching
Sediment
any trenching
basins or traps to allow for the
activities.
sedimentation of the listed pollutants.
Sediment &
All areas to be
Paving Operations
Trash
paved.
Inlet protection.
Nutrients, pH,
Material Delivery and
Sediment,
All areas used as
Silt fence and/or sediment dikes
Storage Areas
Heavy Metals,
storage areas
oils & grease
Metals,
Areas
Provide secondary containments, locate in
Equipment fueling and
hydrocarbons,
surrounding fuel
upland areas. Repair leaking and broken
maintenance areas
oils and
tanks
hoses.
greases
Metal oxides,
stoddard
Throughout site,
solvent, talc,
primarily in areas
Washwater should be contained and is
Paints
calcium-
of building
prohibited from being discharged
carbonate,
construction
arsenic
*Area where materiallchemical is used on site.
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2.2 Ground Stabilization
1. Ground Stabilzation Timelines
Ground stabilization shall be achieved on any area of a site where land
disturbing activities have ceased within the timeframes listed in Table 3 below.
It is recommended to stabilize the ground more quickly if practicable.
Extensions of time may be approved by the E&SC plan authority based on
weather or other site -specific conditions that make compliance impracticable.
Portions of a site that are lower in elevation and not expected to discharge
during construction may be exempt from the temporary ground cover
requirements if identified on the E&SC plan and approved by the E&SC plan
authority.
Table 3: Required Ground Stabilization Timeframes
Stabilize within
this many
Site Area Description
calendar days after ceasing
Timeframe Variations
land
disturbance
(a) Perimeter dikes,
swales, ditches, and
7
None
perimeter slopes
(b) High Quailty Water
7
None
HQ Zones
If slopes are 10' or less in length
(c) Slopes Steeper than
7
and are not steeper than 2:1, 14
3:1
days are allowed
7 days for slopes greater
than 50' in length and with
slopes steeper than 4:1
(d) Slopes 3:1 to 4:1
14
• 7 days for perimeter dikes,
swales, ditches, perimeter
slopes and HQW Zones
• 10 days for the Falls Lake
Watershed
• 7 days for perimeter dikes,
swales, ditches, perimeter
(e) Areas with slopes
14
slopes, and HQW Zones
flatter than 4:1
10 days for the Falls Lake
Watershed unless there is
zero slope.
2. Permanent Ground Stabilzation Timeline
After the permanent cessation of construction activities, any areas with
temporary ground stabilization shall be converted to permanent ground
stabilization as soon as practicable but in no case longer than 90 calendar
days after the last land disturbing activity. Temporary ground stabilization
17
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Storm water Pollution Prevention Plan Permit No. NCGO10000
shall be maintained in a manner to render the surface stable against
accelerated erosion until permanent ground stabilization is achieved.
2.3 Materials
Any structural controls installed to manage construction materials stored or used on
site shall be included in the field copy of the E&SC plan. Requirements for handling
materials on construction sites shall be as follows:
1. Polyacrylamides (DAMS) and Flocculants
Polyacrylamides (DAMS) and flocculants shall be:
a.) Stored in leak -proof containers that are kept under storm -resistant cover
or surrounded by secondary containment structures designed to protect
adjacent surface waters;
b.) Selected from the NC DWR List of Approved PAMS/Flocculants list,
available at:
https•//files nc gov/ncdeg/Water%2OQuailty/Environmental%2OSciences/A
TU/ ApprovedPAMS4 1 2017.pdf,
c.) Used at the concentrations specified in the NC DWR List of Approved
PAMS/Flocculants and in accordance with the manufacturer's
instructions.
2. Equipment Fluids
a.) Fuels, lubricants, coolants, and hydraulic fluids, and other petroleum
products shall be handled and disposed of in a manner so as not to enter
surface or ground waters and in accordance with applicable state and
federal regulations. Equipment used on the site must be operated and
maintained properly to prevent discharge of fluids.
b.) Equipment, vehicle, and other wash waters shall not be treated in a
sediment basin or sediment trap. Alternative controls should be provided
such that there is no discharge of soaps, solvents, or detergents.
3. Waste Materials
a.) Building material and land clearing waste shall be disposed of in
accordance with North Carolina General Statutes, Chapter 130A, Article
9 — Solid Waste Management, and rules governing the disposal of solid
waste (15A NCAC 13B). Areas dedicated for managing building material
and land clearing waste shall be at least 50 feet away from storm drain
inlets and surface waters unless it can be shown that no other alternatives
are reasonably available.
b.) Paint and other liquid building material waste shall not be dumped into
storm drains. It is recommended to locate paint washouts at least 50 away
from storm drain inlets unless there is no alternative. Other options are to
install lined washouts to use portable, removable bags or bins.
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Storm water Pollution Prevention Plan Permit No. NCGO10000
c.) Hazardous or toxic waste shall be managed in accordance with the federal
Resource Conservation and Recovery Act (RCRA) and NC Hazardous
Waste Rules at 15A NCAC, Subchapter 13A.
d.) Litter and sanitary waste shall be managed in a manner to prevent it from
entering waters and shall be disposed of offsite.
4. Herbicide, Pesticide, and Rodenticides
Herbicide, pesticide, and rodenticides shall be stored and applied in
accordance with the Federal Insecticide, Fungicide, and Rodenticide Act and
label restrictions.
5. Concrete Materials
Concrete materials onsite, including excess concrete, shall be controlled and
managed toa void contact with surface waters, wetlands or buffers. No
concrete or cement slurry shall be discharged from the site. (Note that
discharges from onsite concrete plants require coverage under a separate
NPDES permit — NCG140000.) Any hardened concrete residue will be
disposed of, or recycled on site, in accordance with local and state solid waste
regulations.
6. Earthen Material Stock Piles
Earthen materials stock piles shall be located at least 50 feet away from storm
drain inlets and surface waters unless no other alternatives are reasonably
available.
1 a T
L.4 vperatlon and lvlalnienance
1. Modifications to the E&SC Plan
Modifications to the approved E&SC plan that require changes to the
E&SC measure designs, the drainage areas, or the disturbed areas draining
to the E&SC measures shall be approved by the E&SC plan authority.
Deviations from the approved E&SC plan, or approved revised E&SC
plan shall consititute a violation of this permit unless the deviation is to
correct an emergency situation where sediment is being discharged off the
site. The E&SC plan authority may allow deviations from the E&SC plan
on a case -by -case basis if the deviations are minor adjustments to address
minor deficiencies. A minor adjustment shall be the addition of E&SC
measures (e.g., silt fence, inlet protection, check dams, rolled erosion
control practices, etc.), or the relocation of E&SC measures that would
improve the overall stormwater management and sediment control onsite.
Minor adjustments shall be noted on the approved E&SC plan and
maintained at the job site.
2. Operation and Maintenance
The permittee shall install and maintain all temporary and permanent
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Storm water Pollution Prevention Plan Permit No. NCGO1OOOO
E&SC measures as required by this permit and the approved E&SC plan.
3. Corrective Actions
If self -inspections required by this permit identify a need for maintenance
of control measures, modifications or additions to control measures, or
corrective actions to control sediment or other pollutants, these actions
shall be performed as soon as possible considering adverse weather and
site conditions.
4. Draw Down of Sediment Basins for Maintenance or Close out
Sediment basins and traps that receive runoff from drainage areas of one
acre or more shall use outlet structures that withdraw water from the
surface when these devices need to be drawn down for maintenance or
close out unless this is infeasible. The circumstances in which it is not
feasible to withdraw water from the surface shall be rare (for example,
times with extended cold weather). Non -surface withdrawals from
sediment basins shall be allowed only when all of the following criteria
have been met:
a.) The E&SC Plan authority has been provided with documentation for
the non -surface withdrawal and the specific time periods or conditions
in which it will occur. The non -surface withdrawal shall not commence
until the E&SC plan authority has approved these items,
b.) The non -surface withdrawal has been reported as an anticipated
bypass in accordance with Part III, Section C, Item (2)(c) and (d) of
this permit,
c.) Dewatering discharges are treated with controls to minimize discharges
of pollutants from stormwater that is removed from the sediment
basin. Examples of appropriate controls include properly sited,
designed and maintained dewatering tanks, weir tanks and filtration
systems,
d.) Vegetated, upland areas of the sites or a property designed stone pad is
used to the extent feasible at the outlet of the dewatering treatment
devices described in Item (c) above,
e.) Velocity dissipation devices such as check dams, sediment traps, and
riprap are provided at the discharge points of all dewatering devices,
and
f.) Sediment removed from dewatering treatment devices described in
Item (c) above is disposed of in a manner that does not cause
deposition of sediment into waters of the United States.
5. Bypass of E&SC Measures
Diversions of stormwater from E&SC measures when the design storm
has not been exceeded are not allowed. Bypass of E&SC measures shall be
reported in accordance with Part III, Section C, Item (2)(c) and (d) of this
permit.
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Storm water Pollution Prevention Plan Permit No. NCGO10000
6. Unavoidable Bypass for Public Safety
A bypass may be allowed by the Director if the Director determines that
all of the following conditions were met:
a.) The bypass is unavoidable to prevent loss of life, personal injury or
severe property damage,
b.) There were no feasible alternatives to the bypass, such as the use of
auxillary control facilities, retention of stormwater or maintenance
during normal periods of equipment downtime or dry weather. This
condition is not satisfied if adequate back up controls should have
been installed in the exercise of reasonable engineering judgement to
prevent a bypass which occurred during normal periods of equipment
downtime or preventative maintenance, and
c.) The permittee submitted a notice of the bypass per the record keeping
requirements in Part III, Section C, Item (2) (c) and (d) of this permit.
7. Upset of E&SC Measures
Diversions of stormwater from E&SC measures may be considered as an
upset if the permittee can demonstrate that all of the following conditions
have been met. In any enforcement proceeding, the permittee seeking to
establish the occurrence of an upset has the burden of proof.
a.) The permittee submitted notice of the upset as required in this general
permit and identifies the cause(s) of the upset.
b.) The permittee demonstrates that the upset was not caused by
operational error, improperly designed treatment or control facilities,
lack of preventative maintenance, or careless or improper operation.
c.) The permittee agrees to take remedial measures if necessary.
21
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Storm water Pollution Prevention Plan Permit No. NCG010000
e ion Compliance Requirements
3.1 SWPPP A vaila bility
A copy of the On -Site SWPPP (OS-SWPPP) shall be provided by kept onsite until the
project is closed out
3.2 Pie -Construction Conferences
Prior to beginning construction, City of High Point shall be notified (minimum of 48
hours) and a pre -construction meeting must take place onsite. The following must be in
attendance:
• Permittee or representative (having signature authority)
• SWPPP preparer (Civil Engineer)
• 3rd Party inspector
• Contractor and necessary sub -contractors.
Attendance must be recorded per the form provided in appendix G and maintained within
the on -site SWPPP.
3.3 Inspection Requirements
Construction site inspections are to be conducted on a routine basis and must include all
areas disturbed by construction activity, including perimeter BMP's and areas used for
storage of materials that are exposed to precipitation.
Due to the size of this project, site inspections are required to be conducted at a minimum
of a least once every calendar week and must be conducted until final stabilization is
reached on all areas for the construction site. An inspection is recommended within 24
hours of end of a storm event of 0.5 inches or greater. Inspections must be performed by
qualified personnel per City of High Point requirements. Copies of the inspection must
be distributed to the permittee, engineering, construction administrator, contractor(s) and
a copy must be provided in the on -site SWPPP.
Rainfall log (indicated in appendix F) shall be completed on a daily basis by the onsite
contractor. This log shall be maintained in the on -site SWPPP.
A record of each inspection and of any action items taken must be retained as part of the
On -Site SWPPP for at least three years from the date that permit coverage expires or is
terminated.
AU About PlumbingBuilding A•• •

Storm water Pollution Prevention Plan Permit No. NCG010000
3.4 Maintenance Requirements
A. Construction Maintenance: All BMP's and other protective measures identified in the
OS-SWPPP must be maintained in effective operating condition. If site inspections
identify BMP's are not operating effectively, maintenance must be performed within
seven (7) calendar days, before the next inspection, or as reasonably possible, and before
the next storm event.
If periodic inspections indicate that a BMP has been used inappropriately, or incorrectly,
the permittee must address the necessary replacement or modification required to correct
the BMP within a time frame of 48 hours of identification. If existing BMP's need to be
modified or if additional BMP's are necessary to comply with the requirements of this
permit, implementation must be completed prior to the next storm event. If the contractor
is unable to implement the BMP prior to the next storm event, the contractor shall
provide documentation in the On -Site SWPPP.
Sediment from sediment traps/basins shall be removed once sediment accumulates '/2 of
the height of the clean -out stake. Sediment shall be disposed of onsite (within the limits
of disturbance) or off site on an existing approved site (currently under permit coverage).
Sediment collected by Silt Fence, or another sediment control measure, must be removed
when the deposited sediment reaches 1/3 of the height of the above ground portion of
these BMP's or before it reaches a lower height based on the manufacturer's
specifications.
B. Permanent Maintenance: Permanent Storm Water management structures must be
routinely maintained to operate per design. A copy of the permanent maintenance
agreement is included in this SWPPP.
3.5 Record Keeping
The On -Site SWPPP (OS-SWPPP) is a derivative of the Comprehensive SWPPP (C-
SWPPP). The OS-SWPPP shall be provided to the contractor at the pre -construction
meeting to remain onsite.
The pertinent information regarding Self -Inspection, Recordkeeping and Reporting can
be found on Sheet C500 of the construction documents.
Contents of the OS-SWPPP:
Coverage Approval letter/ local Approvals/Contractor Certifications/Recording
Keeping/Logs
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Storm water Pollution Prevention Plan Permit No. NCGOl000O
3.6 Final Stabilization
Project is not deemed complete until stabilization is achieved. Refer to plans for further
information.
Pond as-builts shall be furnished by the owner to the engineer for evaluation. The as-
builts shall be prepared by a North Carolina Licensed Land Surveyor. It must include the
following information:
• Grades/Contours/depths of pond(s)
® Elevations and dimension of all outlet structures, including
o Pipe and orifice inverts and diameters
o Weir elevations and dimensions
o Riser dimensions and elevations
o Emergency spillway dimensions and elevations (top of rock if applicable)
o Locations and inverts for all pipes discharging into pond
• Upon receipt and approval of as-builts, the engineer shall prepare necessary
documentation and submit close-out documentation to City of High Point for
review and approval.
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GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH
THE NCG01 CONSTRUCTION GENERAL PERMIT
Implementing the details and specifications on this plan sheet will result in the construction
activity being considered compliant with the Ground Stabilization and Materials Handling
sections of the NCG01 Construction General Permit (Sections E and F, respectively). The
permittee shall comply with the Erosion and Sediment Control plan approved by the
delegated authority having jurisdiction. All details and specifications shown on this sheet
may not apply depending on site conditions and the delegated authority having jurisdiction.
SECTION E: GROUND STABILIZATION
Required Ground Stabilization Timeframes
Stabilize within this
Site Area Description
many calendar
Timeframe variations
days after ceasing
land disturbance
(a) Perimeter dikes,
swales, ditches, and
7
None
perimeter slopes
(b) High Quality Water
7
None
(HQW) Zones
(c) Slopes steeper than
If slopes are 10' or less in length and are
3:1
7
not steeper than 2:1, 14 days are
allowed
-7 days for slopes greater than 50' in
length and with slopes steeper than 4:1
-7 days for perimeter dikes, swales,
(d) Slopes 3:1 to 4:1
14
ditches, perimeter slopes and HQW
Zones
-10 days for Falls Lake Watershed
-7 days for perimeter dikes, swales,
(e) Areas with slopes
ditches, perimeter slopes and HQW Zones
flatter than 4:1
14
-10 days for Falls Lake Watershed unless
there is zero slope
Note: After the permanent cessation of construction activities, any areas with temporary
ground stabilization shall be converted to permanent ground stabilization as soon as
practicable but in no case longer than 90 calendar days after the last land disturbing
activity. Temporary ground stabilization shall be maintained in a manner to render the
surface stable against accelerated erosion until permanent ground stabilization is achieved.
GROUND STABILIZATION SPECIFICATION
Stabilize the ground sufficiently so that rain will not dislodge the soil. Use one of the
techniques in the table below:
Temporary Stabilization
Permanent Stabilization
• Temporary grass seed covered with straw or
Permanent grass seed covered with straw or
other mulches and tackifiers
other mulches and tackifiers
• Hydroseeding
• Geotextile fabrics such as permanent soil
• Rolled erosion control products with or
reinforcement matting
without temporary grass seed
• Hydroseeding
• Appropriately applied straw or other mulch
• Shrubs or other permanent plantings covered
• Plastic sheeting
with mulch
• Uniform and evenly distributed ground cover
sufficient to restrain erosion
• Structural methods such as concrete, asphalt or
retaining walls
• Rolled erosion control products with grass seed
POLYACRYLAMIDES (PAMS) AND FLOCCULANTS
1. Select flocculants that are appropriate for the soils being exposed during
construction, selecting from the NC DWR List of Approved PAMS/Flocculants.
2. Apply flocculants at or before the inlets to Erosion and Sediment Control Measures.
3. Apply flocculants at the concentrations specified in the NC DWR List of Approved
PAMS/Flocculants and in accordance with the manufacturer's instructions.
4. Provide ponding area for containment of treated Stormwater before discharging
offsite.
5. Store flocculants in leak -proof containers that are kept under storm -resistant cover
or surrounded by secondary containment structures.
EQUIPMENT AND VEHICLE MAINTENANCE
1. Maintain vehicles and equipment to prevent discharge of fluids.
2. Provide drip pans under any stored equipment.
3. Identify leaks and repair as soon as feasible, or remove leaking equipment from the
project.
4. Collect all spent fluids, store in separate containers and properly dispose as
hazardous waste (recycle when possible).
5. Remove leaking vehicles and construction equipment from service until the problem
has been corrected.
6. Bring used fuels, lubricants, coolants, hydraulic fluids and other petroleum products
to a recycling or disposal center that handles these materials.
LITTER, BUILDING MATERIAL AND LAND CLEARING WASTE
1. Never bury or burn waste. Place litter and debris in approved waste containers.
2. Provide a sufficient number and size of waste containers (e.g dumpster, trash
receptacle) on site to contain construction and domestic wastes.
3. Locate waste containers at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
4. Locate waste containers on areas that do not receive substantial amounts of runoff
from upland areas and does not drain directly to a storm drain, stream or wetland.
5. Cover waste containers at the end of each workday and before storm events or
provide secondary containment. Repair or replace damaged waste containers.
6. Anchor all lightweight items in waste containers during times of high winds.
7. Empty waste containers as needed to prevent overflow. Clean up immediately if
containers overflow.
8. Dispose waste off -site at an approved disposal facility.
9. On business days, clean up and dispose of waste in designated waste containers.
PAINT AND OTHER LIQUID WASTE
1. Do not dump paint and other liquid waste into storm drains, streams or wetlands.
2. Locate paint washouts at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
3. Contain liquid wastes in a controlled area.
4. Containment must be labeled, sized and placed appropriately for the needs of site.
5. Prevent the discharge of soaps, solvents, detergents and other liquid wastes from
construction sites.
PORTABLE TOILETS
1. Install portable toilets on level ground, at least 50 feet away from storm drains,
streams or wetlands unless there is no alternative reasonably available. If 50 foot
offset is not attainable, provide relocation of portable toilet behind silt fence or place
on a gravel pad and surround with sand bags.
2. Provide staking or anchoring of portable toilets during periods of high winds or in high
foot traffic areas.
3. Monitor portable toilets for leaking and properly dispose of any leaked material.
Utilize a licensed sanitary waste hauler to remove leaking portable toilets and replace
with properly operating unit.
EARTHEN STOCKPILE MANAGEMENT
1. Show stockpile locations on plans. Locate earthen -material stockpile areas at least
50 feet away from storm drain inlets, sediment basins, perimeter sediment controls
and surface waters unless it can be shown no other alternatives are reasonably
available.
2. Protect stockpile with silt fence installed along toe of slope with a minimum offset of
five feet from the toe of stockpile.
3. Provide stable stone access point when feasible.
4. Stabilize stockpile within the timeframes provided on this sheet and in accordance
with the approved plan and any additional requirements. Soil stabilization is defined
as vegetative, physical or chemical coverage techniques that will restrain accelerated
erosion on disturbed soils for temporary or permanent control needs.
f)o
NORTHCAROLINA
Environmental Quality
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CONCRETE WASHOUTS
1. Do not discharge concrete or cement slurry from the site.
2. Dispose of, or recycle settled, hardened concrete residue in accordance with local
and state solid waste regulations and at an approved facility.
3. Manage washout from mortar mixers in accordance with the above item and in
addition place the mixer and associated materials on impervious barrier and within
lot perimeter silt fence.
4. Install temporary concrete washouts per local requirements, where applicable. If an
alternate method or product is to be used, contact your approval authority for
review and approval. If local standard details are not available, use one of the two
types of temporary concrete washouts provided on this detail.
5. Do not use concrete washouts for dewatering or storing defective curb or sidewalk
sections. Stormwater accumulated within the washout may not be pumped into or
discharged to the storm drain system or receiving surface waters. Liquid waste must
be pumped out and removed from project.
6. Locate washouts at least 50 feet from storm drain inlets and surface waters unless it
can be shown that no other alternatives are reasonably available. At a minimum,
install protection of storm drain inlet(s) closest to the washout which could receive
spills or overflow.
7. Locate washouts in an easily accessible area, on level ground and install a stone
entrance pad in front of the washout. Additional controls may be required by the
approving authority.
8. Install at least one sign directing concrete trucks to the washout within the project
limits. Post signage on the washout itself to identify this location.
9. Remove leavings from the washout when at approximately 75% capacity to limit
overflow events. Replace the tarp, sand bags or other temporary structural
components when no longer functional. When utilizing alternative or proprietary
products, follow manufacturer's instructions.
10. At the completion of the concrete work, remove remaining leavings and dispose of
in an approved disposal facility. Fill pit, if applicable, and stabilize any disturbance
caused by removal of washout.
HERBICIDES, PESTICIDES AND RODENTICIDES
1. Store and apply herbicides, pesticides and rodenticides in accordance with label
restrictions.
2. Store herbicides, pesticides and rodenticides in their original containers with the
label, which lists directions for use, ingredients and first aid steps in case of
accidental poisoning.
3. Do not store herbicides, pesticides and rodenticides in areas where flooding is
possible or where they may spill or leak into wells, stormwater drains, ground water
or surface water. If a spill occurs, clean area immediately.
4. Do not stockpile these materials onsite.
HAZARDOUS AND TOXIC WASTE
1. Create designated hazardous waste collection areas on -site.
2. Place hazardous waste containers under cover or in secondary containment.
3. Do not store hazardous chemicals, drums or bagged materials directly on the ground.
NCC1TO I CIR nT T1\1n CT A RTT .T7. A TTN A NY) A4 A TF.R T A T .0 14 A NT T .TNCT I FFFFCTTVF.- 04/01 /19

PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION A: SELF -INSPECTION
Self -inspections are required during normal business hours in accordance with the table
below. When adverse weather or site conditions would cause the safety of the inspection
personnel to be in jeopardy, the inspection may be delayed until the next business day on
which it is safe to perform the inspection. In addition, when a storm event of equal to or
greater than 1.0 inch occurs outside of normal business hours, the self -inspection shall be
performed upon the commencement of the next business day. Any time when inspections
were delayed shall be noted in the Inspection Record.
Frequency
Inspect
(during normal
Inspection records must include:
business hours)
(1) Rain gauge
Daily
Daily rainfall amounts.
maintained In
If no daily rain gauge observations are made during weekend or
good working
holiday periods, and no individual -day rainfall information is
order
available, record the cumulative rain measurement for those un-
attended days (anc this will determine if a site inspection is
needed). Days an which no rainfall occurred shall be recorded as
"zero." The permittee may use another rain -monitoring device
approved by the Division.
(2) E&SC
At least once per
1. Identification of the measures Inspected,
Measures
7 calendar days
2. Date and time of the Inspection,
and within 24
3. Name of the person performing the Inspection,
hours of a rain
4. Indication of whether the measures were operating
event > 1.0 inch in
properly,
24 hours
5. Description of maintenance needs for the measure,
6. Description, evidence, and date of corrective actions taken.
(3) Stormwater
At least once per
1. Identification of the discharge outfalls inspected,
discharge
7 calendar days
2. Date and time of the inspection,
outfalls (SDcs)
and within 24
3. Name of the person performing the inspection,
hours of a rain
4. Evidence of indicators of Stormwater pollution such as oil
event a 1.0 inch In
sheen, floating or suspended solids or discoloration,
24 hours
S. Indication of visible sediment leaving the site,
6. Description, evidence, and date of corrective actions taken.
(4) Perimeter of
At least once per
If visible sedimentatkm is found outside site limits, then a record
site
7 calendar days
of the following shall be made:
and within 24
1. Actions taken to clean up or stabilize the sediment that has left
hours of a rain
the site limits,
event > 1.0 Inch In
2. Description, evidence, and date of corrective actions taken, and
24 hours
3. An explanation as to the actions taken to control future
releases.
(5) Streams or
At least once per
If the stream or wetland has Increased visible sedimentation or a
wetlands onsite
7 calendar days
stream has visible Increased turbidity from the construction
or offsite
and within 24
activity, then a record of the following shall be made:
(where
hours of a rain
1. Description, evidence and date of corrective actions taken, and
accessible)
event > 1.0 inch in
2. Records of the required reports to the appropriate Division
24 hours
Regional Office per Part Ili, Section C, Item (2)(a) of this permit.
(6) Ground
After each phase
1. The phase of grading (Installation of perimeter E&SC
stabilization
of grading
measures, clearing and grubbing, installation of storm
measures
drainage facilities, completion of all land -disturbing
activity, construction or redevelopment, permanent
ground cover).
2. Documentation that the required ground stabilization
measures have been provided within the required
timeframe or an assurance that they will be provided as
soon as possible.
NOTE: The rain inspection resets the required 7 calendar day inspection requirement.
SECTION B: RECORDKEEPING
1. E&SC Plan Documentation
The approved E&SC plan as well as any approved deviation shall be kept on the site. The
approved E&SC plan must be kept up-to-date throughout the coverage under this permit.
The following items pertaining to the E&SC plan shall be kept on site and available for
inspection at all times during normal business hours.
Item to Document
Documentation Requirements
(a) Each E&SC measure has been installed
Initial and date each E&SC measure on a copy
and does not significantly deviate from the
of the approved E&SC plan or complete, date
locations, dimensions and relative elevations
and sign an inspection report that lists each
shown on the approved E&SC plan.
E&SC measure shown on the approved E&SC
plan. This documentation is required upon the
initial installation of the E&SC measures or if
the E&SC measures are modified after initial
installation.
(b) A phase of grading has been completed.
Initial and date a copy of the approved E&SC
plan or complete, date and sign an inspection
report to indicate completion of the
construction phase.
(c) Ground cover is located and installed
Initial and date a copy of the approved E&SC
in accordance with the approved E&SC
plan or complete, date and sign an inspection
plan.
report to indicate compliance with approved
ground cover specifications.
(d) The maintenance and repair
Complete, date and sign an inspection report.
requirements for all E&SC measures
have been performed.
(e) Corrective actions have been taken
Initial and date a copy of the approved E&SC
to E&SC measures,
plan or complete, date and sign an inspection
report to indicate the completion of the
corrective action.
2. Additional Documentation to be Kept on Site
In addition to the E&SC plan documents above, the following items shall be kept on the
site and available for inspectors at all times during normal business hours, unless the
Division provides a site -specific exemption based on unique site conditions that make
this requirement not practical:
(a) This General Permit as well as the Certificate of Coverage, after it is received.
(b) Records of inspections made during the previous twelve months. The permittee shall
record the required observations on the Inspection Record Form provided by the
Division or a similar inspection form that includes all the required elements. Use of
electronically -available records in lieu of the required paper copies will be allowed if
shown to provide equal access and utility as the hard -copy records.
3. Documentation to be Retained for Three Years
All data used to complete the e-NOI and all inspection records shall be maintained for a period
of three years after project completion and made available upon request. (40 CFR 122.41)
PART II, SECTION G, ITEM (4)
DRAW DOWN OF SEDIMENT BASINS FOR MAINTENANCE OR CLOSE OUT
Sediment basins and traps that receive runoff from drainage areas of one acre or more shall use outlet structures that withdraw water from the surface when these devices need to be drawn down
for maintenance or close out unless this is infeasible. The circumstances in which it is not feasible to withdraw water from the surface shall be rare (for example, times with extended cold weather).
Non -surface withdrawals from sediment basins shall be allowed only when all of the following criteria have been met:
(a) The E&SC plan authority has been provided with documentation of the non -surface withdrawal and the specific time periods or conditions in which it will occur. The non -surface withdrawal
shall not commence until the E&SC plan authority has approved these items,
(b) The non -surface withdrawal has been reported as an anticipated bypass in accordance with Part III, Section C, Item (2)(c) and (d) of this permit,
(c) Dewatering discharges are treated with controls to minimize discharges of pollutants from stormwater that is removed from the sediment basin. Examples of appropriate controls include
properly sited, designed and maintained dewatering tanks, weir tanks, and filtration systems,
(d) Vegetated, upland areas of the sites or a properly designed stone pad is used to the extent feasible at the outlet of the dewatering treatment devices described in Item (c) above,
(e) Velocity dissipation devices such as check dams, sediment traps, and riprap are provided at the discharge points of all dewatering devices, and
(f) Sediment removed from the dewatering treatment devices described in Item (c) above is disposed of in a manner that does not cause deposition of sediment into waters of the United States.
SECTION C: REPORTING
1. Occurrences that Must be Reported
Permittees shall report the following occurrences:
(a) Visible sediment deposition in a stream or wetland.
(b) Oil spills if:
• They are 25 gallons or more,
• They are less than 25 gallons but cannot be cleaned up within 24 hours,
• They cause sheen on surface waters (regardless of volume), or
• They are within 100 feet of surface waters (regardless of volume).
(c) Releases of hazardous substances in excess of reportable quantities under Section 311
of the Clean Water Act (Ref: 40 CFR 110.3 and 40 CFR 117.3) or Section 102 of CERCLA
(Ref: 40 CFR 302.4) or G.S. 143-215.85,
(d) Anticipated bypasses and unanticipated bypasses.
(e) Noncompliance with the conditions of this permit that may endanger health or the
environment.
2. Reporting Timeframes and Other Requirements
After a permittee becomes aware of an occurrence that must be reported, he shall contact
the appropriate Division regional office within the timeframes and in accordance with the
other requirements listed below. Occurrences outside normal business hours may also be
reported to the Department's Environmental Emergency Center personnel at (800)
858-0368.
Occurrence
Reporting Timeframes (After Discovery) and Other Requirements
(a) Visible sediment
• Within 24 hours, an oral or electronic notification.
deposition in a
• Within 7 calendar days, a report that contains a description of the
stream or wetland
sediment and actions taken to address the cause of the deposition.
Division staff may waive the requirement for a written report on a
case -by -case basis.
• If the stream is named on the NC 303(d) list as impaired for sediment -
related causes, the permittee may be required to perform additional
monitoring, Inspections or apply more stringent practices if staff
determine that additional requirements are needed to assure compliance
with the federal or state impaired -waters conditions.
(b) Oil spills and
• Within 24 hours, an oral or electronic notification. The notification
release of
shall include information about the date, time, nature, volume and
hazardous
location of the spill or release.
substances per Item
1(b)-(c) above
(c) Anticipated
• A report at least ten days before the date of the bypass, if possible.
bypasses (40 CFR
The report shall include an evaluation of the anticipated quality and
122.41(m)(3))
effect of the bypass.
(d) Unanticipated
• Within 24 hours, an oral or electronic notification.
bypasses (40 CFR
• Within 7 calendar days, a report that includes an evaluation of the
122.41(m)(3))
quality and effect of the bypass.
(e) Noncompliance
• Within 24 hours, an oral or electronic notification.
with the conditions
• Within 7 calendar days, a report that contains a description of the
of this permit that
noncompliance, and its causes; the period of noncompliance,
may endanger
including exact dates and times, and if the noncompliance has not
health or the
been corrected, the anticipated time noncompliance is expected to
environment(40
continue; and steps taken or planned to reduce, eliminate, and
CFR 122.41(1)(7))
prevent reoccurrence of the noncompliance. (40 CFR 122.41(1)(6).
• Division staff may waive the requirement for a written report on a
case -by -case basis.
,, v r.
g �" NORTH CAROLINA
0`'1Environmental Quality
NCGOI SELF -INSPECTION, RECORDKEEPING AND REPORTING I EFFECTIVE: 04/01/19

Stormwater Pollution Prevention Plan Permit No. NCGO 10000
Appendix A Site Maps
Locations Map
Site Maps
Topographic Map
Soils Maps
Floodway Map
All About Plumbing Building Addition

ienderson County, NC Tax Parcel Report Wednesdav, April 27, 202:
Parcel Information
REID:
10001068
Pin:
9632570722
Listed to:
ALL ABOUT PLUMBING INC.
Neighborhood:
TOWN OF MILLS RIVER (D)
Mailing Address:
P.O. BOX 1041
Township:
Mills River
Mailing City, State, Zip:
HENDERSONVILLE, NC 28793
Municipality:
MILLS RIVER
Physical Address:
5521 OLD HAYWOOD RD
Tax District:
MILLS RIVER TOWN
Deed:
003058/00553
Plat:
SLID 10634
Date Recorded:
2017-05-26 16:19:00.0
Elementary School District:
MARLOW
Revenue Stamps:
300
Middle School District:
RUGBY MIDDLE
County Zoning:
Cities
High School District:
WEST HIGH
Property Description:
MINOR SUBDIVISION 3.0 AC L01
Soil:
Hayesville loam, 7 to 15 percent
slopes
Map Sheet:
9632.00
Voting Precinct:
Mills River North
Assessed Acreage:
3.00000000
Commissioner District
3
Building Value:
$227,900.00
Agricultural District
None Found
Land Value:
$147,600.00
North Carolina House District
117
Value To Be Billed:
$375,500.00
U.S. House District
11
North Carolina Senate District
48
Flood Zone:
Zone X, Not Shaded (Areas
outside of the floodplain)
THIS IS NOT A SURVEY.
Henderson County
Geographic Information Systems (GIS) All information or data provided, whether subscribed, purchased or otherwise distributed, whether in hard copy or digital
200 North Grove Street media, shall be at the userAE'lls own risk. Henderson County makes no warranties or guarantees, including the warranties of
Hendersonville, NC 28792 merchantability or of fitness for a particular purpose. Map data is not appropriate for, and is not to be used as, a geodetic,
VW P: [phone] legal, or engineering base system. The data is not intended as a substitute for surveyed locations such as can be determined
F: [phone] by a registered Public Land Surveyor, and does not meet the minimum accuracy standards of a Land Information
System/Geographic Information System Survey in North Carolina (21 NCAC 56.1608).

lenderson County, NC I ax Parcel Report Wednesday, April 27, 202;
REID:
Listed to:
Mailing Address:
Mailing City, State, Zip:
Physical Address:
Deed:
Date Recorded:
Revenue Stamps:
County Zoning:
Property Description
Map Sheet:
Assessed Acreage:
Building Value:
Land Value:
Value To Be Billed:
North Carolina Senate District
Parcel Information
10001068
ALL ABOUT PLUMBING INC.
P.O. BOX 1041
HENDERSONVILLE, NC 28793
5521 OLD HAYWOOD RD
003058/00553
2017-05-26 16:19:00.0
300
Cities
MINOR SUBDIVISION 3.0 AC LO1
9632.00
3.00000000
$227,900.00
$147,600.00
$375,500.00
48
Pin:
Neighborhood:
Township:
Municipality:
Tax District:
Plat:
Elementary School District:
Middle School District:
High School District:
Soil:
Voting Precinct:
Commissioner District
Agricultural District
North Carolina House District
U.S. House District
Flood Zone:
9632570722
TOWN OF MILLS RIVER (D)
Mills River
MILLS RIVER
MILLS RIVER TOWN
SLD 10634
MARLOW
RUGBY MIDDLE
WEST HIGH
Hayesville loam, 7 to 15 percent
slopes
Mills River North
3
None Found
117
11
Zone X, Not Shaded (Areas
outside of the floodplain)
THIS IS NOT A SURVEY.
Henderson County
Geographic Information Systems (GIs)
All Information or data provided, whether subscribed, purchased or otherwise distributed, whether in hard copy or digital
200 North Grove Street
media, shall be at the userefi"'s own risk. Henderson County makes no warranties or guarantees, including the warranties of
Hendersonville, NC 28792
merchantability or of fitness for a particular purpose. Map data is not appropriate for, and is not to be used as, a geodetic,
P: [phone]
legal, or engineering base system. The data Is not intended as a substitute for surveyed locations such as can be determined
F: [phone]
by a registered Public Land Surveyor, and does not meet the minimum accuracy standards of a Land Information
System/Geographic Information System Survey in North Carolina (21 NCAC 56.1608).

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Stream Name:
McDowell Creek
Description:
From source to French
Broad River
Classification:
C
Date of Class.:
March 31, 1996
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River Basin:
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Hydrologic Soil Group —Henderson County, North Carolina
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
BaB
Bradson gravelly loam,
2 to 7 percent slopes
B
7.2
40.5%
BaC
Bradson gravelly loam,
7 to 15 percent slopes
B
2.2
12.4%
DeB
Delanco (dillard) loam, 2
to 7 percent slopes
C
2.7
15.4%
HyC
Hayesville loam, 7 to 15
percent slopes
C
5.6
31.7%
i
Totals for Area of Interest
17.8
100.0%
Description
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.
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.
USDA Natural Resources Web Soil Survey 5/18/2022
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Henderson County, North Carolina
Rating Options
Aggregation Method. Dominant Condition
Component Percent Cutoff: None Specified
Tie -break Rule: Higher
UysD-A Natural Resources Web Soil Survey 5/18/2022
Conservation Service National Cooperative Soil Survey Page 4 of 4

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Stol'111Watel' Pollution Prevention Plan Permit No. NCGO10000
Appendix B Drainage Maps
Pre -Development Drainage Map
Post Development Drainage Map
Phase 1 Sediment Drainage Map
All About Plumbing - Building Addition

Pre Development
All About Plumbing
Pre Area #1
2.04
acres
On -Site 2.04
acres
Off -Site 0.00
acres
On -Site
Area
SCS CN
Existing Road/Asphalt
0.07
98
Existing Gravel
0.38
85
Existing Building
0.08
98
Existing Sidewalk
0.01
98
Existing Grass
1.50
60
2.04
Weighted =
67.64
Pre Area #2
0.37
acres
On -Site 0.37
acres
Off -Site 0.00
acres
On -Site
Area
SCS CN
Existing Grass
0.37
60
0.37
Weighted =
60.00
Pre Area #3
0.74
acres
On -Site 0.74
acres
Off -Site 0.00
acres
On -Site
Area
SCS CN
Existing Gravel
0.41
85
Existing Building
0.04
98
Existing Sidewalk
0.01
98
Existing Grass
0.28
60
0.74
Weighted =
76.42

Post Development
Post Area #1A (To Pond)
0.94
acres
On -Site 0.94
acres
Off -Site 0.00
acres
On -Site
Area
SCS CN
Proposed Building
0.15
98
Proposed Gravel
0.50
85
Proposed Pond
0.14
98
Proposed/Existing Grass
0.15
61
0.94
Weighted =
85.18
Post Area #16 (Bypass Pond)
1.74
acres
On -Site 1.74
acres
Off -Site 0.00
acres
On -Site
Area
SCS CN
Existing Road/Asphalt
0.07
98
Existing Gravel
0.32
85
Proposed Gravel
0.06
85
Existing Building
0.08
98
Existing Sidewalk
0.01
98
Existing Grass
1.20
60
1.74
Weighted =
68.95
Post Area #2
0.14
acres
On -Site 0.14
acres
Off -Site 0.00
acres
On -Site
Area
SCS CN
Proposed Grass
0.14
61
0.14
Weighted =
61.00
Post Area #3
0.33
acres
On -Site 0.33
acres
Off -Site 0.00
acres
On -Site
Area
SCS CN
Proposed Gravel
0.03
85
Existing Gravel
0.06
85
Existing Building
0.04
98
Existing Sidewalk
0.01
98
Existing Grass
0.19
60
0.33
Weighted =
72.58

ANALYSIS
POINT #2
Rmm/co
EI 1009.24
AARON & MEGAN BLACKMOR I
PIN 9632-47-4356
DB 1455 PG 353
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PIN 9632-48-8321
DB 349 PG 4
REMNANT ACREAGE: ±23.6 ACRES
PRE AREA #2 /
0,37 ACRES
SCS CN = 60.00
PRE AREA #1
2.04 ACRES r
SCS CN = 67.64
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\ ANALYSIS
POINT #3
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RBI INVESTMENTS LLC
PIN 9632-57-5740
DB 1290 PG 52
MARK R LAFEVER
PIN 9632-57-4257
DB 862 PG 482
ANALYSIS
POINT #1
120' 180'
GRAPHIC SCALE: 1" = 60'-0"

ANALYSIS
POINT #2
VLEY. 100
POST AREA #2
0.14 ACRES
SCS CN = 61.00
AARON & MEGAN BLACKMOR
OOFiNFR
PIN 9632-47-4356
DB 1455 PG 353
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PIN 9632-48-8321
DB 349 PG 4
REMNANT ACREAGE: ±23.6 ACRES
o�na
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0.33 ACRES
SCS CN = 72.58
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ANALYSIS
POINT #3 3
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DB 912 PG 467
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ANALYSIS
Q
POINT #1
0' 60' 120' 180,
GRAPHIC SCALE: 1" = 60'-0"

I �
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PIN 9632-48-8321
DB 349 PG 4
REMNANT ACREAGE: ±23.6 ACRES
o�na
RERM/CAP µnp
V. 1009.24 r
PEEm/CAP 1 1 1
ElEV: 1010.61 1 1 1
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SEDIMENT BASIN SERVES RENMANTPARCEL a
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m
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DB 912 PG 467 PIN 9632-57-4257
DB 1162 PG 4112
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0' 60' 120' 180'
GRAPHIC SCALE: 1" = 60'-0"

StOIAM ater Pollution Prevention Plan Permit No. NCGO10000
Appendix C Additional Approvals/Certifications
USACE's Jurisdictional Determinations
(Mot applicable)
Jurisdictional Floodplain Management Certifications
(Not applicable)
Other Local Ordinance Certifications and Approvals
(to be provided upon receipt)
All About Plumbing - Building Addition

Stormwater Pollution Prevention Plan Permit No. NCGO10000
Appendix D Engineering Reports
Bio Retention Cell Calculations
Sediment Trapping Calculations
Storm Pipe Calculations
Time of Concentration Calculations
All .b• Building Addition

NOAA Atlas 14, Volume 2, Version 3 L,
Location name: Mills River, North Carolina, USA* £-''w
Latitude: 35.4222°, Longitude:-82.5751' A.
Elevation: 2185.19 ft** - a
source: ESRI Maps rr
" source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval (years)
Duration
1 2 5 10 25 50
����������
100 200
500 1000
0.367 0.437 0.524 6.591 0.676 0.742
0.807 0.873
0.959 1.03
5-mtn
(0.331-0.408) (0.395-0.486) (0.473-0.582) 0.531-0.653) (0.603-0.748) (0.658-0.820)
(0.713-0.894) (0.766-0.970)
(0.831-1.07) (0.881-1.16)
0.587 0.700 0.839 0.944 1.08 1.18
1.28 1.38
1.52 1.62
10-min
(0.529-0.652) (0.633-0.777) (0.757-0.932) (0.848-1.05) (0.961-1.19) 1 (1.05-1.31)
1.13-1.42) 1 (1.21-1.54)
(1.31-1.70) (1.39-1.82)
0.734 0.879 1.06 1.20 1.37 1,50
1.62 1.75
1.91 2.03
15-min
(0.662-0.815) (0.795-0.976) (0.957-1,18) (1.07-1.32) 1 (1.22-1.51) (1.33-1.65)
1 (1.43-1.80) 1 (1.53-1.94)
(1.65-2.13) (1.74-2.28)
1.01 1.22 1.51 1.73 2.02 2.25
2.48 2.72
3.04 3.29
30-min
(0.907-1.12) 1 (1.10-1.35) (1.36-1.68) (1.56-1.92) (1.81-2.24) 1 (2.00-2.49)
1.25 1.52 1.93 2.25 2.69 3.05
(2.19-2.75) 11 (2.38-3.02)
3.42 3.81
3.02-3.79) 1
(2.63-3.40) (2.82-3.70)
4.36 4.80
(3.78-4.87) 4.12-5.40)
60-mtn
1.13-1.39) 1 (1.38-1.69) (1.74-2.15) (2.03-2.49) (2.40-2.98) 1 (2.71-3.37)
(3.34-4.24)
2-hr
1.47 1.79 2.25 2.63 3.15 3.57
4.02 4.50
5.16 5.70
(1.32-1.63) 1 (1.61-1.98) (2.02-2.49) 1 (2.35-2.90) (2.80-3.49) (3.16-3.96)
(3.53-4.46) 1 (3.91-4.99)
(4.43-5.76) (4.85-6.40)
1.58 1.90 2.38 2.78 3.36 3.84
4.35 4.90
5.70 6.36
3-hr
(1.43-1.76) 1 (1.72-2.12) (2.15-2.65) (2.49-3.09) (2.98-3.73) (3.394.26)
(3.80-4.84) (4.24-5.46)
(4.85-6.40) (5.35-7.17)
1.98 2.37 2.92 3.39 4.07 4,65
5.28 5.96
6.96 7.79
6-hr
(1.81-2.19) 1 (2.16-2.60) 1 (2.66-3.20) (3.07-3.72) 11 (3.66-4.47) 1 (4.15-5.11)
11 (4.67-5.81) (5.21-6.58)
(5.98-7.72) (6.61-8.70)
2.50 2.98 3.66 4.20 4.95 5.57
6.20 6.87
7.79 8.52
12-hr
(2.30-2.73) 1 (2.74-3.26) (3.36-3.99) (3.85-4.58) (4.52-5.41) 1 (5.06-6.09)
1 (5.60-6.79) 11 (6.15-7.54)
(6.90-8.62) (7.47-9.49)
3.58 4.40 5.06 5.96 6.69
7.45 8.24
9.34 10.2
24-hr
2 99
(2.77-3.23) (3.32-3.88) (4.074.77) (4.67-5.47) 11 (5.49-6.44) 1 (6.14-7.23)
(6.80-8.04) (7.48-8.89)
(8.40-10.1) (9.12-11.1)
4.24 5.17 5.90 6.91 7.73
8.57 9.44
10.6 11.6
2-day
3.56
(3.32-3.82) 1 (3.95-4.57) (4.81-5.55) (5.48-6.34) 1 (6.40-7.42) (7.14-8.30)
(7.89-9.22) (8.64-10.2)
(9.66-11.5) 10.5-12.6)
3.80 4.52 5.46 6.21 7.22 8,02
8.85 9.69
10.8 11.8
L3-day ]F
(3.55.4.07) (4.23 4.85) (5.10-5.85) (5.78.6.64) (6.70-7.72) (7.43 8.59)
(8.16-9.49) (8.II9-10.4)
(9.88-11.7) (10.7-12.7)
4.81 5.76 6.51 7.52 8.32
9.13 9.94
11.0 11.9
4-day
4.04
(3.78-4.31) 1 (4.50-5.13) 1 (5.38-6.15) 1 (6.08-6.95) (7.00-8.03) 1 (7.72-8.88)
4.72 5.61 6.72 7.61 8.81 9.77
1
1 (8.43-9.76) 1 (9.15-10.6)
10.7 11.7
11 (10.8-12.6)
(10.1-11.9) (10.9-12.9)
13.1 14.2
(12.0-14.1) (12.9-15.3)
7-day
(4.43-5.05) 1 (5.26-6.00) 1 (6.30-7.19) 1 (7.12-8.13) (8.21-9.41) (9.08-10.4)
(9.95-11.5)
5.42 6.41 7.60 8.54 9.82 10.8
11.9 12.9
14.3 15.4
10-day
(5.12-5.75) 1 (6.05-6.81) (7.18-8.07) (8.06-9.07) (9.24-10.4) 10.2-11.5)
1 (11.1-12.6) 1 (12.0-13.7)
(13.2-15.3) (14.1-16.5)
8.66 10.1 11.1 12.5 13.6
14.6 15.7
17.0 17.9
20 day
7.37
(6.98-7.77) (8.21-9.15) (9.53-10.6) (10.5-11.8) (11.9-1 3.2) (12.8-14.4)
1 (13.8-15.5) 1 (14.7-16.6)
(15.9-18.0) (16.7-19.1)
19.0 19.8
30-day
9.03 10.6 12.1 13.3 14.7 r15.8 16.8 17.8
(8,58-9.51) (10.1-11.2) (11.5-12.8) (12.6-14.0) (13.9-15.5) (1� 0 16.6) 1 (15.9-17.7) 1 (16.7-18.7)
(17.8-20.1) (18.6-21.0)
11.5 13.4 15.1 16.4 17.9 18.9 19.9 20.8
21.8 22.6
45-day
(11.0-12.1) (12.8-14.1) (14.4-15.9) (15.6-17.2) ( 17.0-18.8) (18.0-19.9) (18.9-20.9) (19.7-21.9)
(20.7-23.0) (21.3-23.8)
18.0 19.3 20.9 22.1 23.1 24.0
25.0 25.8
60-day
13.8 16.1
(13.2-14.5) (15.3-16.9) (17.1-18.9) (18.4-20.3) (1 9.9-22.0) (21.0-23.2) (21.9-24.3) (22.7-25.2)
(23.7-26.4) (24.4-27.2)
1 Precipitation
frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in
parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation
frequency estimates (for
a given duration
and average recurrence Interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates
at upper bounds are
not checked
against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer
to NOAA Atlas 14 document for more information.
Back to Top
PF graphical

NOAA Atlas 14, Volume 2, Version 3
Location name: Mills River, North Carolina, USA*
j Latitude: 35.4222*, Longitude:-82.5751'
x c
Elevation: 2185.19 ft**'r
source: ESRI Maps �v
source: LISGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)!
Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 4.40 5.24 6.29 7.09 8.11 8.90 9.68 10.5 11.5 12.3
(3.97-4.90) 11 (4.74-5.83) 1 (5.68-6.98) (6.37-7.84) 1 (7.24-8.98) 1 (7.90-9.84) 1 (8.56-10.7) 1 (9.19-11.6) 1 (9.97-12.9) 11 (10.6-13.9
10-min 3.52 4.20 5.03 5.66 6.47 7.09 7.70 8.30 9.10 9.71
(3.17-3.91) 11 (3.80-4.66) 1 (4.54-5.59) 1 (5.09-6.27) 1 (5.77-7.1 5) 1 (6.29-7.83) 1 (6.80-8.53) 1 (7.28-9.22) 1 (7.88-10.2) 1 (8.33-10.9)
15-min 2.94 3.52 4.25 4.78 5.46 5.98 6,49 6,99 7.64 8.13
(2.65-3.26) 11 (3.18-3.90) 1 (3.83-4.72) 1 (4.29-5.29) 1 (4.87-6.04) 1 (5.30-6.61) 1 (5.73-7.18) 1 (6.12-7.76) 1 (6.62-8.53) 1 (6.97-9.14)
30-min 2.01 2.43 3.02 3.46 4.05 4.50 4.97 5.44 6.08 6.58
(1.81-2.24) 11 (2.20-2.70) 1 (2.72-3.35) 1 (3.11-3.83) 1 (3.61-4.48) 1 (4.00-4.98) 1 (4.39-5.50) 1 (4.77-6.04) 1 (5.26-6.79) 1 (5.64-7.40)
60-min 1.25 1.52 1.93 2.25 2.69 3.05 3.42 3.81 4.36 4.80
(1.13-1.39) 11 (1.38-1.69) 1.74-2.15) 11 (2.03-2.49) 11 (2.40-2.98) 1 (2.71-3.37) 11 (3.02-3.79) (3.34-4.24) 1 (3.78-4.87) 11 (4.1 2-5.40IF 6-hr 0.331 0.395 0.487 0.566 0.680 0.777 0.882 0.996 1.16 1.30
(0.303-0.365) (0.360-0.434) (0.444-0.535) (0.513-0.621) (0.612-0.747) (0.694-0.853) (0.779-0.971) (0.870-1.10) (0.998-1.29) (1.10-1.45)
12-hr 0 208 0.248 0.304 0.349 0.411 0.463 0.515 0.570 0.646 0.707
(0.191-0.227) (0.228-0.270) (0.279-0.331) (0.320-0.380) (0.375-0.449) (0.420-0.505) (0.465-0.564) (0.511-0.626) (0.573-0,715) (0.620-0.788)
24-hr 0125 0.149 0.183 0.211 0.248 0.279 0.310 0.343 0.389 0.426
(0.115-0.135) (0.138-0.162) (0.170-0.199) (0.195-0.228) (0.229-0.268) (0.256-0.301) (0.283-0.335) (0.312-0.371) (0.350-0.421) (0.380-0.461)
2 day 0.074 0.088 0.108 0.123 0.144 0.161 0.179 0.197 0.222 0.242
(0.069-0.080) (0.082-0.095) (0.100-0.116) (0.114-0.132) (0.133-0.155) (0.149-0.173) (0.164-0.192) (0.180-0.212) (0.201-0.239) (0.218-0.262)
3•day 0.053 r) 0.063 ) 0.076 0.086 ) ( 0.100 0.111 0.123 ) ( 0.135 0.151 0.163 )
(0.049-0.057 (0.059-0.067 (0.071-0.081) (0.080-0.092 0.093.0,107) (0.103-0.119) (0.113-0.132 0.124-0.144) (0.137-0.162) (0.148-0.176
[�F-0.-04-2--JF)(0.050 0.060 0.068 0.078 0.087 0.095 0.104 0.115 0.124
(0.039-0.045 0.047-0.053) (0.056-0.064) (0.063-0.072) (0.073-0.084) (0.080-0.093) (0.088-0.102) (0.095-0.111) (0.105-0.124) (0.113-0.134)
7-day 0.028 0.033 0.040 0.045 0.052 0.058 0.064 0.070 0.078 0.084
(0.026.0.030) (0.031-0.036) 0.037-0.043) (0.042-0.048) (0.049-0.056) (0.054-0.062) (0.059-0.068) (0.064-0.075) (0.071-0.084) (0.077-0.091)
[��]F 0.023 0.027 ( 0.032 0.036 ) ( 0.041 0.045 0.049 0.054 0.060 0.064 )
(0.021-0.024) (0.025-0.028 0.030-0.034) (0.034-0.038 0.038-0.043) 0.042-0.048) (0.046-0.053) (0.050-0.057) (0.055-0.064) (0.059-0.069
20-day 0.015 0.018 0.021 0.023 0.026 0.028 0.030 0.033 0.035 0.037
(0.015-0.016) (0.017-0.019) (0.020-0.022) (0.022-0.025) (0.025-0.028) (0.027-0.030) (0.029-0.032) (0.031-0.035) (0.033-0.038) (0.035-0.040)
[��F-0--013 0.015 0.017 0.018 0.020 0.022 0.023 0.025 0.026 0.028
(0.012-0.013) (0.014-0.015) (0.016-0.018) (0.017-0.019) (0.019.0.022) (0.021-0.023) (0.022-0.025) (0.023-0.026) (0.025-0.028) (0.026-0.029)
45-day 0.011 0.012 0.014 0.015 0.017 0.018 0.018 0.019 0.020 0.021
(0.010-0.011) (0.012-0.013) (0.013-0.015) (0.014-0.016) (0.016-0.017) (0.017-0.018) (0.018.0.019) (0.018-0.020) (0.019-0.021) (0.020-0.022)
60-day 0.010 0.011 0.012 0.013 0.015 0.015 0.016 0.017 0.017 0.018
(0.009-0.010) (0.011-0.012) (0.012-0.013) (0.013-0.014) (0.014-0.015) (0.015-0.016) (0.015-0.017) (0.016-0.018) (0.016-0.018) (0.017-0.019)
I Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
2-hr
0.736
(0.662-0.815)
0.893
(0.804-0.988)
1.13
(1.01-1.25)
1.31
(1.18-1.45)
1.57
(1.40-1.74)
1.79
(1.58-1.98)
2.01
(1.76-2.23)
2.25
(1.96-2.50)
2.58
(2.21-2.88)
2.85
(2.42-3.20)
0.526
0.634
0.794
0.927
1.12
1.28
1.45
1,63
1.90
2.12
3-hr
(0.475-0.587)
(0.571-0.705)
(0.715-0.882)
(0.830-1.03)
(0.994-1.24)
(1.13-1.42)
(1.27-1.61)
(1.41-1.82)
(1.62-2.13)
tsacl< to lop
PF graphical

All About Plumbing Bioretention Cell Calculations I
Bioretention Pond Drainage Area (Ac) 0.94
SCS CN Value 85.18
Runoff Depth (in) 1
Required Runoff Volume
Runoff Volume (ft) = Drainage Area * Runoff Depth
3412.2 ft
Required surtace Area (st)
Depth of Water (ft) 1
Required Surface Area = Volume / Depth of Water
= 3412.20 ft
Underdrain Sizing
Hydraulic Conductivity (K) _
Soil Depth (L)
AH
qp = (K)*((AH)/(L))
3.75 in/hr
Flowrate (Q) = qp * Area
= 0.296 cfs
Factor of Safety = 10
Flowrate with Factor of Safety (cfs) = 2.96
N x D = 16(Q*n/s^0.5)^3/8
N = number of pipes
D = Pipe Diameter (Inches)
Q = Factor of Safety Flowrate (cfs)
n = mannings Coefficient (0.011)
rope of pipe (ft/ft) (1%)
NxD = 10.5
inches
3 (in/hr)
3 ft
3.75 ft

SEDCAD 4 for Windows
r— ... inht iaap _9nn7 P-1. I Gh�er�h
All About Plumb
Sediment Trapping Calculations
2"Skimmer
2 Yr Storm
McCutchen Engineering
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
r`—,6hf 1QQR _,)nn7 P—ia I Crh—h
Storm Type: NRCS Type II
Design Storm: 2 yr - 24 hr
Rainfall Depth: 3.600 inches
article SizeDistribution:
Size (mm)
Bradson
1.4000
100.000%
1.0000
89.700%
0.0630
66.000%
0.0440
38.100%
0.0380
36.600%
0.0040
4.200%
0.0030
2.600%
0.0010
0.000%
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
r-... inh4 1QQR _,)nn7 P-1. I Qrh,—h
Type
Stru (flows Stru
Musk. K Musk. X
Description
# into) #
(hrs)
Pond
#1 ==> End
0.000 0.000
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
0— ... inht 1QQR _Onn7 Pamela I Crh1A/.h
4
Structure Summary:
Immediate
Total
Peak
Total
Peak
Peak
Contributing
Contributing
Discharge
Runoff
Sediment Sediment
Settleable
24VW
Area
Area
Volume
(tons) Conc.
Conc.
(MI/1)
(ac)
(ac)
(cfs)
(ac-ft)
(mg/1)
(MI/1)
In
1.25
0.10
3.5 44,331
29.00
15.92
#1 0.570
0.570
Out
0.04
0.10
0.1 7,104
0.00
0.00
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
r- ... inht 9QQA _9nn7 P-1. I Crh,—h
•
Structure #1
Size (mm)
In
Out
1.4000
100.000%
100.000%
1.0000
89.700%
100.000%
0.0630
66.000%
100.000%
0.0440
38.100%
100.000%
0.0380
36.600%
100.000%
0.0040
4.200%
100.000%
0.0030
2.600%
100.000%
0.0010
0.000%
0.000%
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
Cnnvrinht IaaA nn07 P-10 I Srh,—h
Structure #1 (Ponds
Pond Inputs:
Initial Pool Elev:
998.91 ft
Initial Pool:
0.00 ac-ft
*Sediment Storage:
0.00 ac-ft
Dead Space:
0.20 %
*No sediment capacity defined
Perforated Riser
Riser
Riser Height
Diameter
Barrel
Barrel Barrel Slope
Diameter
Number of
Spillway Elev
Manning's n Holes per
(ft)
(in)
Length (ft) (%)
(in)
(ft)
Elev
48.00 5.10
12.00 50.00 1.00
0.0110 1,004.00 1
Riser
Riser Height
Diameter
Barrel
Barrel Barrel Slope
Diameter
Number of
Spillway Elev
Manning's n Holes per
(ft)
(in)
Length (ft) (o7o)
(in)
(ft)
Elev
48.00 5.10
12.00 50.00 1.00
0.0110 1,004.00 1
Pond Results:
Peak Elevation:
1,000.71 ft
H'graph Detention Time:
12.40 hrs
Pond Model:
CSTRS
Dewater Time:
0.00 days
Trap Efficiency:
97.78 %
Dewatering time is calculated from peak stage to lowest spillway
Elevation -Capacity -Discharge Table
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge Dewater
Time
(cfs) (hrs)
998.90
0.000
0.000
0.000 Top of Sed. Storage
998.91
0.000
0.000
0.000
999.00
0.000
0.000
0.038
999.10
0.001
0.000
0.038
999.20
0,003
0.000
0.038
999.30
0.006
0.001
0.038
999.40
0.010
0.001
0.038
999.50
0.015
0.003
0.038
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
Cnnvrinhi 1QQR _')nn7 P-1. I Crh,-h
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge Dewater
Time
(cfs) (hrs)
999.60
0.022
0.004
0.038
999.70
0.030
0.007
0.038
999.80
0.039
0.010
0.038
999.90
0.049
0.015
0.038
1,000.00
0.060
0.020
0.038
1,000.10
0.061
0.026
0.038
1,000.20
0.062
0.032
0.038
1,000.30
0.063
0.039
0.038
1,000.40
0.064
0.045
0.038
1,000.50
0.065
0.051
0.038
1,000.60
0.066
0.058
0.038
1,000.70
0.067
0.065
0.038
1,000.71
0.067
0.065
0.038 0.00 Peak Stage
1,000.80
0.068
0.071
0.038
1,000.90
0.069
0.078
0.038
1,001.00
0.070
0.085
0.038
1,001.10
0.071
0.092
0.038
1,001.20
0.072
0.099
0.038
1,001.30
0.073
0.106
0.038
1,001.40
0.074
0.114
0.038
1,001.50
0.075
0.121
0.038
1,001.60
0.076
0.129
0.038
1,001.70
0.077
0.136
0.038
1,001.80
0.078
0.144
0.038
1,001.90
0.079
0.152
0.038
1,002.00
0.080
0.160
0.038
1,002.10
0.080
0.168
0.038
1,002.20
0.080
0.176
0.038
1,002.30
0.080
0.184
0.038
1,002.40
0.080
0.192
0.038
1,002.50
0.080
0.200
0.038
1,002.60
0.080
0.208
0.038
1,002.70
0.080
0.216
0.038
1,002.80
0.080
0.224
0.038
1,002.90
0.080
0.232
0.038
1,003.00
0,080
0.240
0.038
1,003.10
0.081
0.248
0.038
1,003.20
0.082
0.256
0.038
1,003.30
0.083
0.264
0.038
1,003.40
0.084
0.273
0.038
1,003.50
0.085
0.281
0.038
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
(--,rinhf 1QQR _')nn7 0-10 f Crh,-h
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge Dewater
Time
(cfs) (hrs)
1,003.60
0.086
0.290
0.038
1,003.70
0.087
0.298
0.038
1,003.80
0.088
0.307
0.038
1,003.90
0.089
0.316
0.038
1,004.00
0.090
0.325
0.038 Spillway #1
1,004.10
0.091
0.334
1.270
1,004.20
0.092
0.343
3.523
1,004.30
0.093
0.352
6.440
1,004.40
0.094
0.362
8.152
1,004.50
0.095
0.371
8.219
1,004.60
0.096
0.381
8.286
1,004.70
0.097
0.390
8.352
1,004.80
0.098
0.400
8.418
1,004.90
0.099
0.410
8.483
1,005.00
0.100
0.420
8.548
1,005.10
0.102
0.430
8.612
1,005.20
0.104
0.440
8.676
1,005.30
0.106
0.451
8.739
1,005.40
0.108
0.461
8.802
1,005.50
0.110
0.472
8.864
1,005.60
0.112
0.483
8.926
1,005.70
0.114
0.495
8.988
1,005.80
0.116
0.506
9.049
1,005.90
0.118
0.518
9.110
1,006.00
0.120
0.530
9.170
1,006.10
0.121
0.542
9.230
1,006.20
0.122
0.554
9.289
1,006,30
0.123
0,566
9.348
1,006.40
0.124
0.579
9.407
1,006.50
0.125
0.591
9.465
1,006.60
0.126
0.604
9.523
1,006.70
0.127
0.616
9.581
1,006.80
0.128
0.629
9.638
1,006.90
0.129
0.642
9.695
1,007.00
0.130
0.655
9.752
Detailed Discharge Table
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
c,-,,inh{ 1QQA _9nn7 Pamela I Crh,-h
Elevation
(ft)
perf. Riser (cfs )
User-
input discharge
(cfs)
Combined
Total
Discharge
g
(cfs)
998.90
0.000
0.000
0.000
998.91
0.000
0.000
0.000
999.00
0.000
0.038
0.038
999.10
0.000
0.038
0.038
999.20
0.000
0.038
0.038
999.30
0.000
0.038
0.038
999.40
0.000
0.038
0.038
999.50
0.000
0.038
0.038
999.60
0.000
0.038
0.038
999.70
0.000
0.038
0.038
999.80
0.000
0.038
0.038
999.90
0.000
0.038
0.038
1,000.00
0.000
0.038
0.038
1,000.10
0.000
0.038
0.038
1,000.20
0.000
0.038
0.038
1,000.30
0.000
0.038
0.038
1,000.40
0.000
0.038
0.038
1,000.50
0.000
0.038
0.038
1,000.60
0.000
0.038
0.038
1,000.70
0.000
0.038
0.038
1,000.80
0.000
0.038
0.038
1,000.90
0.000
0.038
0.038
1,001.00
0.000
0.038
0.038
1,001.10
0.000
0.038
0.038
1,001.20
0.000
0.038
0.038
1,001.30
0.000
0.038
0.038
1,001.40
0.000
0.038
0.038
1,001.50
0.000
0.038
0.038
1,001.60
0.000
0.038
0.038
1,001,70
0.000
0.038
0.038
1,001.80
0.000
0.038
0.038
1,001.90
0.000
0.038
0.038
1,002.00
0.000
0.038
0.038
1,002.10
0.000
0.038
0.038
1,002.20
0.000
0.038
0.038
1,002.30
0.000
0.038
0.038
1,002.40
0.000
0.038
0.038
1,002.50
0.000
0.038
0.038
1,002.60
0.000
0.038
0.038
1,002.70
0.000
0.038
0.038
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
(`- inh} 1aaR _9nn7 P-1. I crh,-h
10
Elevation
(�)
(cfs)
Perf. cfs Riser
User-
input discharge
(cfs)
Combined
Total
Discharge
(cfs)
1,002.80
0.000
0.038
0.038
1,002.90
0,000
0.038
0.038
1,003.00
0.000
0.038
0.038
1,003.10
0.000
0.038
0.038
1,003.20
0.000
0.038
0.038
1,003.30
0.000
0.038
0.038
1,003.40
0.000
0.038
0.038
1,003.50
0.000
0.038
0.038
1,003.60
0.000
0.038
0.038
1,003.70
0.000
0.038
0.038
1,003.80
0.000
0.038
0.038
1,003.90
0.000
0.038
0.038
1,004.00
0.000
0.038
0.038
1,004.10
1.232
0.038
1.270
1,004.20
3.485
0.038
3.523
1,004.30
6.402
0.038
6.440
1,004.40
8.114
0.038
8.152
1,004.50
8.181
0.038
8.219
1,004.60
8.248
0.038
8.286
1,004.70
8.314
0.038
8.352
1,004.80
8.380
0.038
8.418
1,004.90
8.445
0.038
8.483
1,005.00
8.510
0.038
8.548
1,005.10
8.574
0.038
8.612
1,005.20
8.638
0.038
8.676
1,005.30
8.701
0.038
8.739
1,005.40
8.764
0.038
8.802
1,005.50
8.826
0.038
8.864
1,005.60
8.888
0.038
8.926
1,005.70
8.950
0.038
8.988
1,005.80
9.011
0.038
9.049
1,005.90
9.072
0.038
9.110
1,006.00
9.132
0.038
9.170
1,006.10
9.192
0.038
9.230
1,006.20
9.251
0.038
9.289
1,006.30
9.310
0.038
9.348
1,006.40
9.369
0.038
9.407
1,006.50
9.427
0.038
9.465
1,006.60
9.485
0.038
9.523
1,006.70
9.543
0.038
9.581
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
(`nnvrinh4 IQQR _9nn7 P—Id t Crh—nh
11
Combined
Elevation
User-
Total
(ft)
Perf. Riser (cfs )
input discharge
Discharge
(cfs)
(cfs)
1,006.80
9,600
0.038
9.638
1,006.90
9.657
0.038
9.695
1,007.00
9.714
0.038
9.752
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
(`nnvrinhf 1QQR _91H17 P.—.Ia I CGh—h
12
Time of
Peak
Runoff
Stru SWS
SWS Area
Musk K Curve
Conc Musk X UHS
Discharge
Volume
# #
(ac)
(hrs) Number
(hrs)
(cfs)
(ac-ft)
#1 1
0.570
0.080 0.000 0.000 86.000 TR55
1.25
0.103
0.570
1.25
0.103
Peak Peak
Stru SWS Soil K L (ft) S (%) C P PS # Sediment Sediment Settleable 24VW
# # (tons) Conc. Conc (MI/1)
(mg/1) (MI/1)
#1 1 0.170 225.00 4.00 1.0000 1.0000 1 3.5 44,331 29.00 15.92
3.5 44,331 29.00 15.92
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
(`nnvrinht 1QQA _gnn7 D—Io I ¢rh—.h
All About Plumb
Sediment
• / /inq Calculations
2" Skimmer
10 Yr Storm
McCutchen Engineering
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
(`.nrninnhf 1QQR _,)nn7 P—la I Crh,—h
Storm Information/
Storm Type: NRCS Type II
Design Storm: 10 yr - 24 hr
Rainfall Depth: 5.060 inches
article Size Distribution:
Size (mm)
Bradson
1.4000
100.000%
1.0000
89.700%
0.0630
66.000%
0.0440
38.100%
0.0380
36.600%
0.0040
4.200%
0.0030
2.600%
0.0010
0.000%
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
r`- ... inhl 9aaR _9nn7 P-1. I Crh,—h
Type
Stru (flows Stru
# into) #
Musk. K Musk. X
(hrs)
Description
Pond
#1 ==> End
0.000 0.000
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
f nroi�inh4 1QOR _,)nn7 P-1. I Srh,—h
0
Structure Summary:
Immediate
Total
Peak
Total
Peak
Peak
Contributing
Contributing
Discharge
Runoff
Sediment Sediment
Settleable
24VW
Area
Area
Volume
(tons) Conc.
Conc.
(MI/1)
(ac)
(ac)
(cfs)
(ac-ft)
(mg/1)
(MI/1)
In
1.93
0.17
5.7 45,086
29.50
16.38
#1 0.570
Out
0.570
0.04
0.13
1 0.1 7,372
0.00
0.00
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
r-...inhl 1 OOR _?nn7 P-1. I Crh,—h
5
Structure #1
Size (mm)
In
Out
1.4000
100.000%
100.000%
1.0000
89.700%
100.000%
0.0630
66.000%
100.000%
0.0440
38.100%
100.000%
0.0380
36,600%
100.000%
0,0040
4.200%
100.000%
0.0030
2.600%
100.000%
0.0010
0.000%
0.000%
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
('n-rinh4 9QQR _,)nn7 P-to i Srh..nh
Structure #1 (Pond)
Pond Inputs:
StructureDetail:
Initial Pool Elev:
998.91 ft
Initial Pool:
0.00 ac-ft
*Sediment Storage:
0.00 ac-ft
Dead Space:
0.20 %
*No sediment capacity defined
Perforated Riser
Riser
Riser Height
Diameter
Barrel
Barrel Barrel Slope
Diameter
Number of
Spillway Elev
Manning's n Holes per
(ft)
(in)
Length (ft) (070)
(in)
(ft)
Elev
48.00 5.10
12.00 50.00 1.00
0.0110 1,004.00 1
Riser Riser Height
Diameter
Barrel
Barrel Barrel Slope
Diameter
S illwa Elev Number of
Spillway
Manning s n Holes per
(ft)
(in)
Length (ft) (%)
(in)
(ft)
Elev
48.00 5.10
12.00 50.00 1.00
0.0110 1,004.00 1
Pond Results:
Peak Elevation:
1,001.46 ft
H'graph Detention Time:
15.68 hrs
Pond Model:
CSTRS
Dewater Time:
4.31 days
Trap Efficiency:
97.79 %
Dewatering time is calculated from peak stage to lowest spillway
Elevation -Capacity -Discharge Table
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge
(cfs)
Dewater
Time
(hrs)
998.90
0.000
0.000
0.000
Top of Sed. Storage
998.91
0.000
0.000
0.000
999.00
0.000
0.000
0.038
0.00*
999.10
0.001
0.000
0.038
0.01*
999.20
0.003
0.000
0.038
0.05*
999.30
0.006
0.001
0.038
0.13*
999.40
0.010
0.001
0.038
0.24*
999.50
0.015
0.003
0.038
0.39*
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
r,-,,inhf 1 ooR _?nn7 P-1. I Crh,-h
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge
(cfs)
Dewater
Time
(hrs)
999.60
0,022
0.004
0.038
0.58*
999.70
0.030
0.007
0.038
0.81*
999.80
0.039
0.010
0.038
1,08*
999.90
0.049
0.015
0.038
1.39*
1,000.00
0.060
0.020
0.038
1.73*
1,000.10
0.061
0.026
0.038
1.93*
1,000.20
0.062
0.032
0.038
1.96*
1,000.30
0.063
0.039
0.038
1.99*
1,000.40
0.064
0.045
0.038
2.02*
1,000.50
0.065
0.051
0.038
2.05*
1,000.60
0.066
0.058
0.038
2.08*
1,000.70
0.067
0.065
0.038
2.11*
1,000.80
0,068
0.071
0.038
2.15*
1,000.90
0.069
0.078
0.038
2.18*
1,001.00
0.070
0.085
0.038
2.21*
1,001.10
0.071
0,092
0.038
2.24*
1,001.20
0.072
0.099
0.038
2.28*
1,001.30
0.073
0.106
0.038
2.31*
1,001.40
0.074
0.114
0.038
2.34*
1,001.46
0.074
0,118
0.038
0.00 Peak Stage
1,001.50
0.075
0,121
0.038
1,001.60
0.076
0.129
0.038
1,001.70
0.077
0,136
0.038
1,001.80
0.078
0.144
0.038
1,001.90
0.079
0.152
0.038
1,002.00
0.080
0,160
0.038
1,002.10
0.080
0.168
0.038
1,002.20
0.080
0.176
0.038
1,002.30
0.080
0.184
0.038
1,002.40
0.080
0.192
0,038
1,002.50
0.080
0.200
0.038
1,002.60
0.080
0.208
0.038
1,002.70
0.080
0.216
0.038
1,002.80
0.080
0.224
0.038
1,002.90
0.080
0.232
0.038
1,003.00
0.080
0.240
0.038
1,003.10
0.081
0.248
0.038
1,003.20
0.082
0.256
0.038
1,003.30
0.083
0.264
0.038
1,003.40
0.084
0.273
0.038
1,003.50
0.085
0.281
0.038
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
C'-,Hnhf 9ooR _,)nn7 P-1a I Crh-h
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge Dewater
Time
(cfs) (hrs)
1,003.60
0.086
0.290
0.038
1,003.70
0.087
0.298
0.038
1,003.80
0.088
0.307
0.038
1,003.90
0.089
0.316
0.038
1,004.00
0.090
0.325
0.038 Spillway #1
1,004.10
0.091
0.334
1.270
1,004.20
0.092
0.343
3.523
1,004.30
0.093
0.352
6.440
1,004.40
0.094
0.362
8.152
1,004.50
0.095
0.371
8.219
1,004.60
0.096
0.381
8.286
1,004.70
0.097
0.390
8.352
1,004.80
0.098
0.400
8.418
1,004.90
0.099
0.410
8.483
1,005.00
0.100
0.420
8.548
1,005.10
0.102
0.430
8.612
1,005.20
0.104
0.440
8.676
1,005.30
0.106
0.451
8.739
1,005.40
0.108
0.461
8.802
1,005.50
0.110
0.472
8.864
1,005.60
0.112
0.483
8.926
1,005.70
0.114
0.495
8.988
1,005.80
0.116
0.506
9.049
1,005.90
0.118
0.518
9.110
1,006.00
0.120
0.530
9.170
1,006.10
0.121
0.542
9.230
1,006.20
0.122
0.554
9.289
1,006.30
0.123
0.566
9.348
1,006.40
0.124
0.579
9.407
1,006.50
0.125
0.591
9.465
1,006.60
0.126
0.604
9.523
1,006.70
0.127
0.616
9.581
1,006.80
0.128
0.629
9.638
1,006.90
0.129
0.642
9.695
1,007.00
0.130
0.655
9.752
*Designates time(s) to dewater have been extrapolated beyond the 50 hour hydrograph limit.
Detailed Discharge Table
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
r-... hf 1 aaR _9nn7 P-Io I Qrhl-h
Elevation
(ft)
Perf. Riser cfs
( )
User-
input discharge
(cfs)
Combined
Total
Discharge
(cfs)
998.90
0.000
0.000
0.000
998.91
0.000
0.000
0.000
999.00
0.000
0.038
0.038
999.10
0.000
0.038
0.038
999.20
0.000
0.038
0.038
999.30
0.000
0.038
0.038
999.40
0.000
0.038
0.038
999.50
0.000
0.038
0.038
999.60
0.000
0.038
0.038
999.70
0.000
0.038
0.038
999.80
0.000
0.038
0.038
999.90
0.000
0.038
0.038
1,000.00
0.000
0.038
0.038
1,000.10
0.000
0.038
0.038
1,000.20
0.000
0.038
0.038
1,000.30
0.000
0.038
0.038
1,000.40
0.000
0.038
0.038
1,000.50
0.000
0.038
0.038
1,000.60
0.000
0.038
0.038
1,000.70
0.000
0.038
0.038
1,000.80
0.000
0.038
0.038
1,000.90
0.000
0.038
0.038
1,001.00
0.000
0.038
0.038
1,001.10
0.000
0.038
0.038
1,001.20
0.000
0.038
0.038
1,001.30
0.000
0.038
0.038
1,001.40
0.000
0.038
0.038
1,001.50
0.000
0.038
0.038
1,001.60
0.000
0.038
0.038
1,001.70
0.000
0.038
0.038
1,001.80
0.000
0.038
0.038
1,001.90
0.000
0.038
0.038
1,002.00
0.000
0.038
0.038
1,002.10
0.000
0.038
0.038
1,002.20
0.000
0.038
0.038
1,002.30
0.000
0.038
0.038
1,002.40
0.000
0.038
0.038
1,002.50
0.000
0.038
0.038
1,002.60
0.000
0.038
0.038
1,002.70
0.000
0.038
0.038
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
(-- ... inhi 1QQR _')nn7 P-1. I C,h,uoh
Ice
Elevation
(ft)
(cfs)
perf. Riser cfs
User-
input discharge
(cfs)
Combined
Total
Discharge
(cfs)
1,002.80
0.000
0.038
0.038
1,002.90
0.000
0.038
0.038
1,003.00
0.000
0.038
0.038
1,003.10
0.000
0.038
0.038
1,003.20
0.000
0.038
0.038
1,003.30
0.000
0.038
0.038
1,003.40
0.000
0.038
0.038
1,003.50
0.000
0.038
0.038
1,003.60
0.000
0.038
0.038
1,003.70
0.000
0.038
0.038
1,003.80
0.000
0.038
0.038
1,003.90
0.000
0.038
0.038
1,004.00
0.000
0.038
0.038
1,004.10
1.232
0.038
1.270
1,004.20
3.485
0.038
3.523
1,004.30
6.402
0.038
6.440
1,004.40
8.114
0.038
8.152
1,004.50
8.181
0.038
8.219
1,004.60
8.248
0.038
8.286
1,004.70
8.314
0.038
8.352
1,004.80
8.380
0.038
8.418
1,004.90
8.445
0.038
8.483
1,005.00
8.510
0.038
8.548
1,005.10
8.574
0.038
8.612
1,005.20
8.638
0.038
8.676
1,005.30
8.701
0.038
8.739
1,005.40
8.764
0.038
8.802
1,005.50
8.826
0.038
8.864
1,005.60
8.888
0.038
8.926
1,005.70
8.950
0.038
8.988
1,005.80
9.011
0.038
9.049
1,005.90
9.072
0.038
9.110
1,006.00
9.132
0.038
9.170
1,006.10
9.192
0.038
9.230
1,006.20
9.251
0.038
9.289
1,006.30
9.310
0.038
9.348
1,006.40
9.369
0.038
9.407
1,006.50
9.427
0.038
9.465
1,006.60
9.485
0,038
9.523
1,006.70
9.543
0.038
9.581
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
(`nnvrinht iaaA _Onn7 P—Io I Srh,—h
11
Combined
User-
Total
Elevation
(ft)
Perf. Riser cfs
( )
input discharge
Discharge
(cfs)
(cfs)
1,006.80
9.600
0.038
9.638
1,006.90
9.657
0.038
9.695
1,007.00
9.714
0.038
9.752
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
f—...inh4 1QQR _9007 P-1. I SrhII,-h
12
Time of
Peak
Runoff
Stru SWS
SWS Area
Musk K Curve
Conc Musk X UHS
Discharge
Volume
# #
(ac)
(hrs) (hrs) Number
(cfs)
(ac-ft)
#1 1
0.570
0.080 0.000 0.000 86.000 TR55
1.93
0.166
0.570
1.93
0.166
Peak Peak
Sediment Sediment Settleable 24VW
S#u S#S Soil K L (ft) S(%) C P PS #
(tons) Conc. Conc (MI/1)
(mg/1) (MI/1)
#1 1 0.170 225.00 4.00 1.0000 1.0000 1 5.7 45,086 29.50 16.38
5.7 45,086 29.50 16.38
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
f nnvrinhf iaan _onn7 Pomoh I Crh,—h
All About Plumbing
��)ediment Trappinq Calculationl
R'
2 "" Skimmer
/I •
McCutchen Engineering
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
f nnvrinh4 1 OOR _,)nn7 P—Io I O,h—h
2
Storm Type: NRCS Type II
Design Storm: 100 yr - 24 hr
Rainfall Depth: 7.450 inches
Particle SizeDistribution:
Size (mm)
Bradson
1.4000
100, 000%
1.0000
89,700%
0.0630
66.000%
0.0440
38.100%
0.0380
36.600%
0.0040
4.200%
0.0030
2.600%
0.0010
0.000%
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
Cnrnirinh4 iaaA _,)nn7 P-Io I Crh,..h
Structure Networking.,
Type
Yp
Stru (flows Stru
# into) #
Musk. K Musk. X
(hrs)
Description
Pond
#1 ==> End
0.000 0.000
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
r'-,rinhf 1QQR _,)nn7 P-1v I Srhu-h
4
Structure Summary:
Immediate
Total
Peak
Total
Peak
Peak
Contributing
Contributing
Discharge
Runoff
Sediment Sediment
Settleable
24VW
Area
Area
Volume
(tons) Conc.
Conc.
(ml/I)
(ac)
(ac)
(cfs)
(ac-ft)
(mg/1)
(MI/1)
In
3.02
0.27
9.8 46,275
30.27
16.85
# 1 0.570
Out
0.570
0.04
0.14
0.2 7,692
0.00
0.00
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
Cr.nvrinht soap _,)t)n7 P-10 I Crh-.1,
Structure #Y•
Size (mm)
In
Out
1.4000
100.000%
100.000%
1.0000
89.700%
100.000%
0.0630
66.000%
100.000%
0.0440
38.100%
100.000%
0.0380
36.600%
100.000%
0.0040
4.200%
100.000%
0.0030
2.600%
100.000%
0.0010
0.000%
0.000%
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
r ...inhf 10pR _9nn7 P-1. I Crhu�oh
101
Structure #1 (Pond)
Pond Inputs:
Structure Detail;
Initial Pool Elev:
998.91 ft
Initial Pool:
0.00 ac-ft
*Sediment Storage:
0.00 ac-ft
Dead Space:
0.20 %
*No sediment capacity defined
Perforated Riser
Riser
Riser Height
Barrel
Diameter Barrel Barrel Slope
Number of
Manning's n Spillway Elev Holes per
Diameter
(ft)
Length (ft) (%)
(ft) Elev
(in)
(in)
48.00 5.10
12.00 50.00 1.00
0.0110 1,004.00 1
Riser Riser Height
Diameter
Barrel
Barrel Barrel Slope
Diameter
illwa Elev Number of
Spillway
S
Mannings n Holes per
(ft)
(in)
Length (ft) (%)
(in)
(ft)
Elev
48.00 5.10
12.00 50.00 1.00
0.0110 1,004,00 1
Pond Results:
Peak Elevation:
1,002.73 ft
H'graph Detention Time:
14.93 hrs
Pond Model:
CSTRS
Dewater Time:
4.31 days
Trap Efficiency:
98.00 %
Dewatering time is calculated from peak stage to lowest spillway
Elevation -Capacity -Discharge Table
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge
(cfs)
Dewater
Time
(hrs)
998.90
0.000
0.000
0.000
Top of Sed. Storage
998.91
0.000
0.000
0.000
999.00
0.000
0.000
0.038
0.00*
999.10
0.001
0.000
0.038
0.01*
999.20
0.003
0.000
0.038
0.05*
999.30
0.006
0.001
0.038
0.13*
999.40
0.010
0.001
0.038
0.24*
999.50
0.015
0.003
0.038
0.39*
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
r-,,inh4 i aaa _onn7 P-1. I ¢rh,-h
Elevation
Area
(ac)
Capacity
(ac ft)
Discharge
(cfs)
Dewater
Time
(hrs)
999.60
0.022
0.004
0.038
0.58*
999.70
0.030
0.007
0.038
0.81*
999.80
0.039
0.010
0.038
1.08*
999.90
0.049
0.015
0.038
1.39*
1,000.00
0.060
0.020
0.038
1.73*
1,000.10
0.061
0.026
0.038
1.93*
1,000.20
0.062
0.032
0.038
1.96*
1,000.30
0.063
0.039
0.038
1.99*
1,000.40
0.064
0.045
0.038
2.02*
1,000.50
0.065
0.051
0.038
2.05*
1,000.60
0.066
0.058
0.038
2.08*
1,000.70
0.067
0.065
0.038
2.11*
1,000.80
0.068
0.071
0.038
2.15*
1,000.90
0.069
0.078
0.038
2.18*
1,001.00
0.070
0.085
0.038
2.21*
1,001.10
0.071
0.092
0.038
2.24*
1,001.20
0.072
0.099
0.038
2.28*
1,001.30
0.073
0.106
0.038
2.31*
1,001.40
0.074
0.114
0.038
2.34*
1,001.50
0.075
0.121
0.038
2.37*
1,001.60
0.076
0.129
0.038
2.40*
1,001.70
0.077
0.136
0.038
2.43*
1,001.80
0.078
0.144
0.038
2.47*
1,001.90
0.079
0.152
0.038
2.50*
1,002.00
0.080
0.160
0,038
2.53*
1,002.10
0.080
0.168
0.038
2.55*
1,002.20
0.080
0.176
0.038
2.55*
1,002.30
0.080
0.184
0.038
2.55*
1,002.40
0.080
0,192
0.038
2.55*
1,002.50
0,080
0.200
0.038
2.55*
1,002,60
0.080
0,208
0.038
2.55*
1,002.70
0.080
0.216
0.038
2.55*
1,002.73
0.080
0.218
0.038
0.00 Peak Stage
1,002.80
0.080
0.224
0.038
1,002.90
0.080
0.232
0.038
1,003.00
0.080
0.240
0.038
1,003.10
0.081
0.248
0.038
1,003.20
0.082
0.256
0.038
1,003.30
0.083
0.264
0.038
1,003.40
0.084
0.273
0.038
1,003.50
0.085
0.281
0.038
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
f-,,inht 1 aap _9nn7 P-Io I Srhroh
M
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge Dewater
Time
(cfs) (hrs)
1,003.60
0.086
0.290
0.038
1,003.70
0.087
0.298
0.038
1,003.80
0.088
0.307
0.038
1,003.90
0.089
0.316
0.038
1,004.00
0.090
0.325
0.038 Spillway #1
1,004.10
0.091
0.334
1.270
1,004.20
0.092
0.343
3.523
1,004.30
0.093
0.352
6.440
1,004.40
0.094
0.362
8.152
1,004.50
0.095
0.371
8.219
1,004.60
0.096
0.381
8.286
1,004.70
0.097
0.390
8.352
1,004.80
0.098
0.400
8.418
1,004.90
0.099
0.410
8.483
1,005.00
0.100
0.420
8.548
1,005.10
0.102
0.430
8.612
1,005,20
0.104
0.440
8.676
1,005.30
0.106
0.451
8.739
1,005.40
0.108
0.461
8.802
1,005.50
0.110
0.472
8.864
1,005.60
0.112
0.483
8.926
1,005.70
0.114
0.495
8.988
1,005.80
0.116
0.506
9.049
1,005.90
0.118
0.518
9.110
1,006.00
0.120
0.530
9.170
1,006.10
0.121
0.542
9.230
1,006.20
0.122
0.554
9.289
1,006.30
0.123
0.566
9.348
1,006.40
0.124
0.579
9.407
1,006.50
0.125
0.591
9.465
1,006.60
0.126
0.604
9.523
1,006.70
0.127
0,616
9.581
1,006.80
0.128
0.629
9.638
1,006.90
0.129
0.642
9.695
1,007.00
0.130
0.655
9.752
*Designates times) to dewater have been extrapolated beyond the 50 hour hydrograph limit.
Detailed Discharge Table
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
(`nnvrinh4 1QQA _?nn7 P-1. I Crh,-h
Elevation
(ft)
Perf. Riser (cfs )
User-
input discharge
(cfs)
Combined
Total
Discharge
(cfs)
998.90
0,000
0.000
0.000
998.91
0.000
0.000
0.000
999.00
0.000
0.038
0.038
999.10
0.000
0.038
0.038
999.20
0.000
0.038
0.038
999.30
0.000
0.038
0.038
999.40
0.000
0.038
0.038
999.50
0.000
0.038
0.038
999.60
0.000
0.038
0.038
999.70
0.000
0.038
0.038
999.80
0.000
0.038
0.038
999.90
0.000
0.038
0.038
1,000.00
0.000
0.038
0.038
1,000.10
0.000
0.038
0.038
1,000.20
0.000
0.038
0.038
1,000.30
0.000
0.038
0.038
1,000.40
0.000
0.038
0.038
1,000.50
0.000
0.038
0.038
1,000.60
0.000
0.038
0.038
1,000.70
0.000
0.038
0.038
1,000.80
0.000
0.038
0,038
1,000.90
0.000
0.038
0.038
1,001.00
0.000
0.038
0.038
1,001.10
0.000
0.038
0.038
1,001.20
0.000
0.038
0.038
1,001.30
0.000
0.038
0.038
1,001.40
0.000
0.038
0.038
1,001.50
0.000
0.038
0.038
1,001.60
0.000
0.038
0.038
1,001.70
0.000
0.038
0.038
1,001.80
0.000
0.038
0.038
1,001.90
0.000
0.038
0.038
1,002.00
0.000
0.038
0.038
1,002.10
0.000
0.038
0.038
1,002.20
0.000
0.038
0.038
1,002.30
0.000
0.038
0.038
1,002.40
0.000
0.038
0.038
1,002.50
0.000
0.038
0.038
1,002.60
0.000
0.038
0.038
1,002.70
0.000
0.038
0.038
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
(,-,,inh4 1ooA _,)r)n7 P-1. I Srhu-h
10
Elevation
(ft)
perf. Riser (cfs )
User-
input discharge
(cfs)
Combined
Total
Discharge
g
(cfs)
1,002.80
0.000
0.038
0.038
1,002.90
0.000
0.038
0.038
1,003.00
0.000
0.038
0.038
1,003.10
0.000
0.038
0.038
1,003.20
0.000
0.038
0.038
1,003.30
0.000
0.038
0.038
1,003.40
0.000
0.038
0.038
1,003.50
0.000
0.038
0.038
1,003.60
0.000
0.038
0.038
1,003.70
0.000
0.038
0.038
1,003.80
0.000
0.038
0.038
1,003.90
0.000
0.038
0.038
1,004.00
0.000
0.038
0.038
1,004.10
1.232
0.038
1.270
1,004.20
3.485
0.038
3.523
1,004.30
6.402
0.038
6.440
1,004.40
8.114
0.038
8.152
1,004.50
8.181
0.038
8.219
1,004.60
8.248
0.038
8.286
1,004.70
8.314
0.038
8.352
1,004.80
8.380
0.038
8.418
1,004.90
8.445
0.038
8.483
1,005.00
8.510
0.038
8.548
1,005.10
8.574
0.038
8.612
1,005.20
8.638
0.038
8.676
1,005.30
8.701
0.038
8.739
1,005.40
8.764
0.038
8.802
1,005.50
8.826
0.038
8.864
1,005.60
8.888
0.038
8.926
1,005.70
8.950
0.038
8.988
1,005.80
9.011
0.038
9.049
1,005.90
9.072
0.038
9.110
1,006.00
9.132
0.038
9.170
1,006.10
9.192
0.038
9.230
1,006.20
9.251
0.038
9.289
11006.30
9.310
0.038
9.348
1,006.40
9.369
0.038
9.407
1,006.50
9.427
0.038
9.465
1,006.60
9.485
0.038
9.523
1,006.70
9.543
0.038
9.581
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
On—rfnh+ 1 aaa _onm p-1, i SrhIemh
11
Combined
Elevation
User-
Total
(ft)
perf. Riser (cfs )
input discharge
(cfs)
Discharge
(cfs)
1,006.80
9.600
0.038
9.638
1,006.90
9.657
0.038
9.695
1,007.00
9.714
0.038
9.752
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
rn—rinhr IQQA _9nn7 P--In I Srh,enh
12
Time of
Peak
Runoff
Stru SWS
SWS Area
Musk K Curve
Conc Musk X UHS
Discharge
Volume
# #
(ac)
(hrs) Number
(hrs)
(cfs)
(ac-ft)
#1 1
0.570
0.080 0.000 0.000 86.000 TR55
3.02
0.275
0.570
3.02
0.275
— Peak Peak
Stru SWS Soil K L (ft) S (%) C P PS # Sediment Sediment Settleable 24VW
# # (tons) Conc. Conc (MI/1)
(mg/1) (MI/1)
#1 1 0.170 225.00 4.00 1.0000 1.0000 1 9.8 46,275 30.27 16.85',
9.8 46,275 30.27 16.85
Filename: Phase 1 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
r,-,,inhf 1 QQR _Onn7 TD—I. 1 Crh,—h
All About Plumb
diment • / q Calculatio
2" Skimmer
2 Yr Storm
McCutchen Engineering
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
(`—,rinhf IQQA _?nn7 I Srh,—h
Storm information:
mationl
Storm Type: NRCS Type II
Design Storm: 2 yr - 24 hr
Rainfall Depth: 3.580 inches
Particle Size Distribution:
Size (mm)
Bradson
1.4000
100.000%
1.0000
89.700%
0.0630
66.000%
0.0440
38.100%
0.0380
36.600%
0.0040
4.200%
0.0030
2.600%
0.0010
0.000%
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
('—,,inhf 1QQR _9M7 P—Io I S,h,—h
Type
Stru (flows Stru
# into) #
Musk. K Musk. X
(hrs)
Description
Pond
#1 ==> End
0.000 0.000
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
('—,rinh} IQQQ _9nn7 P-1. I Crh—h
4
StructureSummary:
Immediate
Total
Peak
Total
Peak
Peak
Contributing
Contributing
Discharge
Runoff
Sediment Sediment
Settleable
24VW
Area
Area
Volume
(tons) Conc.
Conc.
(MI/1)
(ac)
(ac)
(cfs)
(ac-ft)
(mg/1)
(ml/1)
In
2.05
0.17
6.0 46,985
30.74
16.82
#1 0.940
Out
0.940
0.04
0.13
0.1 81143
0.00
0.00
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
f — inhf 1 QQR _oM7 P-1. 1 Crh—h
I
Structure #.1,
Size (mm)
In
Out
1.4000
100,000%
100.000%
1.0000
89.700%
100.000%
0.0630
66.000%
100.000%
0.0440
38.100%
100.000%
0.0380
36.600%
100,000%
0.0040
4.200%
100.000%
0.0030
2.600%
100.000%
0.0010
0.000%
0.000%
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
(`.n ,6,h4 10oR _,)nn7 P� io I Crh-h
101
Structure #1 (Pond)
Pond Inputs:
Structure Detail.,
Initial Pool Elev:
998.91 ft
Initial Pool:
0.00 ac-ft
*Sediment Storage:
0.00 ac-ft
Dead Space:
0.20 %
*lVo sediment capacity defined
Perforated Riser
Riser
Riser Height
Barrel
Barrel Barrel Slope
Diameter
Number of
Spillway Elev
Manning's n Holes per
Diameter (ft)
Length (ft) (%)
(ft)
Elev
(in)
(in)
48.00 5.10
12.00 50.00 1.00
0.0110 1,004.00 1
Riser Riser Height
Barrel
Barrel Barrel Slope
Diameter
illwa Elev Number of
Spillway
S
Manning s n Holes per
Diameter (ft)
Length (ft) (o/o)
(ft)
Elev
(in)
(in)
48.00 5.10
12.00 50.00 1.00
0.0110 1,004.00 1
Pond Results:
Peak Elevation:
1,001.51 ft
H'graph Detention Time:
15.90 hrs
Pond Model:
CSTRS
Dewater Time:
4.31 days
Trap Efficiency:
97.85 %
Dewatering time is calculated from peak stage to lowest spillway
Elevation -Capacity -Discharge Table
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge
(cfs)
Dewater
Time
(hrs)
998.90
0.000
0.000
0.000
Top ofSed.Storage
998.91
0.000
0.000
0.000
999.00
0.000
0.000
0.038
0.00*
999.10
0.001
0.000
0.038
0.01*
999.20
0.003
0.000
0.038
0.05*
999.30
0.006
0.001
0.038
0.13*
999.40
0.010
0.001
0.038
0.24*
999.50
0.015
0.003
0.038
0.39*
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
(`- ... inh4 1QQR _')nn7 P.-.[o I QIh--h
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge
(cfs)
Dewater
Time
(hrs)
999.60
0.022
0.004
0.038
0.58*
999.70
0.030
0.007
0.038
0.81*
999.80
0.039
0.010
0.038
1.08*
999.90
0.049
0.015
0.038
1.39*
1,000.00
0.060
0.020
0.038
1.73*
1,000.10
0.061
0.026
0.038
1.93*
1,000.20
0.062
0.032
0.038
1.96*
1,000.30
0.063
0.039
0.038
1.99*
1,000.40
0.064
0.045
0.038
2.02*
1,000,50
0.065
0.051
0.038
2.05*
1,000.60
0.066
0.058
0.038
2.08*
1,000.70
0.067
0.065
0.038
2.12*
1,000.80
0.068
0.071
0.038
2.15*
1,000.90
0.069
0.078
0.038
2.18*
1,001.00
0.070
0.085
0.038
2.21*
1,001.10
0.071
0.092
0.038
2.24*
1,001.20
0.072
0.099
0.038
2.28*
1,001.30
0.073
0.106
0.038
2.31*
1,001.40
0.074
0.114
0.038
2.34*
1,001.50
0.075
0.121
0.038
2.37*
1,001.51
0.075
0.122
0.038
0.00 Peak Stage
1,001.60
0.076
0.129
0.038
1,001.70
0.077
0.136
0.038
1,001.80
0.078
0.144
0.038
1,001.90
0.079
0.152
0.038
1,002.00
0.080
0.160
0.038
1,002.10
0.080
0.168
0.038
1,002.20
0.080
0.176
0.038
1,002.30
0.080
0.184
0.038
1,002.40
0.080
0.192
0.038
1,002.50
0.080
0.200
0.038
1,002.60
0.080
0.208
0.038
1,002.70
0.080
0.216
0.038
1,002.80
0.080
0.224
0.038
1,002.90
0.080
0.232
0.038
1,003.00
0,080
0.240
0.038
1,003.10
0.081
0.248
0.038
1,003.20
0.082
0.256
0.038
1,003.30
0.083
0.264
0.038
1,003.40
0.084
0.273
0.038
1,003.50
0.085
0.281
0.038
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
('-,rinht 1QQR _9nn7 Pomona I Crh,-h
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge Dewater
Time
(cfs) (hrs)
1,003.60
0.086
0.290
0.038
1,003.70
0.087
0.298
0.038
1,003.80
0.088
0.307
0.038
1,003.90
0.089
0.316
0.038
1,004.00
0.090
0.325
0.038 Spillway #1
1,004.10
0.091
0.334
1.269
1,004.20
0.092
0.343
3.523
1,004.30
0.093
0.352
6.439
1,004.40
0.094
0.362
8.152
1,004.50
0.095
0.371
8.219
1,004.60
0.096
0.381
8.286
1,004.70
0.097
0.390
8.352
1,004.80
0.098
0.400
8.418
1,004.90
0.099
0.410
8.483
1,005.00
0.100
0.420
8.548
1,005.10
0.102
0.430
8.612
1,005.20
0.104
0.440
8.676
1,005.30
0.106
0.451
8.739
1,005.40
0.108
0.461
8.802
1,005.50
0.110
0.472
8.864
1,005.60
0.112
0.483
8.926
1,005.70
0.114
0.495
8.988
1,005.80
0.116
0.506
9.049
1,005.90
0.118
0.518
9.110
1,006.00
0.120
0.530
9.170
1,006.10
0.121
0.542
9.230
1,006.20
0.122
0.554
9.289
1,006.30
0.123
0.566
9.348
1,006.40
0.124
0.579
9.407
1,006.50
0.125
0.591
9.465
1,006.60
0.126
0.604
9.523
1,006.70
0.127
0.616
9.581
1,006.80
0.128
0.629
9.638
1,006.90
0.129
0.642
9.695
1,007.00
0.130
0.655
9.752
*Designates time(s) to dewater have been extrapolated beyond the 50 hour hydrograph limit.
Detailed Discharge Table
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
Cnrnirinh4 1 QQR _')nn7 P-Io I Gh-h
Elevation
(ft)
Perf. Riser cfs
( )
User-
input discharge
(cfs)
Combined
Total
Discharge
(cfs)
998.90
0.000
0.000
0.000
998.91
0.000
0.000
0.000
999.00
0.000
0.038
0.038
999.10
0.000
0.038
0,038
999.20
0.000
0.038
0.038
999.30
0.000
0.038
0.038
999.40
0.000
0.038
0.038
999.50
0.000
0.038
0.038
999.60
0.000
0.038
0.038
999.70
0.000
0.038
0.038
999.80
0.000
0.038
0.038
999.90
0.000
0.038
0.038
1,000.00
0.000
0.038
0.038
1,000.10
0.000
0.038
0.038
1,000.20
0.000
0.038
0.038
1,000.30
0.000
0.038
0.038
1,000.40
0.000
0.038
0.038
1,000.50
0.000
0.038
0.038
1,000.60
0.000
0.038
0.038
1,000.70
0.000
0.038
0.038
1,000.80
0.000
0.038
0.038
1,000.90
0.000
0.038
0.038
1,001.00
0.000
0.038
0.038
1,001.10
0.000
0.038
0.038
1,001.20
0.000
0.038
0.038
1,001.30
0.000
0.038
0.038
1,001.40
0.000
0.038
0.038
1,001.50
0.000
0.038
0.038
1,001.60
0.000
0.038
0.038
1,001.70
0.000
0.038
0.038
1,001.80
0.000
0.038
0.038
1,001.90
0.000
0.038
0.038
1,002.00
0.000
0.038
0.038
1,002.10
0.000
0.038
0.038
1,002.20
0.000
0.038
0.038
1,002.30
0.000
0.038
0.038
1,002.40
0.000
0.038
0.038
1,002.50
0.000
0.038
0.038
1,002.60
0.000
0.038
0.038
1,002.70
0.000
0.038
0.038
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
(-,,inhf IQQR _?nn7 P.-.[o I CrhIA-h
10
Elevation
(ft)
Perf. Riser cfs
( )
User-
input discharge
(cfs)
Combined
Total
Discharge
(cfs)
1,002.80
0.000
0.038
0.038
1,002.90
0.000
0.038
0.038
1,003.00
0.000
0.038
0.038
1,003.10
0.000
0.038
0.038
1,003.20
0.000
0.038
0.038
1,003.30
0.000
0.038
0.038
1,003.40
0.000
0.038
0.038
1,003.50
0.000
0.038
0.038
1,003.60
0.000
0.038
0.038
1,003.70
0.000
0.038
0.038
1,003.80
0.000
0.038
0.038
1,003.90
0.000
0.038
0.038
1,004.00
0.000
0.038
0.038
1,004.10
1.231
0.038
1.269
1,004.20
3.485
0.038
3.523
1,004.30
6.401
0.038
6.439
1,004.40
8.114
0.038
8.152
1,004.50
8.181
0.038
8.219
1,004.60
8.248
0.038
8.286
1,004.70
8.314
0.038
8.352
1,004,80
8.380
0.038
8.418
1,004.90
8.445
0.038
8.483
1,005.00
8.510
0.038
8.548
1,005.10
8.574
0.038
8.612
1,005.20
8.638
0.038
8.676
1,005.30
8.701
0.038
8.739
1,005.40
8.764
0.038
8.802
1,005.50
8.826
0.038
8.864
1,005.60
8.888
0.038
8.926
1,005.70
8.950
0.038
8.988
1,005.80
9.011
0.038
9.049
1,005.90
9.072
0.038
9.110
1,006.00
9.132
0.038
9.170
1,006,10
9.192
0.038
9.230
1,006.20
9.251
0.038
9.289
1,006.30
9.310
0.038
9.348
1,006.40
9.369
0.038
9.407
1,006.50
9.427
0.038
9.465
1,006.60
9.485
0.038
9.523
1,006.70
9.543
0.038
9.581
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
r'- inht IQQR _')nn7 P-Ic I Srh,enh
11
Combined
User-
Total
Elevation
(ft)
Perf. Riser (cfs)
input discharge
Discharge
g
(cfs)
(cfs)
1,006.80
9.600
0.038
9.638
1,006.90
9.657
0.038
9.695
1,007.00
9.714
0.038
9.752
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
f—...inhf 1 OOA -,)n07 P-1. I Rrh,—h
12
Time of
Peak
Runoff
Stru SWS
SWS Area
Musk K Curve
Conc Musk X UHS
Discharge
Volume
# #
(ac)
(hrs) Number
(hrs)
(cfs)
(ac-ft)
#1 1
0.940
0.080 0.000 0.000 86.000 TR55
2.05
0.169
0.940
2.05
0.169
• • . • • • • I
Peak Peak
Sediment Sediment Settleable 24VW
S#u S#S Soil K L (ft) S(%) C P PS #
(tons) Conc. Conc (MI/1)
(mg/1) (MI/1)
#1 1 0.170 225.00 4.00 1.0000 1.0000 1 6.0 46,985 30.74 16.82
6.0 46,985 30.74 16.82
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
(—,,inhf 1 goR _,)nn7 P—Jo I Qrh,—h
All About Plumb
Sediment • /'inq Calculations
Rhase
2" Skimmer
10 Yr Storm
McCutchen Engineering
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
rnnvrinh+ 1QQR _9nn7 P—Io I Crhl—h
Storm Information:
Storm Type: NRCS Type II
Design Storm: 10 yr - 24 hr
Rainfall Depth: 5.060 inches
Particle Size Distribution;
Size (mm)
Bradson
1.4000
100.000%
1.0000
89.700%
0.0630
66.000%
0.0440
38.100%
0.0380
36,600%
0.0040
4.200%
0.0030
2.600%
0.0010
0.000%
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
r'—,rinh4 1aaA _91V17 P—Id I Crh,—h
T e
YP
Stru (flows Stru
# into) #
Musk. K Musk. X
(hrs)
Description
Pond
#1 ==> End
0.000 0.000
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
f nnvrinhf 1 QaA _9nn7 P-10 I 52rh-.h
4
Structure Summary.,
Immediate
Total
Peak
Total
Peak
Peak
Contributing
Contributing
Discharge
Runoff
Sediment Sediment
Settleable
24VW
Area
Area
Volume
(tons) Conc.
Conc.
(MI/1)
(ac)
(ac)
(cfs)
(ac-ft)
(mg/1)
(MI/1)
In
3.18
0.28
10.1 47,807
31.28
17.32
# 1 0.940
Out
0.940
0.04
0.13
1 0.2 8,501
0.00
0.00
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SE®CA® 4 for Windows
f—...inh4 1QQR _,)nn7 P-1. I Srhleioh
•
Structure 1J iY
Size (mm)
In
Out
1.4000
100.000%
100.000%
1.0000
89.700%
100.000%
0.0630
66.000%
100.000%
0.0440
38.100%
100.000%
0.0380
36.600%
100.000%
0.0040
4.200%
100.000%
0.0030
2.600%
100.000%
0.0010
0.000%
0.000%
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
f-,rinhf I QQA _9M7 P.-.[a I S,h,-h
u
Structure #1 (Pond)
Pond Inputs:
Structure Detail.,
Initial Pool Elev:
998.91 ft
Initial Pool:
0.00 ac-ft
*Sediment Storage:
0.00 ac-ft
Dead Space:
0.20 %
*No sediment capacity defined
Perforated Riser
Riser
Riser Height
Barrel
Barrel Barrel Slope
Diameter
Number of
Mannin s n Spillway Elev Holes er
g p
Diameter (ft)
Length (ft) (%)
(ft) Elev
(in)
(in)
48.00 5.10
12.00 50.00 1.00
0.0110 1,004.00 1
Riser
Riser Height
Barrel
Barrel Barrel Slope
Spillway Elev Number of
Manning's n p y Holes per
Diameter
(ft)
Diameter
Length (ft) (0/0)
(ft) Elev
(in)
(in)
48.00 5.10
12.00 50.00 1.00
0.0110 1,004.00 1
Pond Results:
Peak Elevation:
1,002.78 ft
H'graph Detention Time:
15.29 hrs
Pond Model:
CSTRS
Dewater Time:
4.31 days
Trap Efficiency:
98.06 %
Dewatering time is calculated from peak stage to lowest spillway
Elevation -Capacity -Discharge Table
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge
(cfs)
Dewater
Time
(hrs)
998.90
0.000
0.000
0.000
Top of Sed. Storage
998.91
0.000
0.000
0.000
999.00
0.000
0.000
0.038
0.00*
999.10
0.001
0.000
0.038
0.01*
999.20
0.003
0.000
0.038
0.05*
999.30
0.006
0.001
0.038
0.13*
999.40
0.010
0.001
0.038
0.24*
999.50
0.015
0.003
0.038
0.39*
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
('-,rinh} 9 QQA _9nn7 Pomona I Crh,-h
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge
(cfs)
Dewater
Time
(hrs)
999.60
0.022
0.004
0.038
0.58*
999.70
0.030
0.007
0.038
0.81*
999.80
0.039
0.010
0.038
1.08*
999.90
0.049
0.015
0.038
1.39*
1,000.00
0.060
0.020
0.038
1.73*
1,000.10
0.061
0.026
0.038
1.93*
1,000.20
0.062
0.032
0.038
1.96*
1,000.30
0.063
0.039
0,038
1.99*
1,000.40
0.064
0.045
0.038
2.02*
1,000.50
0.065
0.051
0.038
2.05*
1,000.60
0.066
0.058
0.038
2.08*
1,000.70
0.067
0.065
0.038
2.12*
1,000.80
0.068
0.071
0.038
2.15*
1,000.90
0.069
0.078
0.038
2.18*
1,001.00
0.070
0.085
0.038
2.21*
1,001.10
0.071
0.092
0.038
2.24*
1,001.20
0.072
0.099
0.038
2.28*
1,001.30
0.073
0.106
0.038
2.31*
1,001.40
0.074
0.114
0.038
2.34*
1,001.50
0.075
0.121
0.038
2.37*
1,001.60
0.076
0.129
0.038
2.40*
1,001.70
0.077
0.136
0.038
2.43*
1,001.80
0.078
0.144
0.038
2.47*
1,001.90
0.079
0.152
0.038
2.50*
1,002.00
0.080
0.160
0.038
2.53*
1,002.10
0.080
0.168
0.038
2.55*
1,002.20
0.080
0.176
0.038
2.55*
1,002.30
0.080
0.184
0.038
2.55*
1,002.40
0.080
0.192
0.038
2.55*
1,002.50
0.080
0.200
0.038
2.55*
1,002.60
0.080
0.208
0.038
2.55*
1,002.70
0.080
0.216
0.038
2.55*
1,002.78
0.080
0.222
0.038
0.00 Peak Stage
1,002.80
0.080
0.224
0.038
1,002,90
0.080
0.232
0.038
1,003.00
0.080
0.240
0.038
1,003.10
0.081
0.248
0.038
1,003.20
0.082
0.256
0.038
1,003.30
0.083
0.264
0.038
1,003,40
0.084
0.273
0.038
1,003.50
0.085
0.281
0.038
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
C'-,,inh4 1 QaA _9M7 P-1- I SIh--h
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge Dewater
Time
(cfs) (hrs)
1,003.60
0.086
0.290
0.038
1,003.70
0.087
0.298
0.038
1,003.80
0.088
0.307
0.038
1,003.90
0.089
0.316
0.038
1,004.00
0.090
0.325
0.038 Spillway #1
1,004.10
0.091
0.334
1.269
1,004.20
0.092
0.343
3.523
1,004.30
0.093
0.352
6.439
1,004,40
0.094
0.362
8.152
1,004.50
0.095
0.371
8.219
1,004.60
0.096
0.381
8.286
1,004.70
0.097
0.390
8.352
1,004.80
0.098
0.400
8.418
1,004.90
0.099
0.410
8.483
1,005.00
0.100
0.420
8.548
1,005.10
0.102
0.430
8.612
1,005.20
0.104
0.440
8.676
1,005.30
0.106
0.451
8.739
1,005.40
0.108
0.461
8.802
1,005.50
0.110
0.472
8.864
1,005.60
0.112
0.483
8.926
1,005.70
0.114
0.495
8.988
1,005.80
0.116
0.506
9.049
1,005.90
0.118
0.518
9.110
1,006.00
0.120
0.530
9.170
1,006.10
0.121
0.542
9.230
1,006.20
0.122
0.554
9.289
1,006.30
0.123
0.566
9.348
1,006.40
0.124
0.579
9.407
1,006.50
0.125
0.591
9.465
1,006.60
0.126
0.604
9.523
1,006.70
0.127
0.616
9.581
1,006.80
0.128
0.629
9.638
1,006.90
0.129
0.642
9.695
1,007.00
0.130
0.655
9.752
*Designates time(s) to dewater have been extrapolated beyond the 50 hour hydrograph limit
Detailed Discharge Table
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
Cnmirinh} iaap _,)nn7 P-Io I Crh,-h
Elevation
(ft)
Perf. Riser cfs
( )
User-
input(cf jharge
Combined
Total
Discharge
(cfs)
998.90
0.000
0.000
0.000
998.91
0.000
0.000
0.000
999.00
0.000
0.038
0.038
999.10
0.000
0,038
0.038
999.20
0.000
0.038
0.038
999.30
0.000
0.038
0.038
999.40
0.000
0.038
0.038
999.50
0.000
0.038
0.038
999.60
0.000
0.038
0.038
999.70
0.000
0.038
0.038
999.80
0.000
0.038
0.038
999.90
0.000
0.038
0.038
1,000.00
0.000
0.038
0.038
1,000.10
0.000
0.038
0.038
1,000.20
0.000
0.038
0.038
1,000.30
0.000
0.038
0.038
1,000.40
0.000
0.038
0.038
1,000.50
0.000
0.038
0.038
1,000.60
0.000
0.038
0.038
1,000.70
0.000
0.038
0.038
1,000.80
0.000
0.038
0.038
1,000.90
0.000
0.038
0.038
1,001.00
0.000
0.038
0.038
1,001.10
0.000
0.038
0.038
1,001.20
0.000
0.038
0.038
1,001.30
0.000
0.038
0.038
1,001.40
0.000
0.038
0.038
1,001.50
0.000
0.038
0.038
1,001.60
0.000
0.038
0.038
1,001.70
0.000
0.038
0.038
1,001.80
0.000
0.038
0.038
1,001.90
0.000
0.038
0.038
1,002.00
0.000
0.038
0.038
1,002.10
0.000
0.038
0.038
1,002.20
0.000
0.038
0.038
1,002.30
0.000
0.038
0.038
1,002.40
0.000
0.038
0.038
1,002.50
0.000
0.038
0.038
1,002.60
0.000
0.038
0.038
1,002.70
0.000
0.038
0.038
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
r,-,,inhi 1ooR _,)nn7 P-i. i z,h,-h
10
Elevation
(ft)
Perf. Riser cfs
( )
User-
input discharge
(cfs)
Combined
Total
Discharge
(cfs)
1,002.80
0.000
0.038
0.038
1,002.90
0.000
0.038
0.038
1,003.00
0.000
0.038
0.038
1,003.10
0.000
0.038
0.038
1,003.20
0.000
0.038
0.038
1,003.30
0.000
0.038
0.038
1,003.40
0.000
0.038
0.038
1,003.50
0.000
0.038
0.038
1,003.60
0.000
0.038
0.038
1,003.70
0.000
0.038
0.038
1,003.80
0.000
0.038
0.038
1,003.90
0.000
0.038
0.038
1,004.00
0.000
0.038
0.038
1,004.10
1.231
0.038
1.269
1,004.20
3.485
0.038
3.523
1,004.30
6.401
0.038
6.439
1,004.40
8.114
0.038
8.152
1,004.50
8.181
0.038
8.219
1,004.60
8.248
0.038
8.286
1,004.70
8.314
0.038
8.352
1,004.80
8.380
0.038
8.418
1,004.90
8.445
0.038
8.483
1,005.00
8.510
0.038
8.548
1,005.10
8.574
0.038
8.612
1,005.20
8.638
0.038
8.676
1,005.30
8.701
0.038
8.739
1,005.40
8.764
0.038
8.802
1,005.50
8.826
0.038
8.864
1,005.60
8.888
0.038
8.926
1,005.70
8.950
0.038
8.988
1,005.80
9.011
0.038
9.049
1,005.90
9.072
0.038
9.110
1,006.00
9.132
0.038
9.170
1,006.10
9.192
0.038
9.230
1,006.20
9.251
0.038
9.289
1,006.30
9.310
0.038
9.348
1,006.40
9.369
0.038
9.407
1,006.50
9.427
0.038
9.465
1,006.60
9.485
0.038
9.523
1,006.70
9.543
0.038
9.581
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
('—,Hnh+ 1QQR Ann? P—Io I Qrh—.h
11
Combined
User-
Total
Elevation
(ft)
Perf. Riser cfs
( )
input discharge
Discharge
(
(cfs)
1,006.80
9.600
0.038
9.638
1,006.90
9.657
0.038
9.695
1,007.00
9.714
0.038
9.752
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
('nnvrinhf 1QQR _,)nn7 P—Io I Crhl—h
12
Stru SWS SWS Area
Time of Musk K Curve
Conc Musk X UHS
Peak
Discharge
Runoff
Volume
# # (ac)
(hrs) (hrs) Number
(cfs)
(ac-ft)
#1 1 0.940
0.080 0.000 0.000 86.000 TR55
3.18
0.275
0.940
3.18
0.275
t• 0'
Peak
Peak
Sediment
Sediment
Settleable
24VW
S#u S#S Soil K L (ft) S(%) C P PS #
Conc.
Conc
(tons)
(MI/1)
(mg/1)
(MI/1)
#1 1 0.170 225.00 4.00 1.0000 1.0000 1
10.1
47,807
31.28
17.32
10.1
47,807
31.28
17.32
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SE®CA® 4 for Windows
rnninhf 1QQA _,)nn7 P—i- I Crh—h
2"Skimmer
100 Yr Storm
McCutchen Engineering
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
f n ,,inhf 9 aQA _91)n7 Pomolo 1 Srh-.h
Storm nor at®on,
Storm Type: NRCS Type II
Design Storm: 100 yr - 24 hr
Rainfall Depth: 7.450 inches
Size (mm)
Bradson
1.4000
100, 000%
1.0000
89.700%
0.0630
66.000%
0.0440
38.100%
0.0380
36.600%
0.0040
4.200%
0.0030
2.600%
0.0010
0.000%
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
Cnnvrinhi 1QQR _,)nn7 P—Io I Gh,—h
Type
Yp
Stru (flows Stru
# into) #
Musk. K Musk. X
(hrs)
Description
Pond
#1 ==> End
0.000 0.000
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
Cnrnirinh4 1aaR _9M7 P-1n I Gh—h
13
Structure Summary:
Immediate
Total
Peak
Total
Peak
Peak
Contributing
Contributing
Discharge
Runoff
Sediment Sediment
Settleable
24VW
Area
Area
Volume
(tons) Conc.
Conc.
(ml /1)
(ac)
(ac)
(cfs)
(ac-ft)
(mg/1)
(MI/1)
In
4.98
0.45
17.1 49,077
32.11
17.86
#1 0.940
Out
0.940
0.24
0.21
0.5 8,690
0.00
0.00
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
r'-,rfnht laaR.9nn7 P—lo I Gh,—h
Size (mm)
In
Out
1.4000
100.000%
100.000%
1.0000
89.700%
100.000%
0.0630
66.000%
100.000%
0.0440
38.100%
100.000%
0.0380
36.600%
100.000%
0.0040
4.200%
100.000%
0.0030
2.600%
91.078%
0.0010
0.000%
0.000%
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
rn—rinhr 9QgR _9nn7 ID —In I Q,N—h
Structure #1 (Pond)
Pond Inputs:
i
Initial Pool Elev:
998.91 ft
Initial Pool:
0.00 ac-ft
*Sediment Storage:
0.00 ac-ft
Dead Space:
0.20 %
*No sediment capacity defined
Perforated Riser
Riser
Riser Height
Barrel
Diameter Barrel Barrel Slope
Number of
er
g's n Holes Spillway Elev per
Diameter
(ft)
Length (ft) (%)
Elev
(in)
(in)
48.00 5.10
12.00 50.00 1.00
0.0110 1,004.00 1
Riser
Riser Height
Barrel
Barrel Barrel Slope
Number of
Manning's n Spillway Elev Holes per
Diameter
(ft)
Diameter
Length (ft) (%)
(ft) Elev
(in)
m
( )
48.00 5.10
12.00 50.00 1.00
0.0110 1,004.00 1
Pond Results:
Peak Elevation:
1,004.02 ft
H'graph Detention Time:
11.24 hrs
Pond Model:
CSTRS
Dewater Time:
5.79 days
Trap Efficiency:
97.15
Dewatering time is calculated from peak stage to lowest spillway
Elevation -Capacity -Discharge Table
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge
(cfs)
Dewater
Time
(hrs)
998.90
0.000
0.000
0.000
Top of Sed. Storage
998.91
0.000
0.000
0.000
999.00
0.000
0.000
0.038
0.00*
999.10
0.001
0.000
0.038
0.01*
999.20
0.003
0.000
0.038
0.05*
999.30
0.006
0.001
0.038
0.13*
999.40
0.010
0.001
0.038
0.24*
999.50
0.015
0.003
0.038
0,39*
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
Cnnvrinh# 1QQA _')nn7 P-1a I CrhI-h
Elevation
Area
(ac)
Capacity
(ac ft)
Discharge
(cfs)
Dewater
Time
(hrs)
999.60
0.022
0.004
0.038
0.58*
999.70
0.030
0.007
0.038
0.81*
999.80
0.039
0.010
0.038
1.08*
999.90
0.049
0.015
0.038
1.39*
1,000.00
0.060
0.020
0.038
1.73*
1,000.10
0.061
0.026
0.038
1.93*
1,000.20
0.062
0.032
0.038
1.96*
1,000.30
0.063
0.039
0.038
1.99*
1,000.40
0.064
0.045
0.038
2.02*
1,000.50
0.065
0.051
0.038
2.05*
1,000.60
0.066
0.058
0.038
2.08*
1,000.70
0.067
0.065
0.038
2.12*
1,000.80
0.068
0.071
0.038
2.15*
1,000.90
0.069
0.078
0.038
2.18*
1,001.00
0.070
0.085
0.038
2.21*
1,001.10
0.071
0.092
0.038
2.24*
1,001.20
0.072
0.099
0.038
2.28*
1,001.30
0.073
0.106
0.038
2.31*
1,001.40
0.074
0.114
0.038
2.34*
1,001.50
0.075
0.121
0.038
2.37*
1,001.60
0.076
0.129
0.038
2.40*
1,001.70
0.077
0.136
0.038
2.43*
1,001.80
0.078
0.144
0.038
2.47*
1,001.90
0.079
0.152
0.038
2.50*
1,002.00
0.080
0.160
0.038
2.53*
1,002.10
0.080
0.168
0.038
2.55*
1,002.20
0.080
0.176
0.038
2.55*
1,002.30
0.080
0.184
0.038
2.55*
1,002.40
0.080
0.192
0.038
2.55*
1,002.50
0.080
0.200
0.038
2.55*
1,002.60
0.080
0.208
0.038
2.55*
1,002.70
0.080
0.216
0.038
2.55*
1,002.80
0.080
0.224
0.038
2.55*
1,002.90
0.080
0.232
0.038
2.55*
1,003.00
0.080
0.240
0.038
2.55*
1,003.10
0.081
0.248
0.038
2.56*
1,003.20
0.082
0.256
0.038
2.59*
1,003.30
0.083
0.264
0.038
2.62*
1,003.40
0.084
0.273
0.038
2.66*
1,003.50
0.085
0.281
0.038
2.69*
1,003.60
0.086
0.290
0.038
2.72*
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
Cnrnirinh4 1 aQA _OM7 P.-.Ia I q,N-h
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge
(cfs)
Dewater
Time
(hrs)
1,003.70
0.087
0.298
0.038
2.75*
1,003.80
0.088
0.307
0.038
2.78*
1,003.90
0.089
0.316
0.038
2.82*
1,004.00
0.090
0.325
0.038
2.85* Spillway #1
1,004.02
0.090
0.326
0.241
35.45 Peak Stage
1,004.10
0.091
0.334
1.269
1,004.20
0.092
0.343
3.523
1,004.30
0.093
0.352
6.439
1,004.40
0.094
0.362
8.152
1,004.50
0.095
0.371
8.219
1,004.60
0.096
0.381
8.286
1,004.70
0.097
0.390
8.352
1,004.80
0.098
0.400
8.418
1,004.90
0.099
0.410
8.483
1,005.00
0.100
0.420
8.548
1,005.10
0.102
0.430
8.612
1,005.20
0.104
0.440
8.676
1,005,30
0.106
0.451
8.739
1,005.40
0.108
0.461
8.802
1,005.50
0.110
0.472
8.864
1,005.60
0.112
0.483
8.926
1,005.70
0.114
0.495
8.988
1,005.80
0.116
0.506
9.049
1,005.90
0.118
0.518
9.110
1,006.00
0.120
0.530
9.170
1,006.10
0.121
0.542
9.230
1,006.20
0.122
0.554
9.289
1,006.30
0.123
0.566
9.348
1,006.40
0.124
0.579
9.407
1,006.50
0.125
0.591
9.465
1,006.60
0.126
0.604
9.523
1,006.70
0.127
0.616
9.581
1,006.80
0.128
0.629
9.638
1,006.90
0.129
0.642
9.695
1,007.00
0.130
0.655
9.752
*Designates time(s) to dewater have been extrapolated beyond the 50 hour hydrograph limit.
Detailed Discharge Table
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
(`- inhf 9QQA _?nn7 P-1- I Crhl-h
Elevation
(ft)
Perf. Riser cfs
( )
User-
input discharge
(cfs)
Combined
Total
Discharge
(cfs)
998.90
0.000
0.000
0.000
998.91
0.000
0.000
0.000
999.00
0.000
0.038
0.038
999.10
0.000
0.038
0.038
999.20
0.000
0.038
0.038
999.30
0.000
0.038
0.038
999.40
0.000
0.038
0.038
999.50
0.000
0.038
0.038
999.60
0.000
0.038
0.038
999.70
0.000
0.038
0.038
999.80
0.000
0.038
0.038
999.90
0.000
0.038
0.038
1,000.00
0.000
0.038
0.038
1,000.10
0.000
0.038
0.038
1,000.20
0.000
0.038
0.038
1,000.30
0.000
0.038
0.038
1,000.40
0.000
0.038
0.038
1,000.50
0.000
0.038
0.038
1,000.60
0.000
0.038
0.038
1,000.70
0.000
0.038
0.038
1,000.80
0.000
0.038
0.038
1,000.90
0.000
0.038
0.038
1,001.00
0.000
0.038
0.038
1,001.10
0.000
0.038
0.038
1,001.20
0.000
0.038
0.038
1,001.30
0.000
0.038
0.038
1,001.40
0.000
0.038
0.038
1,001.50
0.000
0.038
0.038
1,001.60
0.000
0.038
0.038
1,001,70
0.000
0.038
0.038
1,001.80
0.000
0.038
0.038
1,001.90
0.000
0.038
0.038
1,002.00
0.000
0.038
0.038
1,002.10
0.000
0.038
0.038
1,002.20
0.000
0.038
0.038
1,002.30
0.000
0.038
0.038
1,002.40
0.000
0.038
0.038
1,002.50
0.000
0.038
0.038
1,002.60
0.000
0.038
0.038
1,002.70
0.000
0.038
0.038
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
Cnnvrinhf 1QOR _9fV17 P-Io I Crhumh
Elevation
(ft)
Perf. Riser cfs
( )
User-
input dif discharge
(
Combined
Total
Discharge
(cfs)
1,002.80
0.000
0.038
0.038
1,002.90
0.000
0.038
0.038
1,003.00
0.000
0.038
0.038
1,003.10
0.000
0.038
0.038
1,003.20
0.000
0.038
0.038
1,003.30
0.000
0.038
0.038
1,003.40
0.000
0.038
0.038
1,003.50
0.000
0.038
0.038
1,003.60
0.000
0.038
0.038
1,003.70
0.000
0.038
0.038
1,003.80
0.000
0.038
0.038
1,003.90
0.000
0.038
0.038
1,004.00
0.000
0.038
0.038
1,004.10
1.231
0.038
1.269
1,004.20
3.485
0.038
3.523
1,004.30
6.401
0.038
6.439
1,004.40
8.114
0.038
8.152
1,004.50
8.181
0.038
8.219
1,004.60
8.248
0.038
8.286
1,004.70
8.314
0.038
8.352
1,004.80
8.380
0.038
8.418
1,004.90
8.445
0.038
8.483
1,005.00
8.510
0.038
8.548
1,005.10
8.574
0.038
8.612
1,005.20
8.638
0.038
8.676
1,005.30
8.701
0.038
8.739
1,005.40
8.764
0.038
8.802
1,005.50
8.826
0.038
8.864
1,005.60
8.888
0.038
8.926
1,005.70
8.950
0.038
8.988
1,005.80
9.011
0.038
9.049
1,005.90
9.072
0.038
9.110
1,006.00
9.132
0.038
9.170
1,006.10
9.192
0.038
9.230
1,006.20
9.251
0.038
9.289
1,006.30
9.310
0.038
9.348
1,006.40
9.369
0.038
9,407
1,006.50
9.427
0.038
9.465
1,006.60
9.485
0.038
9.523
1,006.70
9.543
0.038
9.581
10
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SEDCAD 4 for Windows
r'- inhf 1QQR _,)nn7 P-Io I GhIuah
11
Combined
User-
Total
Elevation
(ft)
Perf. Riser cfs
( )
input jharge
Discharge
cf
(
(cfs)
1,006.80
9.600
0.038
9.638
1,006.90
9.657
0.038
9.695
1,007.00
9.714
0.038
9.752
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

SE®CA® 4 for Windows
0— ... inhl 1QQA _9nn7 P—Io I Crh,—h
12
Stru SWS
SWS Area
Time of
Conc Musk K Curve Musk X UHS
Peak
Discharge
Runoff
Volume
# #
(ac)
(hrs) (hrs) Number
(cfs)
(ac-ft)
#1 1
0.940
0.080 0.000 0.000 86.000 TR55
4.98
0.454
0.940
4.98
0.454
Peak
Peak
Sediment
Sediment
Settleable
24VW
S#u S#S Soil K L (ft) S (%) C P PS #
(tons)
Conc.
Conc
(MI/1)
(m9/1)
(MI/1)
#1 1 0.170 225.00 4.00 1.0000 1.0000 1
17.1
49,077
32.11
17.86
17.1
49,077
32.11
17.86
Filename: Phase 2 & 3 Sediment Trapping Calculations.sc4 Printed 07-19-2022

All About Plumbing
Ctnrm watar ralci lations
Drainage Area
Drainage
Total Drainage
Impervious
Pervious
Weighted
Intensity
Flowrate
Catch Basin
(acres)
(acres)
(acres)
C-factor
In/hr - 10 year
Q- cfs
AO
-
-
-
-
-
Al
0.05
0.05
0.00
0.95
7.09
0.3
A2
0.05
0.05
0.00
0.95
7.09
0.3
A3
0.13
0.12
0.01
0.91
7.09
0.8
A4
0.15
0.13
0.02
0.88
7.09
0.9
A5
0.25
0.20
0.05
0.84
7.09
1.5
A6
0.01
0.00
0.01
0.40
7.09
0.0
A7
0.02
0.00
0.02
0.40
7.09
0.1
A8
0.12
0.10
0.02
0.86
7.09
0.7

E E E E
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Pre Area #1
Project Name: All About Plumbing
Location: Mills River, NC
Sheet Flow
Surface Description
Grass
Manning's Roughness (n)
Table 3-1
0.24
Flow Length (L)
100
Two Year 24 hour rainfall (P)
3.6"
Average Land slope (s)
4.00% or 0.04 ft/ft
0.007(nL)°-$
T = (P)0.5 x (s)0.4
M
0.007(0.24 x 100)0.8
(3.6)0.5 x (0.04)0.4
T = 0.17 hours
Shallow Concentrated Flow
Surface Description
unpaved
Flow Length (L)
420
Watercourse Slope (ft/ft)
10.0% or 0.10 ft/ft
Average Velocity (figure 3-1)
5.0
L
T 3600V
420
T = 3600 x 5.0
T = 0.02 hours

Total Combined Time of Concentration
Time = 0.17 hours + 0.02 hours
Time = 0.19 hours or 11.4 minutes

Pre Area #2
rroject Name: All About Plumbing
Location: Mills River, NC
Sheet Flow
Surface Description
Grass
Manning's Roughness (n)
Table 3-1
0.24
Flow Length (L)
100
Two Year 24 hour rainfall (P)
3.6"
Average Land slope (s)
5.00% or 0.05 ft/ft
0.007(nL)0.8
T = (p) 0.5 x (s) 0.4
T _ 0.007(0.24 x 100)0.8
(3.6)0.5 x (0.05)0.4
T = 0.16 hours
Total Combined Time of Concentration
Time = 0.16 hours
Time = 0.16 hours or 9.6 minutes

c
Location: Mills River, NC
Sheet Flow
Surface Description
Grass
Manning's Roughness (n)
Table 3-1
0.24
Flow Length (L)
100
Two Year 24 hour rainfall (P)
3.6"
Average Land slope (s)
4.00% or 0.04 ft/ft
0.007(nL)0.8
T = (P)O.s x (s)0.4
T=
0.007(0.24 x 100)0-8
(3.6)0.5 x (0.04)0.4
T = 0.17 hours
Shallow Concentrated Flow
Surface Description
unpaved
Flow Length (L)
250
Watercourse Slope (ft/ft)
3.6% or 0.036 ft/ft
Average Velocity (figure 3-1)
3.0
L
T 3600V
250
T = 3600 x 3.0
T = 0.02 hours
Total Combined Time of Concentration
Time = 0.17 hours + 0.02 hours
Time = 0.19 hours or 11.4 minutes

Project Name: All About Plumbing
Location: Mills River, NC
Sheet Flow
Surface Description
Asphalt
Manning's Roughness (n)
Table 3-1
0.011
Flow Length (L)
100
Two Year 24 hour rainfall (P)
3.6"
Average Land slope (s)
6.70% or 0.067 ft/ft
0.007(nL)°-8
T = (P)0.5 x (s)0.4
T _
0.007(0.011 x 100)0.8
(3.6)0.5 x (0.067)0.4.
T = 0.01 hours

Channel Flow or Pipes
Surface Description
15" RCP
Wetted Perimeter (Pw)
3.90 feet
Area (A)
1.23 sq. ft
Hydraulic Radius (r = A/Pw)
=1.23/3.90
= 0.31
Average Slope (ft/ft)
1.00% or 0.010 ft/ft
Manning's Roughness (n)
0.013
V=5.20FPS
1.49 (r) 0.67 (S) o.s
V=
n
1.49 (0.31) 0.67 (0.01) 0.1
_
V 0.013
Flow Length =
225 feet
L
T = 3600V
T = 0.01 hours
22S
T 3600 x (S.20)
Total Combined Time of Concentration
Time = 0.01 hours + 0.01 hours
Time = 0.02 hours or 1.2 minutes

Location: (Mills River, NC
Sheet Flow
Surface Description
Grass
Manning's Roughness (n)
Table 3-1
0.24
Flow Length (L)
100
Two Year 24 hour rainfall (P)
3.6"
Average Land slope (s)
4.00% or 0.04 ft/ft
0.007(nL)0.8
T = (P)0.s x (s)0.4
0.007(0.24 x 100)0.8
(3.6)0.s x (0.04)0.4
T = 0.17 hours
Shallow Concentrated Flow
Surface Description
unpaved
Flow Length (L)
320
Watercourse Slope (ft/ft)
10.0% or 0.10 ft/ft
Average Velocity (figure 3-1)
5.0
L
T 3600V
320
T = 3600 x 5.0
T = 0.02 hours

Total Combined Time of Concentration
Time = 0.17 hours + 0.02 hours
Time = 0.19 hours or 11.4 minutes

Location: Mills River, NC
Sheet Flow
Surface Description
Grass
Manning's Roughness (n)
Table 3-1
0.24
Flow Length (L)
100
Two Year 24 hour rainfall (P)
3.6"
Average Land slope (s)
5.00% or 0.05 ft/ft
0.007(nL)0-8
T = (P)0.5 x (s)0.4
0.007(0.24 x 100)0.8
(3.6)0.s x (0.05)0.4
T = 0.16 hours
Total Combined Time of Concentration
Time = 0.16 hours
Time = 0.16 hours or 9.6 minutes

Location: Mills River, NC
Sheet Flow
Surface Description
Grass
Manning's Roughness (n)
Table 3-1
0.24
Flow Length (L)
100
Two Year 24 hour rainfall (P)
3.6"
Average Land slope (s)
4.00% or 0.04 ft/ft
0.007(nL)0.8
T — (P)0.5 x (s)0.4
T=
0.007(0.24 x 100)0"8
(3.6)0.5 x (0.04)0.4
T = 0.17 hours
Shallow Concentrated Flow
Surface Description
unpaved
Flow Length (L)
250
Watercourse Slope (ft/ft)
3.6% or 0.036 ft/ft
Average Velocity (figure 3-1)
3.0
L
T 3600V
250
T = 3600 x 3.0
T = 0.02 hours
Total Combined Time of Concentration
Time = 0.17 hours + 0.02 hours
Time = 0.19 hours or 11.4 minutes

Stormwater Pollution Prevention Plan Permit No. NCG010000
Appendix E Inspection Log and Reports
All About Plumbing - Building Addition

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NC Division of Energy, Mineral, and Land Resources
Operation & Maintenance Inspection Form — Bioretention Cell
Project name:
Permit number:
SW
Inspection date:
Street address:
City:
State and ZIP code:
Name of inspector:
Phone number:
Email address:
Description of SCM location on the project:
Signature of Inspector certifying that the information provided in this form is complete and correct:
Stormwater Collection System, Accessibility, and Overall Cell
1. Swales are free from blockage and erosion.
Yes ❑
No ❑
N/A ❑
2. Grates, gutters, curb openings, and pipes appear free from damage & clogs.
Yes ❑
No ❑
N/A ❑
3. Bioretention cell is accessible for inspection.
Yes ❑
No ❑
N/A ❑
4. Bioretention cell is free from trash and debris.
Yes ❑
No ❑
N/A ❑
Inlet(s) and Pretreatment
5. Inlet(s) are free from damage, clogs, and erosion.
Yes ❑
No ❑
N/A ❑
6. Flow is directed to a pretreatment area (if applicable).
Yes ❑
No ❑
N/A ❑
7. Pretreatment area is free from erosion and clogging (if applicable).
Yes ❑
No ❑
N/A ❑
8. Pretreatment area has < 2 inches of accumulated sediment (if applicable).
Yes ❑
No ❑
N/A ❑
Bioretention Cell if Vegetation is Grass
9. Grass is healthy.
Yes ❑
No ❑
N/A ❑
10. Grass is not fertilized.
Yes ❑
No ❑
N/A ❑
11. Base of grass is at least 10 inches below the outlet structure.
Yes ❑
No ❑
N/A ❑
Bioretention Cell if Vegetation is Trees & Shrubs
12. A two- to -four -inch layer of mulch is present.
Yes ❑
No ❑
N/A ❑
13. Mulch is not clogged with sediment.
Yes ❑
No ❑
N/A ❑
14. Cell is free of weeds and obligate wetland vegetation.
Yes ❑
No ❑
N/A ❑
15. Vegetation is healthy and not overgrown, especially if safety is an issue.
Yes ❑
No ❑
N/A ❑
16. Tree stakes/wires are not present (remove after 6 months).
Yes ❑
No ❑
N/A ❑
17. Vegetation is not fertilized.
Yes ❑
No ❑
N/A ❑
18. Top of the mulch is at least 10 inches below the outlet structure.
Yes ❑
No ❑
N/A ❑
Underdrain and Outlet
19. Standing water is not present in the bioretention cell.
Yes ❑
No ❑
N/A ❑
20. Underdrains appear free from damage and clogs.
Yes ❑
No ❑
N/A ❑
21. Clean out/ observation pipes are not damaged,
Yes ❑
No ❑
N/A ❑
22. Emergency bypass and/or bypass swale is clearly visible & in good condition.
Yes ❑
No ❑
N/A ❑
23. Outlet structure is free from damage, clogs, and erosion.
Yes ❑
No ❑
N/A ❑
Version 1.0—April 2021

Action Plan to address any "Nos" listed above, including dates for completion (for permittee to complete

Stormwater Pollution Prevention Plan Permit No. NCG010000
... Inspectiono,
Name of Construction Site Location of Construction Site
Date of Inspection
Inspector Name
Does Inspection Report require
maintenance of installed BMPs?
❑ Yes
❑ No
❑ Yes
❑ No
❑ Yes
❑ No
❑ Yes
❑ No
❑ Yes
❑ No
❑ Yes
❑ No
❑ Yes
❑ No
❑ Yes
❑ No
❑ Yes
❑ No
❑ Yes
❑ No
❑ Yes
❑ No
❑ Yes
❑ No
All About Plumbing - Building Addition

Stol'mbvatel' Pollution Prevention Plan Permit No. NCGO10000
SWPPP Inspection LoS• e•
Date of Inspection Inspector Name Does Inspection Report require
maintenance of installed BMPs?
❑ Yes
❑ No
❑ Yes
❑ No
❑ Yes
❑ No
❑ Yes
❑ No
❑ Yes
❑ No
❑ Yes
❑ No
❑ Yes
❑ No
❑ Yes
❑ No
❑ Yes
❑ No
❑ Yes
❑ No
❑ Yes
❑ No
❑ Yes
❑ No
❑ Yes
❑ No
All About Plumbing - Building Addition

Slormwaler Pollution Prevention Plan Permit No. NCG010000
AppeDd1x F Rainf H Log and Reports
All About Plumbing - Building Addition

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Stormwater Pollution Prevention Plan Permit No. NCG010000
Appendlix G Additional Site Logs and Records
All About Plumbing - Building Addition

Slormwater Pollution Prevention Plan Permit No. NCG010000
Date Et Time I Description/Outline and Name of the Presenter of SWPPP and Site Requirements
I Name I Comvanv I Signature I
All About Plumbing - Building Addition

Stormwater Pollution Prevention Plan Permit No. NCG010000
• r r Pre -Construction ConferenceI/ 1' 1
Name Company Signature
All About Plumbing - Building Addition

Stormwater Pollution Prevention Plan Permit No. NCG010000
SWPPP Contractor Et Sub -Contractor Log
Name of Construction Site Location of Construction Site
company/IndividualResponsibilities
1.)
Start Date:
Completion Date:
2.)
Start Date:
Completion Date:
3.)
Start Date:
Completion Date:
4.)
Start Date:
Completion Date:
5.)
Start Date:
Completion Date:
6.)
Start Date:
Completion Date:
7.)
Start Date:
Completion Date:
8.)
Start Date:
Completion Date:
9.)
Start Date:
Completion Date:
10.)
Start Date:
Completion Date:
All About Plumbing - Building Addition

Stormwater Pollution Prevention Plan Permit No. NCG010000
••• Contractor Et Sub-Contractor1'
11.)
Start Date:
Completion Date:
12.)
Start Date:
Completion Date:
13.)
Start Date:
Completion Date:
14.)
Start Date:
Completion Date:
15.)
Start Date:
Completion Date:
16.)
Start Date:
Completion Date:
17.)
Start Date:
Completion Date:
18.)
Start Date:
Completion Date:
19.)
Start Date:
Completion Date:
20.)
Start Date:
Completion Date:
21.)
Start Date:
Completion Date:
All About Plumbing - Building Addition

Stormwater Pollution Prevention Plan Permit No. NCG010000
SWPPP Modification • • Ai
Name of Construction Site Location of Construction Site
Type of Modification..Modificatio
❑ Major ❑ Minor
Start Date:
Completion Date:
Reason for
Modifications:
Approved/implemented
By:
Type of Modification
❑ Major ❑ Minor
Description of Modification
Location of Modification
Start Date:
Completion Date:
Reason for
Modifications:
Approved/implemented
By:
ModificationType of
❑ Major ❑ Minor
..
.. kicaikonj
Start Date:
Completion Date:
Reason for
Modifications:
Approved/implemented
By:
Type of Modification
❑ Major ❑ Minor
Description of Modification
Location of Modification m
Start Date:
Completion Date:
Reason for
Modifications:
Approved/implemented
By:
Type of Modification..
❑ Major ❑ Minor
.. ification
Start Date:
Completion Date:
Reason for
Modifications:
Approved/implemented
By:
All About Plumbing - Building Addition

Stormwater Pollution Prevention Plan Permit No. NCG010000
SWPPP Modification Log (Continued)
Name of Construction Site Location of Construction Site
Type of ..
..Modification
❑ Major ❑ Minor
Start Date:
Completion Date:
Reason for Approved/Implemented
Modifications: By:
Type of Modification..Modification
m
❑ Major ❑ Minor
Start Date:
Completion Date:
Reason for
Approved/Implemented
Modifications:
By:
ModificationType of
..Modification
❑ Major ❑ Minor
Start Date:
Completion Date:
Reason for
Approved/implemented
Modifications:
By:
Type of Modification..Modification
m
❑ Major ❑ Minor
Start Date:
Completion Date:
Reason for
Approved/implemented
Modifications:
By:
ModificationType of
..
..
❑ Major ❑ Minor
Start Date:
Completion Date:
Reason for Approved/Implemented
Modifications: By:
All About Plumbing - Building Addition

Stormwater Pollution Prevention Plan Permit No. NCG010000
SWPPP
• Stabilization1 •
Name of Construction Site
Location of Construction Site
Type of Stabilization
Description of Stabilization
Location of Stabilization
❑ Final ❑ Temporary
Initiate Date:
Completion Date:
Additional
Inspection Frequency for
work proposed for
Stabilized Area:
this area:
of Stabilization
DescriptionType
❑ Final ❑ Temporary
Initiate Date:
Completion Date:
Additional
Inspection Frequency for
work proposed for
Stabilized Area:
this area:
Type of Stabilization
Description of Stabilization
Location of Stabilization
❑ Final ❑ Temporary
Initiate Date:
Completion Date:
Additional
Inspection Frequency for
work proposed for
Stabilized Area:
this area:
.• of Stabilization M7
Description❑
Final ❑ Temporary
Initiate Date:
Completion Date:
Additional
Inspection Frequency for
work proposed for
Stabilized Area:
this area:
Type of Stabilization
Description of Stabilization
Location of Stabilization
❑ Final ❑ Temporary
Initiate Date:
Completion Date:
Additional
Inspection Frequency for
work proposed for
Stabilized Area:
this area:
All About Plumbing - Building Addition

Stormwater Pollution Prevention Plan Permit No. NCGOl OOOO
SWPPP Modification Log (Continued)
Name of Construction Site Location of Construction Site
of Stabilization
DescriptionType
❑ Final ❑ Temporary
Initiate Date:
Completion Date:
Additional
work proposed for
Inspection Frequency for
this area:
Stabilized Area:
of Stabilization
DescriptionType
❑ Final ❑ Temporary
Initiate Date:
Completion Date:
Additional Inspection Frequency for
work proposed for
this area: Stabilized Area:
Type of Stabilization Description of Stabilization
Location of Stabilization
❑ Final ❑ Temporary
Initiate Date:
Completion Date:
Additional
work proposed for
Inspection Frequency for
this area:
Stabilized Area:
Type of Stabilization
Description of Stabilization
Location of Stabilization—'
❑ Final ❑ Temporary
Initiate Date:
Completion Date:
Additional
work proposed for
Inspection Frequency for
this area:
Stabilized Area:
Type of Stabilization
Description of Stabilization
Location of Stabilization
❑ Final ❑ Temporary
Initiate Date:
Completion Date:
Additional
work proposed for
Inspection Frequency for
this area:
Stabilized Area:
All About Plumbing - Building Addition

Stormwater Pollution Prevention Plan Permit No. NCGO 10000
Appendix H Misc. Design Information/Cut Sheets
Alt About Plumbing - Building Addition

PRODUCT DATA SHEET
• ®� �' -�� WINFAB'' 2098
1INFAB" 2098 is manufactured using
igh tenacity polypropylene yarns that are f j
coven to form a dimensionally stable network,
ihich allows the yarns to maintain their relative position.
VINFAB10 2098 resists ultraviolet deterioration, rotting,
nd biological degradation and is inert to commonly j_
ncountered soil chemicals. It meets or exceeds the i•? j , ' '� i ! ' fit; ; ; i ' �.; , r�.
jL
equirements of AASHTO M288 for unsupported silt fence and
�STM D6461 table 2.
Average Roll Value
Disclaimer: WINFAB assumes no liability for the cornpleleness or accuracy of tills Infomratlon or the ultimate use of tills Infonnallon. WINFAB dlsclnlms any and all Implied,
expressed, or statutory standards, guarantees, or wallanlles. Tills Includes without Ilmllallon any implied warranty as to merchantablllly, or fitness for a particular purpose or
arlsing front a course of dealing of usage of trade as to equlpmenl, materials, or Infonnallon furnished herewith. Tills document should not be construed as engineering adu
Always consult the project engineer fat project specific teclultentents. The end user assumes sole iesponsibllity for the use of Ihls Infonnallon and product. The properly va
listed above are subject to change without notice,
WINFAB'0& "'" �f ' are trademarks of Wlllocoochee Industrial Fabrics, Inc.
(-12021 Wlllacoochee Inclustial Fabrics Inc.
'INI All I www.wlnfabnsa.crnn
Nashville Mills Rd. Nashville GA 31639
1: [phone] - Fax: [phone]
Inlllnls:6x ff : 07
0ato: 2010

1
2
3
4
5
6
7
8
9
10
Il
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
Section 160S
DIVISION 16
EROSION CONTROL AND ROADSIDE I��+�V1C�OS'l1ii+'Nri'
SECTION 1605
j,E,M'ojzARV Sr>` F FENCE
1605-1 DESCRIPTION
Furnish material, construct, maintain and remove temporary silt fence in locations shown in
the plans or in locations that require surface drainage to be filtered.
1605-2 MATERIALS
Refer to Division t0,
Item Section
Geotextile, Type 3 t056
(A) Posts
Provide steel posts with at least 5 feet long, 1 3/8 inch wide measured parallel to the
fence and 1,25 lbs, per foot in weight per length, Equip with an anchor plate with an area
of at least 14.0 square inches. Ensure a means of retaining fencing material in the desired
position without displacement.
(13) Woven Wire fence
Provide woven wire fence at least 32 inches high with 5 horizontal wires, vertical wires
spaced 12 inches apart, 10 gauge top and bottom wires and 12 1/2 gauge for all other
wires.
(C) Attachment Device
Provide plastic ties, wire fasteners or other approved attachment device,
1605-3 CONSTRUCTION METHODS
hlstall in locations as shown in the plans or as directed,
histall wire and geotextile as shown in Roadi•vny Standrn•d Drowirigs,
Geotextile may be used without the woven wire fence backing with a post spacing of not
more than 6 feet,
lnstall post inclined toward runoff source, at an angle of not more than 20' from vertical,
Attach geotextile to the post with acceptable methods,
Overlap geotextile at least 18 inches al splice joints,
1605-4 MAINTENANCE AND REMOVAL
Maintain the silt fence until the project is accepted or until file fence is removed. Remove and
replace deteriorated or ineffective geotextile. Remove and dispose of silt accumulations in
accordance with Section 1630 when necessary or as directed.
Leave silt fence in place until site stabilization and remove at project. completion, Removed
silt fence becomes the property of the Contractor. Dress and seed and niulch all areas where
silt fence is removed in accordance with Section 1660.
NCQOT 2018 Standard Specifications 16-1

2
3
4
5
6
7
8
9
10
11
12
13
Section 1606
1605-5 MEASUREMENT AND PAVMI NT
1'emporaq Silt 1"(mce will be nleasurcd and paid in linear feet, accepted in place, along the
ground line of the fence. Temporary Silt fence that requires removal and replacement clue to
general deterioration or ineffective geotextile will be paid at contract unit prices. Repairs to
the fence due to carelessness or neglect on the part of the Contractor will be at no cost to the
Department.
Sill Excavation Will be measured and paid in accordance with Article 1630-3.
Seeding and Affulching will be measured and paid in accordance with Article 1660-8.
Article 104-5, pertaining to revised contract prices, will not apply to this item. No revision in
the contract unit price will be. allowed because of any overrun or underrun.
Payment will be made under;
Pay Item
Temporary Silt Bence
Pay Unit
Linear Foot
SECTION 1606
SPECIAL SEDIMENT CONTROL FENCE
14 1606-1 DESCRIPTION
15 Furnish materials, construct, maintain and remove special sediment control fence. Place
16 special sediment control fence as shown in the plans or as directed.
17 1606-2 MATERIALS
18 Refer to Division 10.
Item Section
Sediment Control Stone, Standard Size No. 5 or 57 1005
19 (A) Posts
20 Provide steel posts in accordance with Subarticle i605-2(A).
21 (B) 1/4" Hardware Cloth
22 Provide hardware cloth with 1/4 inch openings constructed from 24 gauge wire.
23 (C) Attachment Device
24 Provide plastic ties, wire fasteners or other approved attachment device.
25 1606-3 CONSTRUCTION METHODS
26 Install hardware cloth and sediment control stone in accordance with Roadiway Standard
27 Drawings, Attach hardware cloth to post with acceptable methods,
28 Nlaintain the special sediment control fence until the project is accepted or until the fence is
29 removed. Remove and dispose of silt accumulations at the fence when so directed in
30 accordance with Section 1630,
31 1606-4 MEASUREMENT AND PAYMENT
32 Sill i-cavolion will be measured and paid in accordance with Article 1630-3.
33 114" Hardivom Cloth will be measured and paid in accordance with Article 1632-5,
34 Control Stone will be measured anci paid in accordance with Article 16t0-4.
16-2 NCDOT 2018 Standard Specifications

ELEVATION VIEW
FILTER OPTIONS
FILTER IS AVAILABLE IN TWO OPTIONS:
1) ALL HIGH -FLOW FILTER
2) HIGH -FLOW MATERIAL ON TOP HALF, HIGH -EFFICIENCY
MATERIAL ON BOTTOM HALF (THIS FILTER COVER IS RECOMMENDED
FOR ALL ROADWAY PROJECTS.) (DOT FILTER)
IT IS THE PURCHASERS RESPONSIBILITY TO PURCHASE APPROPRIATE
FILTER. PURCHASER SHALL PROVIDE ROCK FOR FILTER POCKETS,
FILTER INSTALLATION
FILTER SLIDES DIRECTLY OVER FILTER FRAME, TO KEEP FILTER
FRAME IN PLACE OVER STORM STRUCTURE, ROCK POCKETS ARE
SEWN DIRECTLY INTO FILTER, EVERY FILTER COMES IN ONE PIECE
FOR EASY INSTALLATION,
MAINTENANCE
ALL TEMPORARY EROSION, SEDIMENTATION, & POLLUTION CONTROL
PRACTICES SHOULD BE INSPECTED DAILY, CONTRACTOR SHALT_
REMOVE SEDIMENT AND DISPOSE OF IN A PROPER MANNER, INSPECT
FRAME AND FILTER DAILY FOR CUTS, ABRASIONS, AND PROPER
INSTALLATION, REPLACE OR REPOSITION AS NECESSARY,
REPLACEMENT FILTERS: MODEL 11 R-14011F OR R-340 DOT
PLAN VIEW
,IA.
GREEN HIGH -FLOW
ISOMETRIC VIEW
SHOWN WITH DOT FILTER
GRAY HIGH -EFFICIENCY
POCKET FILLED
ROCK PROVIDED BY
PURCHASER.
FRAME MATERIAL: BLACK 0,25" HMWPE
ROUND FRAME & FILTER ASSIWBLY FILTER FABRIC MATERIAL: REFERTO SPEC
Model # R- 10 OA AKA "SS-100A (Round)" SCALE: NOT TO SCALE
60" DIAMETER LAST UPDATED: AUGUST 2019
SILT -SAVER, INC. 1200 FORRESTER CEMETERY RD, COVINGTON, GA 30014 PHONE: [phone] f-AX: [phone] TOLL FREE: 1.888-382-SILT (7458) MM-311ls8ver,0111

Gireen HF
tared rd Mesh
CONSTRUCTION SPECIFICATIONS AND PHYSICAL PROPERTIES
Characteristic
Description
Weight
T5 oz/sq yd ± 10%
Width
As specified (up to 85" ± 1/4") J
Scrim Count
9 x 9
Color
Various
TEST METHOD
TEST DESCRIPTION RESULTS
FTM 191-5136 / ASTNI D751
Tear (Trap) Ave W x F
64.3 lbs 49.4 lbs
FTNI 191-5100 / ASTM D751
Tensile (Grab) Ave W x F
184.0 lbs ; 220.0 lbs
FTIVI 191-5306 / ASTM D3884
Abrasion - taber wheel I-1-18 (abrade to failure)
260 cycles
NFPA 701 M2
Flame resistance
Pass —
Weatherability (no cracking, crazing, blistering, fading of
1000 lu's
ASTM G-t5l
delamination)
UV-D
Additioual Comments:
The technical data ftn'nished represents lypica/ test results as achieved bi; the test methods indicated, This informalion is
provided cis general infol-rrrotion, I inal determination cis to the suitability q/'the indicated inaterial, for the opplicatiori, is the
responsibility of the catstomer. There are no warranties either expressed or implied.

TESTING, RESEARCH, CONSIJILTINC-1 AND FIELD SERVICES
4 AUSTIN, TX - UBA I ANAHEIM, RA - UBA I ANDERBON, GO - UBA I Unt r) OOART - AUSTRALIA I BUZHOU - OHINA
Z-4
February 12, 2014
Mall To: Bill To:
Roger Singleton <= Same
Silt -Saver, Inc.
emall: roger@siitsaver,com
Dear Mr, Singleton:
Thank you for consulting TRIIEnvlronmenlal, Inc. (TRI) for your geosynthetics testing needs.
TRI is pleased to submit this final report of the laboratory testing for the sample(s) listed below.
TRI Job Reference Number: E2386-66-10
Material(s) Tested: One, Silt Screen(s)
Test(s) Requested: Permittivity (ASTM D 4491)
If you have any questions or require any additional Information, please call us at 1-800.880.8378
Sincerely,
111T'11�
Mansukh Patel
Laboratory Manager
Geosynthelic Services Division
www,G eosyntheticTesting.com
np Page 1 o/not ppy amp y� pan
i«�«maAa� clallmn[ theNWu a dp posoollMmalf,I&LllNobjenaandmLAt*scronlconlida ValAy iill1 6dmlliItpfoducucnolW,ropdil.o olplNlidi,pilhoulp�laoppromlol1Ill.'Ib�N
TRI KNVIRONMENTAL, IND.
906U Uta UAVca fir). - AUo7im, TX 7U7U3 ^ UBA I PHI UUO.UDo.TE6T an 1512.263;21U1

TESTING, RESEARCH, CONSULTING AND FIELD SERVICES
AUSTIN, TX - USA I ANAHEIM, OA - USA I ANDERmON, SO - USA I MOLD 13DAElT - AUSTRALIA I ISUZHDU - CHINA
GEOTEXTILE TEST RESULTS
TRI Client: Silt -Saver, Inc,
Material: Silt Screen
Sample Identification: NL
TRI Log #: E2306.66.10
PARAMETER
TEST REPLICATE NUMBER
MEAN
1
2
3
4
5
6
7
0
9
10
Constant Head Permittivity (ASTM D 4491,
2 In opening)
Water Temp. (C):
1 20
Correction Factor:
1.000
Test Speciemn No. >:
1
2
Opening Diameter, cm
5,08
5.00
5.08
5.08
5.06
5.08
5.08
5.08
5.08
5.08
Conlant Head, cm
1.10
1.10
1.10
1.10
1.10
1.00
1.00
1.00
1.00
1.00
Thickness (mils)
26.6
26.6
26.6
26.6
26.6
24.6
24.6
24.6
24.6
24.6
Thickness (mm)
0.68
0.68
0.68
0.68
0.68
0.62
0.62
0.62
0.62
0.62
Volume Collected (liters)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Time (s)
12.3
12.6
12.4
12.0
12.4
12.1
12.5
12.3
12.7
12.3
Specimen Permittivity @20°C (sec-1)
14.59
14.24
14,47
14.95
14.47
16.31
15.79
16.04
15.54
16.04
Velocity Index Vllso (m/s)
0.73
0.71
0.72
0.75
0,72
0.82
0.79
0,00
0.70
0.80
Specimen Flow rate (GPM/f(2)
1091
1065
1082
1118
1082
1220
1181
1200
1162
1200
Specimen Flow rate (LPM/m2)
44460
43400
44100
45570
44100
49710
48120
48910
47370
48910
Specimen Permeability (cmis)
0.99
0.96
0.98
1.01
0.98
1.10
1.07
1.00
0.97
1.00
Test Speclemn No. >:
I
3
I
4
Opening Diameter, cm
5,08
5.08
5.08
5.08
5.08
5.08
5.08
5.08
5.08
5.08
Conlant Head, cm
1.00
1.00
1.00
1.00
1.00
1.10
1.10
1.10
1.10
1.10
Thickness (mlls)
22.7
22.7
22.7
22.7
22.7
24.3
24.3
24.3
24.3
24.3
Thickness (mm)
0.58
0.58
0.60
0.58
0.50
0.62
0.62
0.62
0.62
0.62
Volume Collected (liters)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Time (s)
13.0
12.6
12.8
12.5
12.9
12.3
12.9
12.8
12.8
12.5
Specimen Permittivity 920'C (sec-1)
15.18
15.66
15.42
15.79
15.30
14.59
13.91
14.02
14.02
14.35
Velocity Index VH50 (m/s)
0.76
0.78
0.77
0.79
0.76
0.73
0.70
0.70
0.70
0.72
Specimen Flow rate (GPM/ft2)
1136
1172
1153
1101
1144
1091
1040
1048
1048
1074
Specimen Flow rate (LPMIm2)
46270
47740
47000
48120
46630
44460
42390
42720
42720
43750
Specimen Permeability (cm/s)
0.08
0.90
0.89
0.91
0.80
0.84
0.80
0.07
0.87
0,09
TEMPERATURE
CORRECTED
VALUES
at 20C
Permittivity (s-1)
Velocity Index VH50 (mis)
Flow rate (GPM/ft2)
Flow rate (LPMIm2)
Permeability (cmis)
15.03
0.75
1126
45020
0.94
Page 2 of 2
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TRI ENVIRONMENTAL, INV.
V063 Ue:r: UAvoo Ro. - AUOTIN, Tx 7U733 - USA 111141 UUU.UUU.TEST an 61 2,903,21131

a
EROBION a SEDIMENT OONTRDL PRODUOTS
WWW.SILTSAVER.COM
PRODUCT DESCRIPTION FOR
INLET EFFICIENCY STAGE
POLYESTER FABRIC
TYPE 016/120
Polyester 016/120 is a gray, continuous filament polyester, needlepunched, nonwoven fabric that is calendered on
one side. Spunbond 016/120 conforms to the values in the following table:
FABRIC PROPERTY *
STANDARD VALUES
Fabric weight, oz/sq yd
ASTM 5261
3.8 (min. 3.5)
Thickness, mils
ASTM 5199
37 (29 - 45)
Grab Strength, lb MD
ASTM 4632
130 (min. 108)
CD
ASTM 4632
105 (min. 90)
Grab Elongation, % MD
ASTM 4632
65 (min. 50)
CD
ASTM 4632
80 (min. 50)
Trapezoid Tear, lb MD
ASTM 4533
49 (min. 36)
CD
ASTM 4533
45 (min. 31)
Puncture Strength, lb
ASTM 4833
56 (min. 40)
Water Permeability, gpm/f12
ASTM 4491
179 (min. 160)
AOS
ASTM 4751
70 mesh (212 microns)
Material sampled and tested in accordance to Quality Assurance test methods.
Copies of these test methods and procedures are available upon request.
Silt -Saver, Inc. * 1094 Culpepper Drive, Conyers, GA 30094
Phone [phone] * TOLL FREE 1-888.382-SILT (7468) * Fax [phone] * www.siltsaver.com
RS/0I 6120EG
03/20/2001

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Designing, Installing, andi Maintaining
Skimmer Sediment Basifls
J. W. Faircloth & Son
Post Office Box 757
Hillsborough, North Carolina 27278
Telephone/Fax [phone]
From fairclothskimmer.com, November 2005
November 2005

introduction and Organization of instructions
The following is a brief outline for use the skimmer, how to size and shape the basin, how to construct the
basin and install the components, and how to maintain it. More detailed explanations and the reasoning
behind the recommendations are included in the Appendix.
Overview
The skimmer improves sediment trapping efficiency by regulating the filling and draining of the basin
better than conventional methods using perforated risers or stone.
It works best on small basins sized for the entire catchment, less than half or three quarters of an
acre (preferably less), because of the difficulty and expense of construction and maintenance, particularly
sediment removal in large basins requiring equipment (usually a dragline) that can reach into a wide basin.
The skimmer orifice has a constant head that causes the basin to fill, creating conditions for gravity
settling, and then drain slowly at a constant rate from near the surface.
If possible locate the basin outside a watercourse or stream to avoid disturbing the natural channel
(and avoiding restabilization) and reduce the drainage area to the basin and therefore the size of the basin
What the Skimmer Does
The skimmer utilizes the volume and surface area of the basin by regulating outflow from the basin so
that it fills to create a pool of water that causes gravity settling.
Conventional basins with perforated risers or stone outlets frequently do not fill because the outlets
structures do not adequately regulate the outflow; the skimmer makes the basin fill.
The skimmer drains the basin slowly over several days and at a constant rate to maximize settling.
Instead of draining the basin from the bottom, and releasing the most sediment concentrated runoff,
the skimmer releases the least polluted water from near the surface.
For the skimmer to improve basin performance, the basin must be large enough. Many sediment basins,
particularly those designed for a minimum volume per acre of disturbance instead of the total drainage
area, are too small and need larger treatment and sediment storage volumes to be effective.
2 November 2005

What the Skimmer DOES NOT DO
The skimmer does not increase sediment trapping efficiency in a way that allows the size of the basin to
be reduced.
Because of the increased trapping efficiency more sediment will be caught so more sediment storage
volume is often needed.
The skimmer does not overcome poor performance caused by inadequate surface area and volume,
improper shape, short circuiting, etc. that effect many sediment basins.
Where the soil type has a significant clay content the skimmer will not discharge clear outflow
because of the difficulty capturing clay particles by gravity settling alone.
Important Considerations
Each sediment basin design mast consider the particular site conditions, soil type, drainage area, sediment
generated, rainfall and runoff, damage potential downstream, etc. Sound engineering and construction
practice and particularly common sense must be used in the design and construction of the basin. Design
and construction must conform to appropriate local or State requirements, and in many cases exceed them
to successfully control sediment potlution. It is advisable to request approval to use the skimmer in
advance since it is an unconventional device.
Improving sediment trapping efficiency requires additional thought and time during design and
construction. Therefore, skimmer basins may cost more. Experience is that the cost initially is usually
slightly higher, but for some larger basins the cost may be less because the riser and barrel can be
eliminated and a simpler spillway used for overflow. Some of the additional cost is because it is a
different type of device than is normally used. Experience is that after building one or two skimmer
basins it is easier and quicker for a grading contractor to build the next one.
It is important to build the skimmer basin correctly the first time. Rebuilding it or even making
corrections after the basin has filled a few times is time consuming, and therefore expensive, and working
in the mud is very unpleasant and, again, expensive.
3 November 2005

Plan View of Sediment Basin Components
4" Sch 40 PVC pipe (solid, not
foam core) through dam for
attaching skimmer to Rope
attached to Shallow it excavated
Skim ier skiff mer / under skimmer
Embankment
to form basin
Fabric lined r1
spillway;
see details �\ 3
C
weir
x
II
Baffles; see Alternating �
details for \ /weirs
mi a)
construction � .
Baffle placement; c°�
ist in mid -basin weir Inflow from
2nd halfway sides diverted
between istand to upper end of
outlet end of basin Curve baffles to basin to
make them prevent "short
stronger circuiting".
Large sediment
storage provided X X
in upper end of
basin Excavation to
form basin
--- Y
Shat, 'sacrificial' baffle below
a pipe or diversion cutlet to basin width I
abmb the impact of Length to width ratio;
concentrated flati into the twice as long as wide
basin and protect other baffles UNLESSa V-shaped
from damage. bottom is created in small
Inflow into upper basins. See instructions
end of basin
NOTE ON SPILLWAY PLACEMENT; Whenever possible place the spillway around one end of the dam
instead of in the fill for the dam to minimize the chance of failure, Care must be taken when the spillway is in
fill to follow the installation instructions and keep outflow on the fabric lining and off the erodible fill.
Some sediment basin requirements may conflict Nvith permanent detention basin standards; if this is the
case the features needed to create an effective sediment basin must be provided during construction. At
the end of construction (when the drainage area is successfully stabilized) the basin is converted to the
Permanent configuration.
4 November 2005

Just the Facts;
A Brief Summary of Basic Design and Construction Requirements
Following is a brief list of requirements and components. Details and explanations can be found in the
illustrations and appendix.
Use a skimmer to control filling and draining of the basin and to utilize the surface area and volume to
create conditions that will maximize sedimentation. (See page 1)
Basin size determined for the entire catchment to the basin, not just the disturbed area, (See page
10) The skimmer drains the entire basin so that sediment will dry out for removal.
Maximize surface area; shallow depth maximizes trapping efficiency and keeps sediment away from
the skimmer. (See page 10)
Embankment \
Existing ground
7
r
4" Sch 40 PVC pipe
through the dam at 1 %
min. slope
Top of impoundment;
crest of overflow
Upper end of basin
deep to provide storage
volume
L
*\ -14
/ Excavation to form
basin; used to build
Baffles embankment
Shallow pit
excavated under Slight slope on bottom toward
the skimmer outlet so water drains out the
skimmer
Make the basin twice as long as wide with the exception for small basins. (See page 10)
Excavate a shallow pit under the skimmer to catch sediment so up and down movement is not
restricted. (See illustrations)
The skimmer must settle down level so that trash does not flow under the bottom edge of the float.
(See page 11)
Outflow from the skimmer will still be turbid so dispersing the outflow into a wooded or vegetated
buffer is recommended for additional treatment. (See page 1 1)
Provide positive drainage through the skimmer and the pipe through the dam so ice does not form and
clog it. (See page 11)
Skimmer outlets; either a 4" Sell 40 pipe through the dam (where there is no riser) or a 4" Sell 40
connection on the riser. (See page 11)
Instead of a riser and barrel a spillway lined with fabric can be used in appropriate locations, (See
page 1 1)
Baffles are necessary to keep sediment away from the skimmer and to limit resuspension of
accumulated sediment; they are not optional. (See page 15)
Use common sense in baffle placement to allow sediment removal without da►nagiag the baffles, (See
page 1 S)
A minimum orifice diameter of 1/2" is recommended to avoid clogging . (See Page 6)
5 November 2005

The skimmer cannot withstand being yanked around with a backhoe; use the rope to position the
skimmer or pull it out of the way to excavate under it. (See page 7)
Cutting and Installing the Orifice
The orifice must be sized for the volume of the basin it is installed in so it will drain within the desired
time. A two day drawdown time is recommended but it can more or less. The basin volume can be
obtained from the erosion and sediment control plan or estimated by measuring the dimensions and
determining the surface area of the top (the high water elevation) and the bottom, averaging the two
surface areas, then multiplying by the average depth.
Follow the instructions with the skimmer for determining the orifice required for the particular size
skimmer. A minimum diameter of 1/2" orifice is recommended to avoid clogging.
Cutting the Orifice
After determining the radius of the orifice use the tool provided to cut a hole in the plastic plug.
Measure the radius of the required orifice from the center of the pilot hole in the plug and mark it.
Loosen the bolt so it will slide in the slot; place the bolt in the pilot hole in the plastic plug; place the
point of the nail on the mark for the orifice radius; BE CAREFUL OF THE SHARP NAIL POINT!
While holding in place, remove the bolt form the hole and tighten the nut and bolt.
Next, insert the bolt in the pilot hole in the flat side of the plastic plug until the nail point contacts the
plastic.
Hold the plastic plug in one hand while turning the cutter with the other hand to scour the plastic.
Don't' try to cut through the plastic with just one turn, take several.
After scouring the flat side, remove the cutter, drive the nail slightly further through the plastic then
scour the other side. The plastic should rest on the edges of the plug.
The plug should pop out after scouring both sides even if the plastic is not entirely cut through around
the entire perimeter; if not completely cut, carefully use a knife to follow the scour line and finish cutting
through the plastic.
Remove the screw eye oil the strap and open the door on the skimmer.
Place the plug into the inlet that project through the side.
Don't yhie the plup, on; doing so limits the possibility of installing another orifice and reusing the
skimmer in another basin,
The plug should fit tight enough to stay on, but tighten the screw slightly to hold it. After installing
the skimmer check to make sure the plug has not fallen out while moving the skimmer.
If the plug is too tight to go in place, cut a notch from the center to the outside of the plug so it will
contract slightly and go in place.
Assembling and Installing the Skimmer
Skimmer Assembly
Assemble as follows:
Insert the vent into the hole in the Tee with the long end pointing to the rear, the side with the door.
"lighten the screw to secure it.
Glue the pipe with the coupling and screw into Tee on the skimmer so the screw points up.
6 November 2005

Cut the barrel ([lot included, available at plumbing and hardware stores) 6' - 8' long, depending on the
length needed to pull the skimmer to the side of the basin.
Prime only one end of the PVC pipe for the barrel and the female coupling on the flexible joint. Then
glue the pipe to the coupling.
Witllout flue (so it can be disassembled later) slip the other end of the pipe (a little grease is
recommended) into the bushing at the outlet end of the pipe on the skimmer. Secure the pipe by tightening
the Phillips head screw so that the point goes slightly into the pipe.
Installation
Install as follows:
Lay the assembled skimmer on the bottom of the basin with the flexible joint at the inlet of the pipe
through the dam or at the connection with the riser.
Remove any dirt or mortar on the pipe and slip the 4" coupling over the pipe inlet. Tighten the two
screws so the points just pierce the side of the pipe to secure the connection.
Position the skimmer over the excavated pit in the basin.
The skimmer should settle level across the top of the pipe with the door on it, so that the debris guards
work. Otherwise, debris that accumulates around the float will flow ►coder the float and clog the screen
when the water level drops.
Adjust the flexible joint connection if necessary, especially if the skimmer is pulled to the side and the
barrel is not aligned with the outlet pipe. The float is balanced so that the rear settles down as the last few
inches of water drain from the basin. This positions the float and guards to contain floating debris on the
outside of the float as the water level drops.
If the skimmer is not level debris can flow under the float and clog the screen and possibly the orifice.
Place a stake at the connection of the flexible joint so the backhoe operator will know the location
when excavating accumulated sediment from under the skimmer and not damage it.
After installing the skimmer check to make sure the orifice has not fallen out while moving the
skimmer.
The Rope
Tie the rope provided around the Tee between the vent and the horizontal tube.
Since it is polypropylene rope, which is slippery, use a good knot that will not come loose.
Secure the other end to a stake on the dam or side of the basin.
Put tension on the rope so the skimmer will settle into the pit after the basin drains.
If you need to lengthen the rope use one that will float. Otherwise, it may sink, be covered by
sediment, and act as an anchor to keep the skimmer from floating. (This is known this from sad
experience)
Maintenance
Warning! The skimmer is made to withstand normal handling and the filling and draining of the
sediment basin but it cannot withstand being yanked around with a backhoe. Use the rope to carefully,
manually position the skimmer or move it out of the way of heavy equipment for excavation.
Sediment Removal
7 November 2005

Erosion control (temporar), and permanent stabilization) and controlling runoff within the catchment is
essential to prevent sediment generation, prevent pollution, and reduce basin maintenance. When the
sediment storage in the basins fills maintenance is required to restore the treatment volume in order to
maintain basin efficiency.
Sediment removal is needed before sediment accumulates up to the crest of the Nweir in the first baffle.
Excavate the sediment from the entire basin to restore the original sediment storage volume.
When sediment accumulates around the skimmer to the point it cannot settle low enough to drain the
entire basin scdiment removal is required,
PUII the skimmer to one side so the sediment underneath it can be excavated,
Excavate the entire cell formed by the baffle, not just around the skimmer.
Baffles
Make repairs if damaged, the posts are laid over, water is flowing underneath, or the fabric has fallen. If
water or sediment is escaping around the ends tie the ends into the side of the basin.
Skimmer
Trash If the skimmer is clogged with trash and there is water in the basin, usually a few jerks on the rope
to make the skimmer bob up and down will dislodge the debris and restore flow. If this does not work pull
the skimmer over to the side (it's easiest to do when the basin is partially full) and remove the debris, Also
check the orifice inside the skimmer to see if it is clogged; if so remove the debris.
Sediment Under the Skimmer if sediment accumulates to the point the skimmer cannot settle low
enough to drain the entire basin pull the skimmer over to one side and excavate the sediment with a
backhoe.
Clogged barrel or pipe through the dam. If the skimmer is clogged despite removing debris and it
appears that either the barrel between the orifice and the flexible joint or the pipe through the dam is
clogged take the following steps to clear the blockage (sediment will sometimes accumulate in the pipe).
Pull the skimmer over to the side,
Remove the pin and open the door to access the orifice,
Remove the orifice plug or cap,
Raise the inlet as high as practical.
Fill the barrel with water (use a bucket and funnel or a pump) to remove the clog using the water and
pressure.
After the obstruction is removed continue pouring water into the barrel to flush out accumulated
debris and sediment to prevent future clogging,
A plumbers snake can be used but flushing out the sediment and debris accumulation is recommended
first,
8 November 2005

Appendix
Components of an Effective Sediment Basin
Skimmers
The skimmer is complete except for the barrel and ready to assemble and attach to the 4" Sell ZIO PVC
pipe through the dam or a connection on the riser. The barrel is provided by the user and is a section of
Sell 40 PVC pipe (solid, not foam core) of the appropriate diameter for the particular skimmer. It is
readily available from plumping suppliers or many hardware or building material outlets.
The barrel should be 6' - 8' long so the skimmer can be pulled to the side of the basin for maintenance. A
longer barrel may be needed for deep basins so the angle of tine barrel is no more than 450 when the basin
fills.
The Basin
A hole in the ground does not create an effective sediment basin, The basin must be properly sized and
shaped to maximize sedimentation. See Figure 2. The basin does not have to be shaped exactly like the
illustration but incorporate the concepts.
Size the basin according to local erosion and sediment control standards, However, experience is that
many standard design procedures do not create a large enough basin. The skimmer will not overcome the
inefficiency of a basin that is too small for the size of the catchment and runoff characteristics, ignores the
soils, slopes, and sediment generated. Sizing the basin for only the disturbed area instead of the total
catchment does not provide adequate treatment volume. Ideally a basin would retain the volume of
runoff generated for the majority of the storms expected from the entire catchment after development of
the site, In Orange County, North Carolina that would be as much as 2.5" or 3" of rainfall, These are only
general recommendations.
Sediment Storage
Where only part of the drainage area is to be disturbed sediment storage is not as critical as when the
entire drainage area will be disturbed, the soil is highly erosive, and the slopes steep. Calculate the
expected sediment generated for at least 6 months and provide that additional storage volume in the
bottom of the basin, The treatment volume should be maintained by excavating accumulated sediment
when the sediment storage volume is full. The skimmer is intended to drain the entire basin so that
sediment will dry out for removal.
Surface Area
The basin should be shallow, just 3' for small basins and only 4' or 5' for the largest basins, A deep hole is
an ineffective basin, Settling efficiency is improved by the shallow depth and sediment is kept away from
the skimmer by the baffles,
Length to Width Ratio
Tine basin should be at least twice as long as wide with the inflow at one end and the skimmer and
overflow at tine opposite end for maxinumn efficiency. Exception: Making small basins long and narrow
reduces tine storage volume in tine bottom of the basin because the side slopes form a V-shaped bottom
with little storage capacity. Therefore small basins should be constructed square or slightly rectangular
with the first baffle across the middle and the second placed halfway between the outlet and the first
baffle.
Pit Under the Skimmer
Excavate a shallow pit under the skimmer to accommodate sediment that reaches the outlet end and
settles around the skimmer. The pit allows the skimmer to settle to the bottom and drain the entire basin.
The bottom of the pit should be below the invert of the outlet pipe the skimmer is attached to.
9 November 2005

The pit usually bolds a small amount of water that aids in keeping debris away from the skimmer that
could clog the screen and inlet.
Leveling the Skimmer
For the trash guards to work the skimmer must settle down level, as read across the top of the section of
pipe with the door. The rear of the float settles down and the front rises so that trash does not flow under
the bottom edge of the float.
Turbid Outflow
Even wwith the improved sediment trapping efficiency discharge from the skimmer will still be turbid and
a visible clouding will occur in clear receiving waters. Dispersing outflow from the skimmer into a
wooded or vegetated buffer is recommended before it enters a watercourse to further clarify the water. If
properly done this can be very effective.
Ice
Place a prop or support under the skimmer to maintain a positive slope on the barrel so water does not
stand in the barrel; otherwise the standing water will freeze and plug the barrel. Keeping the water
moving should prevent it from freezing even through the surface of the basin may freeze over.
Use either a metal fence post (wood will float away) laid across the top of the pit, cinder blocks on the
bottom, or a wooden support staked firmly in the ground.
Note: any of these devices will be destroyed if the pit is excavated, so the fence post may be the best
choice; it could easily be removed and replaced.
Which ever method is used, adjust the elevation to provide a slight, positive slope on the barrel.
Erecting a vertical pole on the shore to hold the rope out of the water may prevent it freezing in the ice
and rendered useless to retrieve the skimmer.
The following advice is based on limited experience with sediment ponds freezing over Orange County,
North Carolina. Since the inlet is below the surface the skimmer should continue to drain unless the ice
gets so thick it blocks the inlet. So far in Orange County the basins continued to drain and the ice was
deformed into a large bowl but the ice was at most an inch thick.
Basin Outlets
Skimmer
Use a 4" Sch 40 PVC pipe (solid, not foam core) for connecting the skimmer. The large, solid pipe is used
so it is not crushed or does not sag during installation and to maintain free flow of water. In addition,
there may be some sediment accumulation in this pipe that would reduce its capacity. Refer to Figure 3.
Spillway
Instead of conventional riprap, spillways shaped in the soil and lined with plastic tarps or wide geotextile
fabric have been used for erosion resistant linings to reduce costs, When properly installed these
spillways survived 9.5" of rain in 1996 during Hurricane Fran.
The tarp must be wide and long enough to cover the bottom and sides and extend onto the top of the dam
for anchoring with spikes. The tarp must be long enough to extend down the slope and exit onto stable
ground. The width of the tarp must be one piece, not joined or spliced; otherwise water can get under the
fabric. However, the length can be spliced if done properly.
If the length of tarp available is insufficient for the entire length multiple tarps may be used; the upper end
of the lower tarp must be anchored with spikes through the grommets; the lower edge of the upper tarp is
lapped over the upper end of the lower section at least 18". Secure the upper edge of the tarp and the sides
as shown in the illustrations. Refer to Figure 4 and S.
10 November 2005

Fabric spillway
lining: silver tarp or
geotextile fabric
1,5' min,
depth \
u
NOTE ON FABRIC WIDTH AND
LENGTH: The WIDTH must cover
the bottom and sides and lap onto
the top of the dam in one continuous
piece without splices. The LENGTH
must extend to undisturbed ground
below the dam but it can be spliced
as shown below.
Shelf cut into the bottom
and sides of the spillway
on inside of dam
Compacted fill to
anchor the bottom
and sides of fabric
lining
Upper edge of
fabric laid into,--,'
shelf
Max,
depth of
flow 1.0'
4' min, width
Sides of fabric
securely anchored
2:1 side 10" or 12" spikes in
slopes tarp ggrommets
Top of embankment Top edge of spillway
Bury and seal the
bottom and sides of the
fabric on the inside of
the dam SO WATER
FLOWS OVER THE
FABRIC and does not
get under it and erode
the dam 1
/ 3:1 max. slope at
/ the spillway outlet
—� Bottom of spillway
Outflow �.`� Fabric lining
extended to
undisturbed
ground
SPLICING THE LENGTH OF
FABRIC: Place the upper end of the
lower fabric 18" under the edge of
the next piece and securely anchor it
as shown. Then overlap the edge of
the next piece without anchoring it
(so there are not holes to tear the
fabric)
Upper piece
ALower piece
Compacted Edge of lower
fill piece anchored
11 November 2005

Tllis type of spillway can only be used where there is an appropriate location. Topography, property lines,
and other factors may require the use of a riser and barrel even in basins vwith small catchments.
Spillway Crest Top of dam
/ \ Spillway Crest
Fabric Lining
/ SECTION
Flume excavated in the
back slope of dam to
confine flow to the lined
channel and prevent
erosion
I/ -Fabric lining
SECTION �l
Berms formed on the back
slope of the dam to confine
flow to the lined channel and
prevent erosion
Riser
Refer to the illustrations for the skimmer connections, Angle the stubouts as shown so the skimmer settles
in the desired locations and not on top of each other or in the way of retrieving them. Refer to Figure 6.
When metal risers are used the stubouts of appropriate diameter will have to either be welded on or a
single stubout can be attached at the bottom and fittings for additional skimmers, if rcquired, fabricated
out of PVC pipe.
12 November 2005

Connection of Skimmer to a Temporary Masonry Riser
Barrel through dam
Pipes project
8" - 10" from
side of riser
Pipes securely
imbedded in
masonry
Where multiple skmuneIs WQ
required use a second connection at
either half the depth or at the
elevation of half the basin volume.
Upper skimmer
connection
NOTE; riser and base
dimensions should be
specified for the
particular catchment
and sediment basin
8" min, wall
thickness
9
00
■�®s wee■
Pipes angled
outward into the
basin so the
skimmer can be
positioned properly
and settle over the
pit
'actions of 4" Sch 40
'VC pipe (solid, not
cam core) imbedded
1 side of masonry
iser for attaching
kimmers.
Bottom Botton of
skimmer basin
connection
Pit excavated
under
skimmer
Maintain free flow from
skimmer and riser so basin
drains properly and
sediment does not
accumulate in the barrel
13 November 2005

Baffles
Purpose
Baffles improve basin efficiency by containing sediment in the upper end of the basin and preventing its
resuspension. This keeps sediment away from the skimmer so that it can settle to the bottom and
completely drain the basin.
Silt fence baffles are not intended to filter sediment; it is just a convenient, inexpensive Nvay to construct
them, It is usually not feasible for the top of the baffle to reach the crest of the spillway due to the height
limitations of silt fence.
Baffles are not optional even when a long narrow basin is used. Besides increasing efficiency baffles are
needed to contain sediment in the upper end away from the skimmer and limit erosion and resuspension
of accumulated sediment. "fie the ends into the side of the basin; otherwise sediment flows around the
ends and short circuiting results,
Construction
Curve the baffles as shown in the illustrations and use wire reinforcing at the top of the stakes to
strengthen them.
Use woven geotextile fabric in the baffles so that water trapped in the accumulated sediment can drain out
toward the skimmer and the sediment can dry out for removal, Non -woven fabric cloggs too easily and
traps water in the sediment.
When rock in the basin prevents driving the fence posts to the required depth and shifting the locations
slightly does not work, it will be necessary to drill holes for the posts. Where a single post cannot be
driven to the required depth the reinforcing wire at the top of the posts may provide enough support.
Again, baffles are not an option. Other alternatives are to use riprap or other large rocks to form dams 18"
to 24" high that would serve as baffles. Use stone or geotextile fabric on the upstream side. This is
probably an expensive option.
Baffle Placement for Clean Out
When installing the baffles imagine where a bacichoe could sit to excavate accumulated sediment and
make adjustments to the baffle locations and orientation. Use common sense and locate the baffles so the
bacichoe can reach along and in between the baffles instead of over them,
For baffle construction refer to Figure T
14 November 2005

Step #1 Silt Fence Baffle Construction
Layout baffle location and dig a 6" x 6" trench along the bottom and sides of the basin.
Drive sle-d fence posts 16" into the ground and place the post no more than 4' apart.
#9 reinforcing wire secured to top of posts
Secure cut ends of hog wire to fence posts
Horizontal post wired to vertical posts
4' max.
Ends
of wire
Bottom of basin
VIEWS LOOKING
DOWNSTREAM
REFER TO PLAN
VIEW OF BASIN
FOR BAFFLE
PLACEMENT AND
SHAPE
Step #2 Attach woven fabric on upstream
side of baffle.
Secure fabric to hog wire and posts
with staples.
mum 4" wide WEIR
Weir
I I
I I
II II
II
II Sloped side of basin
SECTION AT WEIR Reinforcing
wire
Woven fabric folded
Top of
over horizontal post
baffle
Horizontal post Fence ,
fabric\]\
and
—
buried in trench
6" x 6" trench \
g'
r 18-24"
V
T
backfilled and
—
compacted
u 18"
n
Fabric cut and folded "—
around and over posts
and secured
Bottom of hog wire and fabric buried in trench with compacted soil.
LAYING BOTTOM ON GROUND lS NOT ACCEPTABL E 1
#9 reinforcing wire
secured to top of
posts
r
Reinforcing
wire anchored
at both ends of
baffle
i
r�
r Bottom of baffle buried in
side of basin to prevent
runaround
15 November 2005

Potential Problems and Solutions
Trash and Debris On the Screen or Orifice
Prevention: The measures described above will minimize but not totally prevent trash accumulation on
the screen in all cases. The amount of trash from a particular disturbance varies,
Solution: If trash accumulates, when the basin has water in it, usually a few strong tugs on the rope will
bounce the skimmer up and down enough to dislodge the debris and restore flow. If the orifice is clogged
it may be necessary to pull the skimmer to the side, open the door to remove the debris (or insert a thin
stick through the screen to clear it), and launch the skimmer to finish draining the basin.
Sediment Accumulating Around the Skimmer
Prevention: The basin's shallow depth and long, length together with the baffles and inflow into the
Lipper end, are intended to keep sediment away from the skimmer.
Solutions: Regular excavation to maintain the sediment storage volume in the Lipper end of the basin will
reduce the problem. When sediment does restrict skimmer movement, pull the skimmer to one side and
remove the accumulated sediment as described above.
Ice
Prevention: Provide positive drainage on the skimmer barrel and pipe through the dam as described
above,
Solutions: If it becomes clogged with ice pull the skimmer to the side to expose it to warmer air and
sunlight to thaw the barrel.
UV Radiation
Prevention: The plastic used in the skimmer is tough under most uses for a couple of years.
Solution: In coastal locations where sunlight is more intense protection may be needed using a sheet of
plywood, See Solution under Vandalism,
Vandalism
Prevention: As much as possible (taking other considerations into account) position the skimmer out in
the basin as far as possible fi•om the banks to increase the range of projectiles and thereby decreasing the
potential for a successful hit. Do not provide projectiles (loose stones and construction exits are a
convenient source) close to the skimmer if avoidable, Experience is that the few skimmers damaged to
date were located close to the dam with several feet of elevation between the launching point and the
skimtner that increased the impact. Heavy duty pipe and fittings are used in the skimmer to minimize
damage.
Solutions: Use the rope to position the skimmer away fit-om the dam or any embankments, Where
vandalism is anticipated (usually when there is residential neighborhood nearby) or it recurs use a sheet of
1/2" exterior plywood as a cover over the skimmer to absorb the impacts. Make it about four inches larger
that the float and cut out an elongated hole for the vent (so movement is not restricted) to protrude
through. Secure the cover to the float. If necessary remove the end rope from the dam so that the skimmer
cannot be retrieved except by authorized personnel,
Basin Drains Too Slow or Too Fast
Prevention: If the basin volume used to size the orifice is incorrect the basin will drain too fast to too
slow. During the winter the catchment to some basins (particularly wooded catchments) have a significant
flow of water from springs that can prevent draining,
16 November 2005

Solutions: Adjustments may be needed to the flow rate; this can be done my cutting another orifice either
slightly smaller or larger to adjust the rate of draining as described above under Altering Flow through the
Orifice,
Emergency Draining
Reason: The basin must be drained quickly for repairs or other reasons,
Solution: Removing the orifice and/or placing an end cap over vent will greatly increase the flow rate
(double or triple depending on the slope of the barrel) or increase the size of the orifice as described
above to increase flow,
17 November 2005

For sustalnime vegetotlon
Profile's 5 Fundamentals are the
Foundation to Sustainable Vegetation
Establishing sustainable vegetation and receiving
the earliest possible Notice of Termination (NOT) are
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HP-FGM"' is just one of the 5 steps.
1. Assess and Create Optimal
4(o
Soil Conditions
Soil testing provides essential information to
determine what soil amendments, if any, are
required to assure a more favorable growing
environment for faster, more complete vegetative
growth and sustainable establishment.
1.
'��� 2. Pick the Right Plant Species
'11,�' �
It is essential to select plant species that are
adapted to the site conditions.
0 3. Select the Correct Erosion
in"
°— Control Material
The right cover protects both seed and soil,
and facilitates growth. Flexterra HP-FGM is
unsurpassed in delivering outstanding performance.
c ''r
f' 4. Ensure Proper Installation
Products must be installed in accordance with
manufacturer recommendations to maximize
their performance.
5. Follow-up Inspections and
Maintenance Practices
Continual monitoring ensures all site compliance
issues are being addressed. Maintenance may be
required to mitigate unexpected challenges.
Profile provides valuable assistance for each
of these Fundamentals 2417—
beginning with FREE soil testing.
Visit profileps3.com.
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• The highest germination and HARD ARMOR
growth establishment of any
rolled or other hydraulically
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product available
NATURAL VEGETATION
• Greater than 99% erosion i
control effectiveness
immediately upon application
• 100% biodegradable
• Non -toxic and safe for even the
most sensitive environments
�ilt.� 11 Vr lr.ull yin,
WEPER
sloffs
uu;ilEe
511[(,n
SlnEss a
VE lncalli
Superior erosion control across Profile's spectrum of products ensures reliable,
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Patented Technologies and Greener Components
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Revolutionary patented
Micro -Pore particles
optimize water and
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100% recycled, virgin
Thermally Refined®
wood fibers produce the
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per unit weight, and are
phyto-sanitized, eliminating
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100% non -toxic
biopolymers and water
absorbents enhance
erosion control
resistance and growth
establishment
100% biodegradable
interlocking fibers increase
mechanical bonding of
the matrix to provide
immediate performance
upon installation

A Closer Look at Micro -Pore Particles and Thermally Refined® Wood Fibers
Fibers magnified 45 times by independent
lab specializing in fiber analysis.
• Micro -Pore particles capture and hold moisture and nutrients, reduce soil surface
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Inferior wood fibers magnified 45 times,
Nothing Keeps More Soil On Site
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Quicker and complete establishment is the key to long-term
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Long-lasting Flexterra HP-FGM is designed to:
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nurtures vegetation to better withstand environmental stress.
• Accommodate a broad range of vegetative species; safeguards
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• 100%D recycled, Thermally Refined® virgin wood chips
create fine, long and highly absorbent fibers that deliver
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EROSION CONTROL PERFORMANCE
100%
90%
e0%
70%
GO%
50%
Sbavd(ollon
llydraulic lAulch
Double -let Noble'Bonded Ooubledlet Flealerra'
Straw Blanket Fiberhlauis ELCplsl(If Blanket IIP-fGh1'
Average Percent Effectiveness
Days
TYPICAL FUNCTIONAL LONGEVITY
500
400
300
zoo
100
0
StrawlCollo�
lhdra3c Mulch
Pmfile'Wood Profile'8onded Flemerrr
IAulch Fiber Ltabi, I1P{GIA-
Based on ASTM D5338 and Fleld Observations

Flexterra® HP-FGM"' Technical Data:
PHYSICAL PROPERTIES*
MasslUnit Area
ASTM D6566'
glm' (ozlyd')
a 390 (11.6)
Thickness
ASTM D6525'
mm (in)
z 5.6 (0.22)
Ground Cover
ASTM D6567'
%
z 99
Water -Holding Capacity
ASTM D7367
%
a 1,700
Material Color
Observed
n/a
Green
ENVIRONMENTAL PROPERTIES*
Biodegradability
ASTM D5338
nla
Yes
Ecoloxicity
EPA 2021.0
%
48-hr LC, > 100%
Effluent Turbidity
Large Scales
NTU
< 250
PERFORMANCE PROPERTIES*
Cover Factor'
Large Scales
nla
s 0.01
Percent Effectiveness'
Large Scales
%
z 99
Functional Longevity'
ASTM D5338
months
s 18
Cure Time
Observed
hours
0-2
Vegetation Establishment
ASTM D7322'
%
z 800
PRODUCT COMPOSITION
TYPICAL VALUE
Thermally Processed' (within a pressurized vessel) 100% Recycled Virgin Wood Fibers
80%
Wetting agents (including high -viscosity colloidal polysaccharides, cross -linked biopolymers, and water absorbents)
10%
Crimped Biodegradable Interlocking Fibers
5%
Micro -Pore Granules
5%
*When uniformly applied at a rate of 3,500 Iblac (3,940 kglha) under laboratory conditions.
1. ASTM test methods developed for Rolled Erosion Control Products that have been modified to accommodate
Hydraulic Erosion Control Products.
2. Cover Factor is calculated as soil loss ratio of treated surface versus an untreated control surface.
3. Percent Effectiveness = One minus Cover Factor multiplied by 100%.
4. Functional Longevity is the estimated time period, based upon field observations, that a material can be
anticipated to provide erosion control and agronomic benefits as influenced by composition, as well as
site -specific conditions, including; but not limited to —temperature, moisture and light conditions, soils,
biological activity, vegetative establishment and other environmental factors.
5. Large Scale testing conducted at Utah Water Research Laboratory. For specific testing information, please
contact a Profile technical service representative at 800-508-8681 (US and Canada) or International -
[phone].
6. Heated to a temperature greater than 380 degrees Fahrenheit (193 degrees Celsius) for 5 minutes at a
pressure greater than 50 psi (345 kPa).
Profile•
Solutions for your Environment'
GREEN DESIGN
ENGINEERING'"
EARTH -FRIENDLY SOLUTIONS
FOR SUSTAINABLE RESULTS"
Green Design Engineering"' is a holistic approach,
combining environmentally beneficial design and
ecologically sound products with agronomic and
erasion control expertise, to provide the most
effective, customized and cost-efficient solutions
for erosion control and vegetative establishment.
,P03 PSI, Profile's
unique online
PROFILE SOIL SOLUTIONS
s o F T w A R E project design
and management software, is the best place
to start applying The 5 Fundamentals"' to your
next project. The process begins with a FREE soil
test, and walks you through every Fundamental.
It's the only program of its kind that integrates
and compares a variety of technologies to your
specific project parameters, and provides complete
documentation including product specifications,
installation guidelines, CAD details and other
pertinent technical information. Get started by
visiting ProfilePS3.com.
PROFILE Products LLC
750 W. Lake Cook Rd Suite 440
Find us on Buffalo Grove,IL60089.800-508.8681
profileproducts.com
facebook.com/profileEVS 02018 PROFILE Products LLC, all rights reserved.
® Profile, Flexterra and Thermally Refined are registered trademarks of PROFILE Products LLC.
IECA Solutions for your Environment, HP-FGM, The 5 Fundamentals, GreenArmor System, ET-FGM, Flexible Growth Medium, ProMatrix,
f Engineered Fiber Matrix, Green Design Engineering and Earth -Friendly Solutions for Sustainable Results are trademarks of PROFILE Products LLC,
HP-02 02/18

INSTALLED COST PER ACRE*
INCLUDING SEED,
FERTILIZER, AND LABOR
Flexterra° dramatically reduces
overall costs. The savings are
even more dramatic when you
consider the extensive soil
preparation blankets require to
minimize voids and bridging over
the soil surface.
'Based on installed rate at3,5001b per acre.
Flexterra° has consistently
outperformed any and all
competitive vegetated slope
protection technologies,
including Bonded Fiber
Matrices and Erosion
Control Blankets.
Flexible Slope Protection at the Lowest Overall Cost.
New Flexterra"' is a revolutionary component of Profile Erosion
Control Solutions (PECS"'), the industry's most comprehensive "
assortment of hydraulic mulch and erosion control blanket
technology combined with on -site expertise and unfailing
support. Like all products within the PECS arsenal, Flexterra"' is specifically
engineered to deliver optimum performance under demanding conditions.
Nothing controls soil erosion and accelerates seed germination like Flexterra;"
the ultimate hydraulically applied blanket. Patented technology creates a
Flexible Growth Medium" (FGM`) that offers better protection on slopes than
rolled erosion control blankets (ECB) and bonded fiber matrix (BFM) products —
with the speed and cost savings of hydraulic seeding. Plus, it can be combined
with other erosion control technologies to accommodate a broad range of
conditions. At lower application rates, it can significantly and economically
improve the performance of complementary technologies from straw blankets
to turf reinforcement mats (TRM).
Flexterra" is effective upon application. It requires no cure time to develop
intimate soil contact. This engineered medium performs on slopes steeper than
2.5H:1V and remains effective even during sustained rainfall events. It can be
applied using all types of mechanically agitated hydraulic seeding equipment
over uneven terrain and rough seedbeds.
It Doesn't Just Perform, It Outperforms.
Nothing compares to the performance of Flexterra"' when evaluated by the
most prestigious slope erosion testing laboratories in North America. Flexterra"'
performance has been proven.
Superior erosion control-0.0001 Cover (C) Factor from the Universal Soil Loss
Equation translates to 99.9% effectiveness —or near perfection.
Effective immediately —no cure time required.
Fastest turf establishment-1500% water holding capacity delivers more moisture
to the seedbed for better germination.
r 1/3 less expensive than blankets —less soil preparation is required.

' Effective without special site preparation yes no
..,..qE,,,,,• -------------------------------------------------
r-------------
j, jig Can be applied without direct access to site yes no
_------------------------------------------------ -----------------------------
J.,
Eliminates costly, labor-intensive staking yes no
- - " jok -------------------------------------------------- ------------------ ----
---------
Bonds directly to the soil yes no
I
,'-
'1►' - �'? "" Rids site of messy, leftover netting yes no
11
L
,I t
i l�h r
Flexterra," approached perfection (greater than 99% effectiveness)
under varying slope, soil, rainfall and testing conditions.
ECTC Test Method 926
---------------------------
Test Method
Lab Protocol4
-------------------
ASTM D64595
----------------------
---------------------------
Application Rate
3000 Ib/ac
- 3500 Ib/ac
- 3500 Ib/ac
Test Conditions:
Slope Gradient
2.5H:1 V
2H: I V
3H: I V
Soil Type
sandy loam
clay sand
silty sand
Test Duration
I hr
3 successive —I hr
----------------------
1/2 hr
---------------------------
---------------------------
Rainfall Event
-------------------
5 in/hr
2 in/hr
6 in/hr
Cover or'C" Factor?
0.0003
------ -------------
0.0001
--------------------
--ess?
0.0066
---------------------------
---------------------------
% Effectiven
99.97%
99.99%
99.34%
I. UWRL— Utah Water Research Laboratory
2. SDSU/SERL—Son Diogo Stato Univarsity/Soil Erosion Research Laboratory
3. TRI — TRI/Environmental, Inc.
4. Lab procedure developed over 20 years of rainfall simulation tosting
5. "Standard Test Method for Dotermination of Erosion Control Blanket(ECB) Performance in Protecting Hillslopes
from Rainfall Erosion" Testing simulated three successive 50 yearstorm events in Los Angeles Basin
6. Proposed ASTM and Erosion Control Technology Council (ECTC) Approved
- Standard Index Test Method for Determination of Rolled Erosion Control Product (RECP) Ability to
Protect Soil from Rainsplash and Runoff under Bench -Scale Conditions
7. Cover or'C' Factor determined from comparison of treated slope vs, bare slope condition. The C Factor is
the component of the Universal Soil Loss Equation that measures the erosion control effectiveness of a
product. Ono minus Cover Factor equals the % Effectiveness.

Blanket and BFM Comparisons Fall Flat.
Flexterra" is an effective alternative to erosion control blankets and
BFMs. No straw or excelsior blanket alone can match Flexterra's°' slope
protection, even on critical sites. The loft of the FGM"' matrix captures
moisture and creates more air space to enhance seedling emergence.
Flexterra"' absorbs and holds 5 times its weight in water, while standard
excelsior blankets retain only twice their weight. The beauty of Flexterra"',
however, is that it can be used a number of ways. For example, blankets
and turf reinforcement mats (TRMs) will perform better when a protective
layer of FlexterraC" is first applied at a reduced rate before installation.
Independent testing proves that Flexterra"' significantly out -performs
excelsior and straw blankets as well as BFMs in preventing erosion. The
results speak for themselves:
NEARLY 100 TIMES LESS SOIL LOSS PER ACRE THAN BLANKETS AND BFMS.
FGM'" BFM** STRAW BLANKET EXCELSIOR BLANKET
Taking Erosion Control to a Whole New Level,
Although BFM technology has its place, Flexterra"' FGM' is engineered for
much tougher site and environmental conditions.
Select FGM" if. Select BFM if.
The site requires stronger mechanical A chemical bond is strong enough
and chemical bonds to withstand to meet slope severity and length
greater surface flow and/or severe slopes , The required functional longevity of
Soil needs erosion protection for up soil protection is G months or less
to one year
The site demands immediate erosion
protection and you need to eliminate
risk from impending weather
You need the fastest vegetation
establishment possible
You require a high factor of
design safety
The soil is dry and rain is not expected
within 48 hours after application
There is a high degree of certainty
heavy rains will not follow application
You require a moderate factor of
design safety
Flexterra'" Excelslor Straw
FGM'" Blanket Blanket
PROMOTES MORE COMPLETE SEED
GERMINATION THAN BLANKETS
Flexterra" not only provides
better immediate erosion control,
independent testing also proves
Flexterra'" provides better
long-term control through more
reliable and denser
vegetation establishment.
FGM" application rate 3,000lb par acre.
5" per hr. rain event on 2.5H: IV slope
for 1 hr. on sandy loam soil.
*Extrapolated from Utah research.
"Competitive BFM product

--��- Wood Fibers
Interlocking Fibers
Co -Polymer Gel
Crosslinking
Hydro -colloid
Tacicifier
NO CURE TIME REQUIRED
Testing proves that
FlexterraTM is 98% effective
two (tours after application,
FGMrM application rate 3,000 lb par acre.
10-yearslarm event (2.Iinches)
San Diego Stale University Soil Erosion
Research Laboratory ISDSUISERLJ
The Right Chemistry Works Every Time.
Flexterra"' uses patented technology combining both chemical and mechanical
bonding techniques to lock the engineered medium in place. Crimped
synthetic fibers, organic fibers and performance -enhancing additives form a
lofty, interlocking matrix that creates air space and water -absorbing cavities
which improve germination; reduce the impact of raindrop energy and
minimize soil loss. Superior chemistry means no cure time, which enables the
matrix to handle higher rates of surface flow energy from heavy rains —upon
application. Water-resistant tackifiers and flocculants chemically bond the
matrix to the soil surface.
LOSS Soil Loss Two Hours After Application
100lb
80Ib — BABE SOIL
FLE) ERWFGA-
601b —
40lb
20 Ib
O lb
IEl Minutess 0 20 40 60 80 100 I
Minutes
ar
w
ar
0
rn
0
100%
2%
FGM"' Bare Soil
Solves Problems on a Variety of Sites.
FGM"' has been used on projects ranging from rough ground and steep, rocky
slopes to moderate- or steep -graded fill slopes. It is also used in environmentally
sensitive wetlands and other wildlife areas not compatible with nettings. It has
proven itself in a broad array of applications:
DOT & Highway Projects
FGM"' can be applied quickly to small or
large areas with no cutting, trimming or
stapling involved. It has received DOT
approval on a growing list of states.
Mine Reclamation
FGM` exceeds the rigid environmental
standards that come with abandoned
mined land (AML) reclamation projects.
Commercial and Residential
Construction
FGM" doesn't require stakes that pose
hazards and doesn't leave netting behind
that can interfere with mowing.
Golf Course Construction
FGM"' locks the soil and seed in place,
allowing grass to mature into a healthy,
dense cover at a fraction of the cost of sod.

Flexible Growth Medium"' Specification
The Flexible Growth Medium" (FGM`) shall be a hydraulically-applled, flexible erosion control blanket composed of long strand,
thermally processed wood fibers, crimped, interlocking fibers and performance enhancing additives. The FGM'° requires no curing
period and upon application forms an intimate bond with the soil surface to create a continuous, porous, absorbent and erosion
resistant blanket that allows for rapid germination and accelerated plant growth.
The FGM"' shall be Flexterra", as manufactured by Profile Products, LLC and shall conform to the property values listed below when
applied at a rate of 3500 pounds per acre (3900 kilograms/hectare).
PROPERTY11
Physical
Mass Per Unit Area
ASTM D-6566
11.5 oz/yd'
390 g/m'
Thickness
ASTM D-6525
0.19 in
4.8 mm
% Ground Cover
ASTM D-6567
99%
99%
Water Holding Capacity
Proposed ASTM
1500%
1500%
Flexural Rigidity (wet)
ASTM D-6575
12 oz-yd
10,000 mg -cm
Color (fugitive dye)
Observed
Green
Green
Endurance
Functional Longevity
Observed
Up to t yr
Up to I yr
Perforinance
Cover Factor (6 in/lir event)
ECTC Test Method #2
0.0066
0.0066
% Effectiveness
ECTC Test Method #2
99.34%
99.34%
Shear Stress
ECTC Test Method #3
1 Ib/ft'
48 Pa
One minus Cover or "C" Factor equals the %effectiveness.
INSTALLATION
Strictly comply with manufacturer's installation Instructions and recommendations. Use approved hydro -spraying machines with fan -type
nozzle (50-degree tip). To achieve optimum soil surface coverage apply FGM` from opposing directions to soil surface.
Erosion Control and Revegetation:
Step One: Apply seed, fertilizer and other soil amendments with small amount of Flexterra" for visual metering.
Step Two: Mix 50 lb of FGM" per 125 gallons (23 kg/475 liters) of water; confirm loading rates with equipment manufacturer.
SLOPE1
53H to IV
3000 lb/ac
3400 kg/ha
>31­1 to IV and 52H to IV
3500 Ib/ac
3900 kg/ha
>2H to IV and 51 H to IV
4000 Ib/ac
4500 kg/ha
> 1 H to IV
4500 Ib/ac
5100 kg/ha
Below ECB or TRM
1500 Ib/ac
1700 kg/ha
As infill for TRM
3500 Ib/ac
3900 kg/ha
Consult comprehensive CSI formatted specifications for additional details.
PACKAGING
Bags: Net Weight - 50 lb, UV resistant plastic film.
Pallets: Weather-proof, stretch -wrapped with UV resistant pallet cover, 40 bags/pallet, 1 ton/pallet.
Your Trusted Partner in Soil Solutions -
Profile Products is the world's largest producer of hydraulic mulch and hydraulic mulch additives, and a leader In erosion control and revegetation
science. Many of today's industry standards were innovations introduced by Profile. Our leadership continues through aggressive research and
development, active support of trade associations, and education designed to advance the Industry's effectiveness and professionalism.
ft tProfile� ,�
lbrn• Trusted Punnet In .Sufi SohUiats F-03 EiCA
For technical Information call 1-866-325-6262. For distributor location and custonmr service call 1-800-366-1180. �a
02004 PROFILE Products LLC, all rights reserved. Flexterra and Flexible Growth Medium are trademarks of PROFILE Products LLC. U.S. Patent A's: 5,942.029; 5,779.782; 5,741.832
750 Lake Cook Road - Suite 440 - Buffalo Grove, IL 60089
www.profileproducts.com

Profile
solutions for your Environment*
Application / Loading Procedures
A. Strictly comply with equipment Manufacturer's
installation instructions and recommendations.
Use approved hydro -spraying machines with
fan -type nozzle (50-degree tip) whenever
possible to achieve best soil coverage. Apply
from opposing directions to assure 100% soil
surface coverage. Slope interruption devices or
water diversion techniques are recommended
according to the slope interruption limits table on
the back.
B. To ensure proper application rates, measure and
stake area. For maximum performance, apply
in a two-step process*:
1. Apply specified prescriptive agronomic
formulations along with 50% of seed with a
small amount of HP-FGM" or ET-FGM"' for
visual metering.
2. Mix balance of seed and apply HP-FGM
or ET-FGM at a rate of 50 pounds per
125 gallons (see mixing section on the back
for details) of water over freshly seeded
surfaces. See loading chart on the back
and confirm loading rates with equipment
manufacturer. Do not leave seeded surfaces
unprotected, especially if precipitation
is imminent.
C. Fill 1/3 of mechanically agitated hydroseeder
with water. Turn pump on for 15 seconds and
purge and pre -wet lines. Turn pump off.
D. Turn agitator on and load low density materials
first (i.e. seed).**
E. Continue slowly filling tank with water while
loading fiber matrix into tank.
F. Consult loading chart on the back to determine
the number of bags to be added for desired area
and application rate.
G. HP-FGM or ET-FGM should be completely
loaded before water level reaches 75% of the
top of tank.
H. Top off with water and mix until all fiber is fully
broken apart and hydrated (minimum of
10 minutes — increase mixing time when
applying in cold conditions). This is very
important to fully activate the bonding additives
and to obtain proper viscosity.
I. Add fertilizer.
J. Shut off recirculation valve to minimize potential
for air entrainment within the slurry.
K. Slow down agitator and start applying with a
50-degree fan tip nozzle.
L. Spray in opposing directions for maximum
soil coverage.
*Depending on site conditions, HP-FGM or ET-FGM may be applied in a one-step process where all components
may be mixed together in single tank loads. Consult with Manufacturer for fm•tiier details.
**Do not add tackifiets or polymers.

Loading Chart for Profile's HP-FGM and ET FGM
Tank Size
(gal)
It of 50-lb
bales
(Ib)
Displacement
(gal)
2,500 lb/acre
3,000 lb/acre
3,500 Ib/acre
4,000111/acre
4,500 Ib/acre
Sq ft
Acres
Sq ft
Acres
Sq ft
Acres
Sq it
Acres
Sq It
Acres
250
2
100
280
1,742
0,040
1,452
0.033
1,245
0.029
1,089
0,025
968
0,022
500
4
200
560
3,485
0.080
2,904
0.067
2,489
0.057
2,178
0.050
1,936
0.044
750
6
300
840
5,227
0.120
4,356
0,100
3,734
0.086
3,267
0.075
2,904
0.067
1,000
8
400
1,120
6,970
0.160
5,808
0,133
4,978
0.114
4,356
0.100
3,872
0.089
1,500
12
600
1,680
10,454
0,240
8,712
0,200
7,467
0.171
6,534
0.150
5,808
0.133
2,000
16
800
2,240
13,939
0.320
11,616
0.267
9,957
0.229
8,712
0.200
7,744
0.178
2,500
20
1,000
2,800
17,424
0.400
14,520
0.333
12,446
0.286
10,890
0,250
9,680
0.222
3,000
24
1,200
3,360
20,909
0.480
17,424
0.400
14,935
0.343
13,068
0.300
11,616
0.267
3,500
28
1,400
3,920
24,394
0.560
20,328
0.467
17,424
0.400
15,246
0.350
13,552
0.311
4,000
32
1,600
4,480
27,878
0.640
23,232
0.533
19,913
0.457
17,424
0.400
15,488
0.356
Additional Notes:
• For hose applications, 35 lb/100 gal is recommended,
• Rough surfaces (rocky terrain, cat tracks, ripped soils, etc.) may require additional product to achieve 100% coverage
• Be sure to allow for residual material in tank on subsequent applications,
Application
Rates
Slope Interruption Limits*
SI Product Category Length (ft) Length (m)
Slope Condition
English
< 4H to 1V
2500lb/acre
2800 kg/hectare HP-FGM 100 30
> 4H to 1V and < 3H to 1V
3000 lb/acre
3400 kg/hectare ET-FGM 125 38
> 3H to 1V and g 2H to 1V
3500 Ib/acts
3900 kg/hectare 'Listed slope Interruption limits are for product applications on a 3H:1V slope. For
> 2H to 1V and < 1 H to 1V
4000 lb/acre
4500 kglhectare application on steeper slopes, slope Interruption lengths may need to be decreased.
> iH to W
4500lb/acre
5100 kg/hectare
Below ECB or TRM
1500 lb/acre
1700 kglhectare
As inflll forTRM'
3500lb/acre
3900 kglhectare
'HP-FGM or ET-FGM recommended for slopes greater than 1H:1V.
'Use only approved and tested TRMs to create Ilia GreenArmor System,
Visual Key for Proper Application
(Flexterra HP-FGM shown below)
Proper Application
Improper Application
3,000lb/acre 3,500lb/acre
4.1 mm 4.0 mm
thickness thickness
(16ofrle)
Solutions for your Environment'
PROFILE Products LLC
750 Lake Cook Road, Suite 440
Buffalo Grove, IL 60089
Flexterra' HP-FGM [phone] CocuFleX'ET FGM
www.profileproducts.com
U.S. Patent tl's: 6,942,029; 5,779,782; 6,741,832; 6,360,478; 7,762,804
4,000 lb/acre
5.5 min
thickness
ESP-01 3/13

StormWaler Pollution Prevention Plan Permit No. NCG010000
Appendix I Pond Maintenance Agreement
All About Plumbing - Building Addition

Operation & Maintenance Agreement
Project Name: All About Plumbing
Project Location: 5521 Old Haywood Road, Suite 1, Mills River, NC 28759
Cover Page
Maintenance records shall be kept on the following SCM(s). This maintenance record shall be kept in a log in a known set location.
Any deficient SCM elements noted in the inspection will be corrected, repaired, or replaced immediately. These deficiencies can
affect the integrity of structures, safety of the public, and the pollutant removal efficiency of the SCM(s).
The SCM(s) on this project include (check all that apply & corre
Infiltration Basin
Quantity:
Infiltration Trench
Quantity:
Bioretention Cell
Quantity:
Wet Pond
Quantity:
Stormwater Wetland
Quantity:
Permeable Pavement
Quantity:
Sand Filter
Quantity:
Rainwater Harvesting
Quantity:
Green Roof
Quantity:
Level Spreader - Filter Strip
Quantity:
Proprietary System
Quantity:
Treatment Swale
Quantity:
Dry Pond
Quantity:
Disconnected Impervious Surface
Present:
User Defined SCM
Present:
Low Density
Present:
nding O&M sheets will
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
Location(s):
> Location(s):
Type:
be agQed a
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance procedures listed for
each SCM above, and attached O&M tables. I agree to notify NCDEQ of any problems with the system or prior to any changes to
the system or responsible party.
Responsible Party:
Title & Organization:
Street address:
City, state, zip:
Phone number(s):
Email:
All About Plumbing
Caleb Wilson
5521 Old Haywood Rd
Mills River, NC 28759
828-778-2425
office(@allaboutplumbingnc.com
Signature: �n t Date:VW
�hi
Iscioc :Dydy-\- a Notary Public for the State of 11-7`J460) )A '
County of y r$(J)1 do hereby certify that
personally appeared before me this day of A and
acknowledge the due execution of the Opera ions and�Vainten nce Agreement .
Witness my hand and official seal,%�C
Dqt
gP
rV-\ PUBLIC :2=
23.
My commission expires Jua I-) Y�
STORM-EZ 6/29/202:
Version 1.5 O&M Agreement Page 1 of

NC Division of Energy, Mineral, and Land Resources
Operation & Maintenance Inspection Form — Bioretention Cell
Project name:
Permit number:
SW
Inspection date:
Street address:
City:
State and ZIP code:
Name of inspector:
Phone number:
Email address:
Description of SCM location on the project:
Signature of Inspector certifying that the information provided in this form is complete and correct:
Stormwater Collection System, Accessibility, and Overall Cell
1.
Swales are free from blockage and erosion.
Yes ❑
No ❑
N/A ❑
2.
Grates, gutters, curb openings, and pipes appear free from damage & clogs.
Yes ❑
No ❑
N/A ❑
3.
Bioretention cell is accessible for inspection.
Yes ❑
No ❑
N/A ❑
4.
Bioretention cell is free from trash and debris.
Yes ❑
No ❑
N/A ❑
Inlet(s)
and Pretreatment
5.
Inlet(s) are free from damage, clogs, and erosion.
Yes ❑
No ❑
N/A ❑
6.
Flow is directed to a pretreatment area (if applicable).
Yes ❑
No ❑
N/A ❑
7.
Pretreatment area is free from erosion and clogging (if applicable).
Yes ❑
No ❑
N/A ❑
8.
Pretreatment area has < 2 inches of accumulated sediment (if applicable).
Yes ❑
No ❑
N/A ❑
Bioretention Cell if Vegetation is Grass
9.
Grass is healthy.
Yes ❑
No ❑
N/A ❑
10.
Grass is not fertilized.
Yes ❑
No ❑
N/A ❑
11.
Base of grass is at least 10 inches below the outlet structure.
Yes ❑
No ❑
N/A ❑
Bioretention
Cell if Vegetation is Trees & Shrubs
12.
A two- to -four -inch layer of mulch is present.
Yes ❑
No ❑
N/A ❑
13.
Mulch is not clogged with sediment.
Yes ❑
No ❑
N/A ❑
14.
Cell is free of weeds and obligate wetland vegetation.
Yes ❑
No ❑
N/A ❑
15.
Vegetation is healthy and not overgrown, especially if safety is an issue.
Yes ❑
No ❑
N/A ❑
16.
Tree stakes/wires are not present (remove after 6 months).
Yes ❑
No ❑
N/A ❑
17.
Vegetation is not fertilized.
Yes ❑
No ❑
N/A ❑
18.
Top of the mulch is at least 10 inches below the outlet structure.
Yes ❑
No ❑
N/A ❑
Underdrain and Outlet
19.
Standing water is not present in the bioretention cell.
Yes ❑
No ❑
N/A ❑
20.
Underdrains appear free from damage and clogs.
Yes ❑
No ❑
N/A ❑
21.
Clean out/ observation pipes are not damaged.
Yes ❑
No ❑
N/A ❑
22.
Emergency bypass and/or bypass swale is clearly visible & in good condition.
Yes ❑
No ❑
N/A ❑
23.
Outlet structure is free from damage, clogs, and erosion.
Yes ❑
No ❑
N/A ❑
Version 1.0—April 2021

Action Plan to address any "Nos" listed above, including dates for completion (for permittee to complete):

Bioretention Maintenance Requirements
Important operation and maintenance procedures:
Immediately after the bioretention cell is established, the plants will be watered twice weekly if
needed until the plants become established (commonly six weeks).
- Snow, mulch or any other material will NEVER be piled on the surface of the bioretention cell.
- Heavy equipment will NEVER be driven over the bioretention cell.
- Special care will be taken to prevent sediment from entering the bioretention cell.
- Once a year, a soil test of the soil media will be conducted.
Remove top layer of fill media when the pool does not drain quickly. Based on the media
specification, the pool should drain within 24 hours.
After the bioretention cell is established, it will be inspected quarterly and within 24 hours after every storm event
greater than 1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and maintenance shall be kept
in a known set location and shall be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired immediately.
SCM element:
Potential problem:
How to remediate the problem:
The entire bioretention
Trash/debris is present.
Remove the trash/debris.
cell
The perimeter of the
Areas of bare soil and/or
Regrade the soil if necessary to remove the gully, plant ground
erosive gullies have
cover and water until it is established. Provide lime and a one-
bioretention cell
formed.
time fertilizer application.
The structure is clogged.
Unclog the structure and dispose of any sediment off -site.
The flow diversion
Make any necessary repairs or replace if the damage is too
structure (if applicable)
The structure is damaged.
much for repair.
The inlet pipe is clogged
Unclog the pipe and dispose of any sediment in a location
(if applicable).
where it will not cause impacts to streams or the SCM.
The inlet pipe is cracked
or otherwise damaged (if
Repair or replace the pipe.
applicable).
Erosion is occurring in the
Regrade the swale if necessary and provide erosion control
The inlet device
swale (if applicable).
devices such as reinforced turf matting or riprap to avoid future
erosion problems.
Stone verge is clogged or
Remove sediment and clogged stone and replace with clean
covered in sediment (if
stone.
applicable).
Flow is bypassing
Regrade if necessary to route all flow to the pretreatment area.
pretreatment area and/or
Restabilize the area after grading.
gullies have formed.
Sediment has
Search for the source of the sediment and remedy the problem
accumulated to a depth
if possible. Remove the sediment and dispose of it in a location
The pretreatment area
greater than three inches.
where it will not cause impacts to streams or the SCM.
Erosion has occurred.
Provide additional erosion protection such as reinforced turf
matting or riprap if needed to prevent future erosion problems.
Weeds are present.
Remove the weeds, preferably by hand. If pesticide is used,
wipe it on the plants rather than spraying.

Rinrptpntinn Maintenance Reauirements (continued)
SCM element:
Potential problem:
How to remediate the problem:
Best professional
practices show that
Prune according to best professional practices. Maintain lines
pruning is needed to
of sight between 2'-6'.
maintain optimal plant
health.
Determine the source of the problem: soils, hydrology, disease,
etc. Remedy the problem and replace plants. Provide a one-
Bioretention cell
Plants are dead, diseased
time fertilizer application to establish the ground cover if a soil
vegetation
or dying.
test indicates it is necessary. If sod was used, check to see
that it was not grown on clay or impermeable soils. Replace
sod if necessary.
Remove the weeds, preferably by hand. If pesticide is used,
Weeds are present.
wipe it on the plants rather than spraying.
Tree stakes/wires are
Remove tree stake/wires (which can kill the tree if not
present six months after
removed).
planting.
Spot mulch if there are only random void areas. Replace whole
Mulch is breaking down or
mulch layer if necessary. Remove the remaining mulch and
has floated away.
replace with triple shredded hard wood mulch at a maximum
depth of four inches.
Determine the extent of the clogging - remove and replace
either just the top layers or the entire media as needed.
Bioretention cell mulch
Soils and/or mulch are
Dispose of the spoil in an appropriate off -site location. Use
clogged with sediment.
triple shredded hard wood mulch at a maximum depth of four
and media
inches. Search for the source of the sediment and remedy the
problem if possible.
An annual soil test shows
that pH has dropped or
Dolomitic lime shall be applied as recommended per the soil
heavy metals have
test and toxic soils shall be removed, disposed of properly and
accumulated in the soil
replaced with new planting media.
media.
Clogging has occurred.
Wash out the underdrain system.
The underdrain, filter
Clean out the drop inlet. Dispose of the sediment in a location
fabric element, and
Clogging has occurred.
where it will not cause impacts to streams or the SCM..
outlet system
The drop inlet is damaged
Repair or replace the drop inlet.
Erosion or other signs of
damage have occurred at
Repair the damage and improve the flow dissipation structure.
the outlet.
The receiving water
Discharges from the
bioretention cell are
causing erosion or
Contact the local NCDEQ Regional Office.
sedimentation in the
receiving water.