SW3240303_Design Calculations_20240308

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ENGINsEERING
SITE IMPROVEMENTS FOR
TA TRUCK STOP
In Town of Spencer, North Carolina
COMPREHENSIVE STORMWATER
POLLUTION PREVENTION PLAN
(C-SWPPP)
SWPPP Preparer: Primary Permittee:
Fulfilled Engineering LLC AGS Salisbury, LLC
146 Leisure Lane, Suite A I Columbia, SC 29210 Mr. Harry Singh
P.O. Box 2088 I Lexington, SC 29071 12051 Retail Drive
Ph: 803-612-3940 Fax: [phone] Wake Forest, NC 27587
fulfilledengineering.com Ph: 804-605-8248
Project Location:
Approx. 1007 Long Ferry Road
Salisbury, NC 28144
C-SWPPP Date: March 1, 2024
Modification Date: N/A
FE No. 22008

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ENGINEERING
SITE IMPROVEMENTS FOR
TA TRUCK STOP
In Town of Spencer, North Carolina
COMPREHENSIVE STORMWATER
POLLUTION PREVENTION PLAN
(C-SWPPP)
SWPPP Preparer: Primary Permittee:
Fulfilled Engineering LLC AGS Salisbury, LLC
146 Leisure Lane, Suite A I Columbia, SC 29210 Mr. Harry Singh
P.O. Box 2088 I Lexington, SC 29071 12051 Retail Drive
Ph: 803-612-3940 Fax: [phone] Wake Forest, NC 27587
fulfilledengineering.com Ph: 804-605-8248
Project Location:
Approx. 1007 Long Ferry Road
Salisbury, NC 28144
C-SWPPP Date: March 1, 2024
Modification Date: N/A
FE No. 22008

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Fulfilled Engineering LLC
TABLE OF CONTENTS
1.0 PROJECT OVERVIEW 1
1.1 Narrative (CGP Section 3.2.1) 1
1.2 Stormwater Management and Sediment Control (CGP Section 3.2.2) 2
1.2.1 Minimize Disturbed Area and Protect Natural Features and Soil. 2
1.2.2 Control Flowing onto and Through the Project 2
1.2.3 Stabilize Soils 3
1.2.4 Protect Slopes: 3
1.2.5 Protect Storm Drain Inlets: 4
1.2.6 Establish Perimeter Controls and Sediment Barriers 4
1.2.7 Retain Sediment On-Site and Control Dewatering Practices 5
1.2.8 Establish Stabilized Construction Exits 5
1.2.9 Additional BMPs 5
1.3 Sequence of Construction 6
1.4 Non-Numeric Effluent Limits 6
1.5 Buffer Zone Management 9
1.6 Certification Statement 10
2.0 SITE FEATURES AND SENSITIVE AREAS 11
2.1 Sources of Pollution 11
2.2 Surface Waters 12
2.3 Impairments and TMDLs 12
2.4 Critical Areas (CZC only) 12
3.0 COMPLIANCE REQUIREMENTS 13
3.1 SWPPP Availability 13
3.2 Pre-Construction Conferences 13
3.3 Inspection Requirements 13
3.4 Maintenance Requirements 13
3.5 Record Keeping 13
3.6 Final Stabilization 14

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APPENDIX A: PROJECT MAPPING 15
APPENDIX B: INSPECTION LOG AND REPORTS 16
APPENDIX C: RAINFALL LOG AND REPORTS 19
APPENDIX D: ADDITIONAL SITE LOGS AND RECORDS 22
APPENDIX E: CONSTRUCTION GENERAL PERMITS NCG000000 31
APPENDIX F: COPY OF NOI AND NPDES APPROVAL 32
APPENDIX G: STORM DRAINAGE CALCULATIONS REPORT 33
APPENDIX H: CONSTRUCTION PHASE PLANS 34
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1.0 PROJECT OVERVIEW
1.1 Narrative (CGP Section 3.2.1)
AGS Salisbury, LLC is proposing a TA Truck Stop on an approximately 32.99-acre property that will have
approximately 25.1-acres of disturbance as part of the proposed improvements. The proposed TA Truck
Stop is currently proposed to have a 20,000-SF C-Store, an 11,100-SF tractor trailer maintenance building,
car pumps,truck pumps, 81 regular parking spaces, and 196 tractor trailer spaces. A detailed construction
sequence has been included in the construction drawings. The site currently consists of vacant existing
residential homes, existing woods and grass in fair condition and existing tributaries. Most of the parcel's
topography generally slopes from the northwest to the southeast draining to an existing perennial stream
towards the southeastern portion of the property.
The project site is located at the intersection of Long Ferry Road and Montclair Drive in the Town of
Spencer, Rowan County, North Carolina; see the Site Location Map and Aerial Map in Appendix A.
The stormwater for the proposed development will drain to a proposed retention basin that will discharge
the stormwater at a rate less than that of the pre-developed site for the 2-year, 10-year and 25-year
storms. See Tables 1.1.1 - 1.1.3 for the summary of pre/post discharge flows. The full storm drainage
calculation report can be found in Appendix H.
Table 1.1.1
Pre/Post-Development Peak Flowrate Summary (Outfall 1)
OUTFALL 1
Storm Event Pre-Dev Peak Post-Dev Peak
Flow (cfs) Flow (cfs)
2-year, 24-hour 33.97 27.28
10-year, 24-hour 78.43 70.89
25-year, 24-hour 106.55 99.98
100-year, 24-hour 146.07 138.46
Table 1.1.2
Pre/Post-Development Peak Flowrate Summary (Outfall 2)
OUTFALL 2
Storm Event Pre-Dev Peak Post-Dev Peak
Flow (cfs) Flow (cfs)
2-year, 24-hour 0.52 0.12
10-year, 24-hour 1.28 0.30
25-year, 24-hour 1.79 0.41
100-year, 24-hour 2.51 0.56
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Table 1.1.3
Pre/Post-Development Peak Flowrate Summary (Outfall 3)
OUTFALL 3
Storm Event Pre-Dev Peak Post-Dev Peak
Flow (cfs) Flow (cfs)
2-year, 24-hour 8.36 8.24
10-year, 24-hour 16.25 16.10
25-year, 24-hour 20.94 20.79
100-year, 24-hour 27.37 27.15
1.2 Stormwater Management and Sediment Control (CGP Section 3.2.2)
1.2.1 Minimize Disturbed Area and Protect Natural Features and Soil:
See the Construction Phase Plans for description and location of BMPs. See Construction Details sheets
for how to install the BMPs. Reference the general sequencing notes on the Construction Phase Plans and
General Notes & References sheets for installation scheduling. Reference the Sediment and Erosion
Control notes on the General Notes & References sheets and Construction Details sheets for specific
instructions on minimum installation, maintenance, and inspection requirements.
Minimal clearing and the installation of BMPs shall precede the mass clearing delineated by the clearing
limits as shown and noted on the Construction Phase Plans. Installations shall be governed by the
specifications and details shown on the Construction Details sheets and as noted on the General Notes
and References sheets. Installation and maintenance logs shall be kept by the staff responsible for
installation and maintenance. The inspection logs shall be kept on a scheduled basis as deemed proper
for the site by the designated sediment & erosion control inspector. Maintenance schedules shall be set
through inspections by the designated NCDEQ certified sediment & erosion control inspector. See the
Construction Phase Plans for: BMP placement, description, inspection and maintenance. See the
Construction Details sheets for construction details and description of BMPs. See the Construction Phase
Plans and General Notes & References sheets for construction sequence and planned BMP installation
schedule. See the General Notes and References sheets and details for notes regarding erosion control
methods to be implemented and best management practices to be followed should it become necessary
to add temporary measures that do not affect the Construction Phase Plans as designed. They shall be
installed in accordance with the details and notes in the plan. Should there be a specific temporary
problem, prior to implementation of the plan BMPs, which the party held responsible for the installation
and maintenance of the BMPs cannot readily solve, the manager and SWPPP preparer shall be contacted
for advice and/or revision of the plans if necessary. Plan revision logs shall be kept by the NCDEQ certified
sediment & erosion control inspector. The SWPPP manager will issue drawings with revision dates and a
brief reason in the revision box area of each plan affected.
1.2.2 Control Flowing onto and Through the Project
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See the Construction Phase Plans for description and location of BMPs. See the Construction Details and
General Notes & References sheets for installation details for BMPs. Reference the general sequencing
notes on the General Notes & References sheets for installation scheduling. Reference the Sediment and
Erosion Control notes on the General Notes & References sheets and details for specific instructions on
minimum installation, maintenance, and inspection requirements.
BMP Description:
• Silt Fencing
• Rip Rap Velocity Breaker
• Construction Exit
• Grassing
Installation Schedule:
• See Construction Sequence
1.2.3 Stabilize Soils
See the Construction Phase Plans for description and location of BMPs. See the Construction Details
sheets for installation details for BMPs. Reference the general sequencing notes on the General Notes &
References sheets for installation scheduling. Reference the Sediment and Erosion Control notes on the
General Notes & References sheets and details for specific instructions on minimum installation,
maintenance and inspection requirements. There is a section on how to select the proper ground cover
(grassing).
BMP Description:
• Permanent & Temporary Grassing
Installation Schedule:
• See Construction Sequence
Maintenance and Inspection:
• See Notes on General Notes & References sheets
Responsible Staff:
• Appointed Personnel
1.2.4 Protect Slopes:
See the Construction Phase Plans for description and location of BMPs. See the Construction Details for
installation details for BMPs. Reference the general sequencing notes on the General Notes & References
sheets for installation scheduling. Reference the Sediment and Erosion Control notes on the General
Notes & References sheets and details for specific instructions on minimum installation, maintenance,
and inspection requirements.
BMP Description:
• Sediment Fence
• Rip Rap Velocity Breaker
• Erosion Control Fabric
• Grassing
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Installation Schedule:
• See Construction Sequence
Maintenance and Inspection:
• See Notes on General Notes & References sheets
Responsible Staff:
• To Be Determined
1.2.5 Protect Storm Drain Inlets:
See the Construction Phase Plans for description and location of BMPs. See the Construction Details for
installation details for BMPs. Reference the general sequencing notes on the General Notes &
References sheets for installation scheduling. Reference the Sediment and Erosion Control notes on the
General Notes & References sheets and details for specific instructions on minimum installation,
maintenance, and inspection requirements.
BMP Description:
• Inlet Protection
Installation Schedule:
• See Construction Sequence.
Maintenance and Inspection:
• See Notes on General Notes & References sheets
Responsible Staff:
• Appointed Personnel
1.2.6 Establish Perimeter Controls and Sediment Barriers
See the Construction Phase Plans for description and location of BMPs. See the Construction Details
sheets for installation details for BMPs. Reference the general sequencing notes on the General Notes &
References sheets for installation scheduling. Reference the Sediment and Erosion Control notes on the
General Notes & References sheet and details for specific instructions on minimum installation,
maintenance and inspection requirements.
BMP Description:
• Gravel Construction Exit
• Locate Clearing Limit
• Sediment Fence Installation
Installation Schedule:
• Prior to Land Disturbance
Maintenance and Inspection:
• See Notes on General Notes & References sheets
Responsible Staff:
• Appointed Personnel
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1.2.7 Retain Sediment On-Site and Control Dewatering Practices
See the Construction Phase Plans for description and location of BMPs. See the Construction Details
sheets for installation details for BMPs. Reference the general sequencing notes on the General Notes &
References sheets for installation scheduling. Reference the Sediment and Erosion Control notes on the
General Notes & References sheets and details for specific instructions on minimum installation,
maintenance, and inspection requirements. Should it become necessary to pump water offsite to drain,
the pump discharge shall be filtered of sediment before discharge to any offsite location.
BMP Description:
• Sediment Fence Installation
Installation Schedule:
• Prior To Land Disturbance
Maintenance and Inspection:
• See Notes on General Notes & References sheets
Responsible Staff:
• Appointed Personnel
1.2.8 Establish Stabilized Construction Exits
See the Construction Phase Plans for description and location of BMPs. See the Construction Details
sheets for installation details for BMPs. Reference the general sequencing notes on the General Notes &
References sheets for installation scheduling. Reference the Sediment and Erosion Control notes on the
General Notes & References sheet and details for specific instructions on minimum installation,
maintenance, and inspection requirements. Should it become necessary to re-establish or clean the
construction exit to prevent tracking of mud offsite by vehicles leaving the site, the person responsible
for maintenance shall determine the best method of maintenance up to and including removal and
replacement of the temporary structure.
BMP Description:
• Gravel Construction Exit
Installation Schedule:
• Prior To Land Disturbance
Maintenance and Inspection:
• See Notes on General Notes & References sheets
Responsible Staff:
• To Be Determined
1.2.9 Additional BMPs
Additional BMPs may be required for temporary control of sediment until the plan controls are
completed or in case of failure. The SWPPP manager should be contacted to offer advice to the
responsible party for installation and maintenance for temporary control measures specific to the
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problem encountered. Should properly installed and maintained plan BMPs fail, immediately contact
the SWPPP manager for an on-site meeting and determination for plan revision and temporary
measures to be implemented until the plan revision can be issued and installed.
BMP Description:
• As Necessary
Installation Schedule:
• Asap
Maintenance and Inspection:
• See General Notes & References sheets
Responsible Staff:
• Appointed Personnel
1.3 Se. uence of Construction
The construction sequence for this project has been provided in the Construction Phase Plans of the
construction site plans. Each item/step of that construction sequence has been listed is the sequence
that they should be implemented. What is the function of the construction activity?
n Residential X Commercial
n Industrial Road Construction
Linear Utility
❑ Other (please specify):
Estimated Project Start Date: 7/3/2024
Estimated Project Completion Date: 7/3/2025
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
Stormwater Volume and Velocity Control
During the remainder of construction activities, all responsible parties performing work at this
construction site must be informed of and directed on how to comply with the Non-Numeric Effluent
Limit, which requires the management of stormwater runoff within the construction site and at each
outfall in order to control the stormwater volume and velocity to minimize soil erosion.
Specifically, each responsible party should be made aware of the practices that have been or have yet to
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 stormwater volume and velocity, to the extent practicable:
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Volume Control
• Limiting of the Amount of Disturbed Area Not Stabilized at a Time;
• 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 stormwater volume and velocity prior to implementation.
The majority of approved SWPPPs, especially if approved under the 2006 CGP, should include ample
BMPs and other control measures to address this specific Non-Numeric Effluent Limit.
Soil Exposure, Compaction and Preservation
Throughout the remainder of the construction activities, the amount of soil exposed during
construction shall be kept to a minimum. This may be accomplished by reducing the disturbed area
within the 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 as stockpiles 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 placed within all areas that are to
be stabilized through temporary and permanent seeding techniques.
The Compaction of Soil should also be avoided to the best extent practicable during all clearing and
grading activities. This is especially important during the replacement of topsoil to aid in a quick
establishment of vegetative cover.
Soil Stabilization
Throughout the remainder of the construction activities, soil stabilization techniques are to be
implemented 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

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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 previously 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 responsible 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 Stormwater 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.
• Initiated 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 disturbed steep slopes should be the first priority for those performing work at the
construction site. At the very least, runoff control BMPs should be implemented to transport stormwater
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 the slope that direct runoff to pipe slopes drains, which are equipped proper
outlet protection at the toe of the slope.
Sediment Discharge Minimization
Permittees, Contractors, and all other responsible parties for conducting land-disturbing activities are
required to install and maintain all erosion and sediment BMPs that are located 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 stormwater runoff,
and soil characteristics, including the range of soils particle sizes expected to be present on the
construction site. Proper installation, inspection, 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 responsible parties for conducting land-disturbing activities are
required to install, implement, and maintain effective Pollution Prevention measures to minimize the

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discharge of pollutants. At a minimum, the following items must be followed:
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 stormwater; 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 and
maintenance; and
• Soaps or solvents used in vehicle and equipment washing.
Non-Stormwater Discharges
Any additional non-stormwater discharges, as referenced in the CGP, should be eliminated or reduced
to the maximum extent feasible. All unpreventable non-stormwater discharges shall be treated through
the approved stormwater management system before release off-site. The following is a list of
allowable non-stormwater 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
1.5 Buffer Zone Management
There are jurisdictional wetlands on the southeastern portion of project site associated with perennial
and intermittent tributaries. Additionally, there are existing shoreline wetlands associated with an
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existing pond on the southwestern most portion of the property. There will be no impact to the streams
or ponds. However, averaging of the buffer will take place from pre- to post-development on the
buffers associated with the perennial and intermittent tributaries.
1.6 Certification Statement
"I certify under penalty of law that this document and all attachments were prepared under my direction
or supervision in accordance with a system designed to assure that qualified personnel properly gather and
evaluate the information submitted. Based on my inquiry of the person or persons who manage the system,
or those persons directly responsible for gathering the information, the information submitted is, to the
best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant
penalties for submitting false information, including the possibility of fine and imprisonment for knowing
violations."
Name: Dustin Johnson, PE, LEED AP ND Title: PROFESSIONAL ENGINEER
Signature: Date: March 1, 2024
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2.0 SITE FEATURES AND SENSITIVE AREAS
2.1 Sources of Pollution
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
Stormwater runoff subjected to the identified pollution sources must be treated by the appropriate BM Ps
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
stormwater runoff.
Table 2.1-A: Potential Sources of Pollution
Source Material or Location* Appropriate Control Measures
Chemical
Loose soil I As directed by the construction Plans.
All areas within the
exposed/disturbed during This includes Silt Fence, sediment
Sediment Limits of
clearing, grubbing and tubes, sediment basins, and sediment
grading activities Disturbance traps.
Areas where construction Located adjacent to
equipment are cleaned, Heavy Metals & each construction Concrete Washout Basin as shown on
a.k.a. concrete washout pH entrance the plans.
Water encountered during Nutrients & In and around any Direct water into impoundments such
trenching Sediment trenching activities. as basins or traps to allow for the
sedimentation of the listed pollutants.
All areas to be
Paving Operations Sediment &Trash paved. Inlet protection.
Nutrients, pH,
Material Delivery and Sediment, Heavy All areas used as Silt fence and/or sediment dikes
Storage Areas Metals, oils & storage areas
grease
Equipment fueling and Metals, Areas surrounding Provide secondary containments,
maintenance areas hydrocarbons, oils fuel tanks locate in upland areas. Repair leaking
and greases and broken hoses.
Metal oxides, Throughout site,
Stoddard primarily in areas of Washwater should be contained and is
Paints solvent, talc, building prohibited from being discharged
calcium-
carbonate, arsenic construction
*Area where material/chemical is used on site.
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2.2 Surface Waters
The majority of the stormwater runoff from the proposed construction site outfalls to the southern
portion of the site where it discharges into an existing wetlands area associated with a minor tributary
while the remainder of the site outfalls towards the existing Triangle Town Boulevard and Town Drive
right-of-ways.
2.3 Im .airments and TMDLs
SEE NOI APPLICATION —APPENDIX G
2.4 Critical Areas (CZC onl )
N/A
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3.0 COMPLIANCE REQUIREMENTS
3.1 SWPPP Availability
SWPPP will be located on site.
3.2 Pre-Construction Conferences
SEE APPENDIX B
3.3 Inspection Requirements
1) Inspection Personnel:
a) APPOINTED PERSONNEL, NCDEQ CERTIFIED INSPECTOR
2) Inspection Schedule and Procedures:
a) Describe the inspection schedules.
i) After construction activities begin, inspections must be conducted at a minimum of at least
once every calendar week and must be conducted until final stabilization is reached on all
areas of the construction site.
b) Describe the general procedures for correcting problems when they are identified. Include
responsible staff and timeframes for making corrections.
i) Responsible staff: to be determined. Identified problems will be resolved as soon as possible.
c) Attach a copy of the inspection report you will use for your site.
i) APPENDIX C
d) Attach a copy of the Rainfall Log
i) APPENDIX D
3.4 Maintenance Requirements
1) Identify problem through inspection.
2) Determine if the problem is a maintenance issue or a design failure issue. (determine if the problem
is temporary due to the incomplete installation of the plan BMPs before contacting the SWPPP
manager incomplete installations can not be determined to be failing.)
3) Maintenance or repair should be performed as soon as practicable and before the next rain event if
at all possible.
4) If the problem is suspected as design failure;
a) Do maintenance/repair and install temporary measures as necessary.
b) Contact the SWPPP manager.
5) Corrective action log
a) See Appendix E
3.5 Record Keeping
The following records will be kept onsite and available for inspectors to review:
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1) Dates of grading, construction activity, and stabilization
a) APPENDIX E
2) A copy of the construction general permit
a) APPENDIX F
3) The signed and certified NOI form or permit application form
a) APPENDIX G
4) A copy of the letter from the EPA/State notifying you of their receipt of your complete NOI/application
a) APPENDIX G
5) Inspection reports
a) APPENDIX C
Dates when major grading activities occur:
Description of Activity Date Started Date Completed
Dates when construction activities temporarily or permanently cease on a portion of the site
Description of Activity Date Started Date Completed
3.6 Final Stabilization
SEE SWPPP SOIL STABILIZATION LOG IN APPENDIX E
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APPENDIX A: PROJECT MAPPING
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LOCATION MAP
Ffulfilled TOWN OF SPENCER 1°°° 2000
TA TRUCK STOP
ENGINEERINGSCALE IN FEET
Fulfilled Projects. Fulfilling Mission. TOWN OF SPENCER, +/-32.85 ACRES
PROJECT NO.22008 NORTH CAROLINA REFERENCE:GOOGLE MAPS

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Flf u If i I led TOWN OF SPENCER 1000 2000
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ENGINEERINGSCALE IN FEET
Fulfilled Projects. Fulfilling Mission. TOWN OF SPENCER, +/-32.85 ACRES
PROJECT NO.22008 NORTH CAROLINA REFERENCE:GOOGLE MAPS

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PROPOSED PROJECT
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f u If i I led TOWN OF SPENCER 0 500 °°°
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ENGINEERINGSCALE IN FEET
Fulfilled Projects. Fulfilling Mission. TOWN OF SPENCER, +/-32.85 ACRES
PROJECT NO.22008 NORTH CAROLINA REFERENCE: NRCS WEB SOIL SURVEY i

Rowan County Davidson
STATE OF NORTH CAROLINA FIRM PANEL LOCATOR DIAGRAM 1 sa0o0o FEET GRANTS CREEK
Unincorporated Areas -, JOINS PANEL 5782 °23,aa, Unincorporated�3 Areas LEGEND
i fo`�Nam-— 55 9o•24'so' 554mn^^ eo•24'bo 555 1 587 roo FEET 9o°23'da' 1 580000 FEET SPECIAL FLOOD HAZARD AREAS (SFHAs) SUBJECT TO
1 720 ooa FEET .,,, no aoo FEET INUNDATION BY THE 1%ANNUAL CHANCE FLOOD EVENT
I
- 'L fr The 1%annual chance flood(100-year flood),also known as the base flood,Is the flood that
39530m" 6, i .,¢ �, ZONE X çNOUNT
DAME �
ZONE A No Base N CO fVT TY ZONE AE BaseFlood oCievaldons de ermineevation d.
/ ZON E AE k 20NE AH Flood depths of 1 m 3(eat(usualN areas of ponding);Base Flootl Elevations
IREpELL r `.c _ DA IDSON '�k
VI determined.
/ Y� -!/ ZONE AO Flood depths of 1 to 3 feet(usually sheet Flow on sloping errs n);average
depths determined. For areas of alluvial fan flooding,velocities also
�•ao n a ¢ determined.
z.°W/�{! iii •
^ ZONE AR Special Flood Hazard Area formerly protected from me 1%annual chance
�A �A�� I °ks mrc N en rO� Flood by a flood control system that was subsequently decertified. Zone AR
!N CHU'3A.=e 'f indicates that the former flood control system Is being restored to provide
s'l 3534633 — r", .,,'63� ry, protection from me l%annual chance or greater flood.
okt1 Rn \v._. �� 1 \% cn`,^ 09 •flow ZONE A99 Areas m be protected from 1%annual chance flood by a Federal Flood
^"' S'` _ no4� '„a protection system under construction;no Base Flood Elevations determined.
\`FLOODING EFFECTS FROM ///�'// \ sF44 ZONE VE Coastal Flood cone with velocity hazard(wave action);Base Flood Elevations
> ROCK determined.
I �0 �( aDKw RIVER ^
1 ��� ��R I°. /AKE •,•, FLOODWAY AREAS IN ZONE AE
ZONE•AE• •
__ ��i ( The Floodway Is the channel of a stream plus any adjacent floodplain areas that must be kept
-L^ ! -r-�-—1 1.____ J r��_.__- _ "� free of encroachment so that the 1%annual chance Flood can be carried without substantial
.'1),,,,,,,, - of increases In flood heights.
1 M TGOMERV 0\ I1(11 9
MECKLENBURG CABARRUS - -/ - `\ I '.\ll':lll'I I Illll I.1 Jurisdiction ((ice \ •••••• OTHER FLOOD AREAS
r / STANLV 37U2I o ZONE X '�`t J� 6�'.. ZONE AE •
ZONE X Areas of 0.20o annual chance food;areas of 1%annual chance flood with
�\ / — ) /00 average depths of less than 1 foot or with drainage areas less than 1 square
• \. rQ mile;and areas protected by levees from 1%annual chance flood.
DATUM INFORMATION �t/„P 1 -- -- 717500FEET OTHER AREAS
'lz ZONE X Areas determinetl to be outsltle the 0 2%errual chance flootlplaln.
The projection used in the preparation of the map was the North Caroline State �O s / �. re*�� 'a ZONED Areas in whkh flood haoends are undeterm netl,but lwssible.
Plane(GRS80 NE 3200).The horizontal datum was the North American Datum of o�'. e
GRS80 ellipsoid. Differences in datum, ellipsoid, projection, or Universal / F 158 K N COASTAL BARRIER RESOURCES SYSTEM(CBRS)AREAS
Transverse Mercator zones used in the production of FIRMS for adjacent FA0025 's
jurisdictions may result in slight positional differences in map features across I\,-\
jurisdictional boundaries. These differences do not affect the accuracy of this 0 / �Y - ' N* ® b OTHERWISE PROTECTED AREAS(°PAS)
FIRM.All coordinates on this map are in U.S.Survey Feet,where ""�- '' CBRS areas and OPAs are normally located within or adjacent to Special Hood Hazard Areas.
1 U.S.Survey Foot=1200/3937 Meters. / / - ,0
- R ` ZONE X Pk annual chance floodplain boundary
Flood elevations on this map are referenced to the North American Vertical v�' ill 0.2%annual chance floodplaln boundary
Datum of 1988(NAND 88).These flood elevations must be compared to structure y y,.
and ground elevations referenced to the same vertical datum An average offset ,�". ., . , ':., • I I-. '-^ ZONE AE FLOODING EFFECTS FROM ZONE AE Floodway boundary
39J2"
between NAVD 88 and the National Geodetic Vertical Datum of 1929(NGVD 29) .S•' (EL 636i VADKIN RIVER (et.636) Zone DbouMery
has been computed for each North Carolina county.This offset was then applied \-0 . �� �_� CBRS and OPA boundary
to the NGVD 29 food elevations that were not revised during the creation of this • - a 3952
statewide format FIRM.The offsets for each county shown on this FIRM panel are �V� 'Il,t7y\'IIil t'OLlntly ° ( .,,,, \ Boundary dividing Special Flood Hazard Area Zones and boundary
shown in the vertical datum offset table below.Where a county boundary and a Q- 0* I I 1 l l lli:trl'poriitetl Alt=,s -.f. • 1 3J "z``Cz'4, Elevations,
Special Ha Areas different Base Flood
floodingsource with unrevised NGVD 29 flood elevations are coincident, an •Q- O ' " .,-' !' -' - ��—Elevations,flood depths or Flood velocities.
or
0 3701�1 " "t .. ZONE AE
individual offset has been calculated and applied during the creation of this O ' RV 617 1 -��513^^^^ Base Flood Elevation ne and value;elevation In feet*
statewide format FIRM. See Section 6.1 of the accompanying Flood Insurance / <7 Q FA0024
5 H , r� Base Flood Elevation value where uniform within zone;elevation in
Study report to obtain further information on the conversion of elevations hQ 6 / SP (EL 987) feet*
between NAVD 88 and NGVD 29.To obtain current elevation,description,and/or F
location information for bench marks shown on this ma O *Referenced to the North American Vertical Datum of 1988
p, please contact the
2 S
North Carolina Geodetic Survey Branch
the address shown below. You may also o5`azaa �O �'/ _ h Cross secdan line
contact the Information Services Branch of the National Geodetic Survey at(301) %O 2 ti f .
713.3242 or visit its website at hllo/Avww rigs nose goy / 2 O �.. • zs 2s hansec[Ilne
k U a ,n - n T "• m Geogrephk ccominates referenced to the North American Datum of
North Carolina Geodetic Survey County Average Vertical Datum Offset Table O 2 y*. J an ones sx•2xoo 1983(NAD 83)
121 West Jones Street County Vertical Datum°Rustle) _ 2 Q '+�pT
Raleigh,NC 27601 DAVIDSON -0.74 —�- •
/ y ,�1 � 630�J 4275... 1000-meter Universal Transverse Mercator grid ticks,zone 17
[phone] ROWAN -ore / v` ` ], O G; _ �,,aa�, {$� W.... a,,�4 m 2500-foot grid values:North Carolina State Plane coordinate system
http://www.ncgs.state.nc.us Z O Sjp, "Yt `7 J 1 FEET (F1p5ZDNE 3200,State Plane MAD 83 feet)
'`F // 'Ibtyn illSpencer "'k`�
Z 'y' SA biS-.-,Le rrifi&e. / \ /_ aarroA4t"e.9 Z 1 Z North Carolina Geodetic Survey bench mark(for more Information
a o j �/ OT 16 y a BM5510X visit htm//www ncos aK..lrc.ts)
Example:NAND 00=NGVD 2B+(-0.74) d 4, Ad
"p 1. : / t National Geodetic Survey bench mark(for more Information visit
,,,1.,-,,, o • '`u" �2 N� - z BM55100 htto://www nos noaa.aov)
All streams listed in the Flood Hazard Data Table below were studied by detailed - / _;
methods using field survey. Other flood hazard date shown on this map y O �I p' f
__ // O(n,,,Z0 c,+ / r''z'6 O NGS-58 GPS 2 5 cm Vertcal Consol Mar or Connractar Establsheed
may s c` ���\___` Ic)ycn of STcnLp R m :-,L',',')',(,-,:-'
BM5510 NCFMP eencn Marl¢) (for ore formasan t
have been derived using either a coastal analysis or limited detailed Rverine 'OR° e - \\ I l,OM1ll OlNp�yCIICe ® lotto.//www nrac,44<.w,s
analysis. More information on the flooding sources studied by these analyses Is -I Ilalerril()il;dl jlllisdiellt)il s/ I'Xtrakcrrltbrlal Atria,ICII OII
contained in the Flood Insurance Study report. . 370216 M 1.5 River Mlle
70216 k •
S N ZONE X
M 181 1
A0023 0
�j •
/
13)11 n Or Spencer
I`-�ytrltcl I Nol i II Jurid'®biorl ( Fi
,re
Ro))an'iounn 00°
,� UnincolpolalcLlArc<Lt
•
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'y
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IPROPOSED
PROJECT
caw
BOUNDARY (APPROX.) w Ii,,,n or 2<pevcCi
" z cf,a /711?I( /
�J
.-,.,., .;.:.,.tea,
TIE EEC=eLT „ (a 4 ' o I I ,� � EB 11_. �{ tar
k �, ZONE Xt r.
,, ..r r sE,a GRID NORTH
V.'iio
le.
e"r1 + I MAP SCALE 1"=500'(1:6,000)
•
^F \ `IE V,'# [ Fo / li vcn of Sji nL I Zma x. . o,—, wo �eo 1,00v T
S/ I vli ii iiiti Plat lull Lllclirni. r� tw o 160 �METERS
I� 37021••
lir)1n Of 11,1S1 SI)cnccr s,
/I\Ll alcrri1011 ll luri>Lliuinn ..7 /•
370'll I ( w1� • �' �NFr � PANEL 5781K
VIo _
Lea
z z ;a FIRM
�_ I o �'
L `n as DRD FLOOD INSURANCE RATE MAP
Q Q H.
,P
° I , I®( NORTH CAROLINA
°w oL a I l..lro
n.d
3 / i ' ,ky. ZONEx rl PANEL 5781
'I(11rn OI Cast Sp ncc N� 1Fr �y I�JIJ LAYOUT)
f d a. L (SEE LOCATOR DIAGRAM OR MAP INDEX FOR FIRM PANEL
i,,
` CXUratk liar ial.lUusdictloN "O
Q ;]()�I I 1 A * 020 CONTAINS:
/ r COMMUNITY CID No. PANEL SUFFIX
: - _ \ r ./ isµ p,201
ill , :,3. �.v - S 4EHH , DAVIDSON COUNTY 370307 5781 K
710 000 FEET ' s `.lf_ j 710 000 FEET ���II EAST SPENCER,TOWN OF 370211 5781 K
eo'averr JOINS PANEL 5780 w°24'O0' town of Spencer \BARRIER LN ao seo en°2300 Iltip. ROWAN COUNTY 370351 5781 K
5535.. 1 582 500 FEET 554c5^, p 555°°°"' 5565m^^ Ilnt
1 580 000 FEET Extraterritorial Jurisdiction 1 590 000 FEET SPENCER,TOWN OF 370218 5781 K
370216 1111111
.'le-I
NOTES TO USERS _
rr- r
This sit is for use i r as subject
t the National Flood Insurance Program. It does not Certain areas not in Special Flood Hazard Areas me of re Flo d b good control structures. This n reflects more detailed and up-to-date stream channel configurations than those
MAP REPOSITORY
P 9 9 P Y P Y P P
Refer to listing of Me Repositories on Me index or visit hflp:/Avww.ncflootlmeps.com.
necessarily identify all areas subject to flooding,particularly from local drainage sources of small Refer to Section 4.4"Flood Protection Measures"of the Flood Insurance Study report for shown on the previous FIRM for this jurisdiction. The floodplains and floodways that were g p co p
.46IATs^ v 0ARxOf size. The community map repository should be consulted for possible updated or additional information on flood control structures in this jurisdiction. transferred from the previous FIRM may have been adjusted to conform to these new stream
, .I. 1. l� flood hazard information. channel configurations. As a result,the Flood Profiles and Floodway Data tables in the Flood EFFECTIVE DATE OF FLOOD INSURANCE RATE MAP PANEL
§§ / / .j Base map information and geospatial data used to develop this FIRM were obtained from Insurance Study report(which contains authoritative hydraulic data)may reflect stream channel MARCH 18,2009 p-.-al
3 Y �a„,ff¢. 'I' Cooperating Technical State 410/).
. To obtain more detailetlnformatonn areas where Base Flood Elevations(BFEs)and/orfloodwaye various organzations, including the participating local community(ies), state and federal distances that differ from what is shown on this mapCD
.
�.st:" 1-hv,scooFwnTwc Tccrvry cnL anmrve6 Us have been determined,users are encouraged to consult the Flood Profiles,Floodway Data,Limited agencies,and/or other sources. The primary base for this FIRM is aerial imagery acquired by
e...m.... F 5Nc sf J Detailed Flood Hazard Data,and/or Summaryof Stillwater Elevations tables contained within the Flood Davidson CountyEFFECTIVE DATE(S)OF REVISION(S)TO THIS PANEL Illllla NMloe to Ueer�aap d Map Number shown below tie an be Bused
ove
and Rowan County. The time period of collection for the Davidson imagery is Please refer to the separately printed Map Index for re overview map of the county showing the when piadng p Mars;the Community Number shown above
Insurance Study(FIS)report that accompanies this FIRM. Users should be aware that BFEs shown 2004.The time period of collection for the Rowan imagery is 2005. Information and geospatial layout of map panels,community map repository addresses,and a Listing of Communities table JUNE 18,2009' should be uses on Insurance applications ror the cuhen
on the FIRM represent rounded whole-foot elevations.These BFEs are intended for flood insurance data supplied by the local community(ies)that met FEMA base map specifications were containing National Flood Insurance Program dates for each community as well as a listing of the community.
This digital Flood Insurance Rate Map(FIRM)was produced through a unique rating purposes only and should not be used as the sole source of flood elevation information. considered the preferred source for development of the base map. See geospatial metadata for panels on which each community is located.
Accordingly,flood elevation data presented in the FIS report should be utilized in conjunction with the the associated digital FIRM for additional information about base map preparation. MAP REVISED MAP NUMBER
cooperative partnership between the State of North Carolina and the Federal Il°'"
Emergency Management Agency(FEMA). The State of North Carolina has FIRM for purposes of construction and/or floodplain management. If you have questions about this map,or questions concerning the National Flood Insurance
Base map features shown on this map,such as corporate limits,are based on the most up-to- Program in general,please call 1-877-FEMA MAP(1-877-336-2627)or visit the FEMA JUNE 16,2009 3710578100K
implemented a long term approach of floodplain management to decrease the Boundaries of regulatory floodwaye shown on the FIRM for flooding sources studied by detailed date data available at the time of publication. Changes n the corporate limits may have website at http://www.femeacw.. 'updated flood hazards to reflect seamless statewide mapping r
costs associated with flooding.This is demonstrated by the State's commitment to methods were computed at cross sections and interpolated between cross sections. The(roadways occurred since this map was published.Map users should consult the appropriate community For community map revision history prior to statewide mapping,infer to the Community Map History table located In r 1 a+`'« '"� e�
map floodplain areas at the local level. As a part of this effort,the state of North were based on hydraulic considerations with regard to requirements of the National Flood Insurance official or website to verify current conditions of jurisdictional boundaries and base map features. An accompanying Flood Insurance Study report,Letter of Map Revision(LOMR)or Letter of Map the Flood Insurance study report for this jurisdiction. ® $ (0Pars
Carolina has joined in a Cooperating Technical State agreement with FEMA to Program.Floodway widths and other pertinent floodway data for flooding sources studied by detailed This map may contain roads that were not considered in the hydraulic analysis of streams where Amendment(LOMA)revising portions of this panel,and digital versions of this FIRM may be !oral
3�"°'gg, k
produce and maintain this digital FIRM. methods a well as non-encroachment widths for flooding s studied byIlmitetl detailed no new hydraulic model was created Burin the reduction of this statewide format FIRM. available. Visit the North Carolina Flood plain Mapping Program website et To determine R flood insurance ravaueble in this community,contact vpur remn at
agent,the North Carolina llllll Y' y i
P 9 s o source Y g P a P PP 9 O9 Division of Emergency Management or the National Flood Insurance Prop t the following phone numbers or IM w .o
methods are provided in the Flood Insurance Study(FIS)report for this jurisdiction. The FIS report httoJ/www ncfioodmaps.com,or contact the FEMA Map Service Center at 1-800-358-9616 for websnes: axo s
also provides instructions for determining a flcodwey using non encroachment widths for flooding information on all related products associated with this FIRM. The FEMA Map Service Center State of North Carolina
www.ncfloodmaps.com sources studied by limited detailed methods. may also be reached by Fax at 1-800 358-9620 and its website at http://www.msc Nc Division of Emergency Management National Flood Insurance Program
fema.gov.. [phone] bnoerco Management
1-800-638-6020 hhp//www.fema.gov/business/nfic/ ` ° _Federal Emergency Management Agency J

STATE OF NORTH CAROLINA FIRM PANEL LOCATOR DIAGRAM Town of East Spencer Town of Spencer
1 580 000 FEET Extraterritorial Juni diction Extraterritorial Jurisdiction 1590000FEET LEGEND
•
cc4 v •
°°°°°° JOINS PANEL 5781 55 587500 FEET eo"zsoo ss5 ^' SPECIAL FLOOD HAZARD AREAS (SFHAs) SUBJECT TO
370211 e0°24'3p' 370216 502330 1
�� 710000 FEET 770000 FEET
•II9 INUNDATION BY THE Pk ANNUAL CHANCE FLOOD
1 3950 A V 1 IF Y • ` I,
1IL NON The 1%annual chance flood(100-year flood),also known as the base flood,Is the flood that
I ■■■■■ I� lJ - \ S -~ �I., 3950�" has a 1%chance being waled orexceeded in anygiven year. The Special Flood Hazard
of equaled
"„ Area is the area subject to flooding the 1%annual chance flood. Areas of Spedal Flood
by
■�®■ as°4t 3e t rill C r` � am,° A Hazard include Zones A,AE,AH,A0,AR,A99,V,and VE. The Base Flood Elevation Is the
'Ttotvno�fS once, water-surface elevation of the 1%annual chance flood.
j'1 \ ZONE A No Base Flood Elevddon determined.
orals. ,, \7 ZONE AE Base Flood Elevations determined
:tip \ 7 ,A( p- 20NE AH Flood delHhs of 1 to 3(eat(usualN areas of pending);Base Flood Elevations
IREDELL ®■■��� DA IDSON \ / '1 ^ *fl � determined.
��y1 w r ', ZONE AO Flood depths of 1 to 3 feet(usually sheet flow on sloping terrain);average
�MME PI rn $ Ai •. " depths determined. For areas of alluvial fan flooding,velocities also
ISAINE�MbEIN ■ PORTION OFConn ,a' ��ti` �' • ,t:, '' determined.
,,�{ ■■■■■■■� RU\fall nt,,.,,i� y .i i 1 ZONE AR Special Hood Hazard Area formerly protected from the 1%annual chance
`O� �C l Ininc.()-x1raLLd taut �Z { ?t.
flood by a flood control system that was subsequently decertified. Zone AR
�s�( �A M.......1111.
■■■■■■ ",■� PROPOSED PROJECT I f tor; indicates that the former flood control system Is being restored[o provide
703 I protection from the 1%annual Chance or greater flood.
■ri ■■■PIPU■■■■■L '4w' r ZONE A99 Areas to be protected from 1%annual chance flood by a Federal flood
II11®I.I.I.I.I.I.I.I.I.I.I.II�um BOUNDARY (APPROX.) - '.. ZONE X ZONE X protection system under construction;no Base Flood Elevations determined.
■■■■■■■■■■ . :'O` T .1'":`,ittttx l0\4 n ial Fast ,!; / ZONE VE Coastal food zone with velocity hazard(wave action);Base Flood Elevations
�' \F a tleterminetl.
=..........■-) 2 -1 37021I` �� c�
�■■■■■■■■■■■ �b1. mvom 637" a `CIS .... FLOODWAY AREAS IN ZONE AE
___ ■ sp I(_-- D m •° :; \ ry +t P,• The floodway Is the channel of a stream plus any adjacent floodplain areas that must be kept
✓�����--������O 11 Town of East Spencer N� y Rt\\\;111(OUR,5y, y free of encroachment so that the 1%annual chance flood can be carried without substantial
11 ° I.I.M&ITG MERY EXtraterritorial u, v A I inincorporatCd s b _637•_� Increases In flood heights.
MEc NBU G / ME 1 Jurisdiction m 37(1351 t ,�„ ir / •••'••'• OTHER FLOOD AREAS
CBARR-= Z ZONEX
i 370211 m 4 /
■■ `�� °h_ ZONE X Areas of 0.2%annual chance food;areas of 1%annual chance flood with
A '„°) _ �_ / •'1. average depths of less than 1 foot or with drainage areas less than 1 square
�s j cv / `ti /T j�y� " 0,,,7..,// mile;and areas protected by levees from 1%annual chance flood.
l /QQ • �' F x OTHER AREAS
DATUM INFORMATION 1 I J '/ I/ ( 707500FEET
j ' j° F /// (6`L9 ZONE X Areas determined to be outside the 0 2%annual chance floodplain.
The projection used in the preparation of this map was the North Carolina State .// 4Pe ,""/ \ ZONE AE /// 4 / ______ZONE,,,,X:,,, ZONED Areas in which flood hazards are undetermined,but possible.
Plane(FIPSZONE 3200).The horizontal datum was the North American Datum of ro
1983,GRS80 ellipsoid.Differences n datum,ellipsoid,projection,or Universal ZONE X ��\� COASTAL BARRIER RESOURCES SYSTEM(CBRS)AREAS
Transverse Mercator zones used in the production of FIRMS for adjacent "'
jurisdictions may result in slight positional differences in map features across r e6/ \ -\
jurisdictional boundaries.These differences do not affect the accuracy of this 7 / _ i •1/v\ l OTHERWISE PROTECTED AREAS(OPAS)
FIRM.All coordinates on this map are in U.S.Survey Feet,where �n - '.- / •\ "ZONE AE
1 U S.Survey Foot=1200/3937 Meters. m • j CBRS areas and DPAs are normally located within or adjacent to Special Flood Hazard Areas.
7
Flood elevations on this map are referenced to the North American Vertical 'i I ZONE X/ '85' +'N,�I k j+v� ( 1%annual chance floodplain boundary
5949°w `�� 0.2%annual chance floodplain boundary
Datum of 1988(NAND 88).These flood elevations must be compared to structure 3s°4t'3a' /��� -i
and ground elevations referenced to the same vertical datum.An average offset j k �. Ro an` `fit H ZONE X '� A • - Floodway boundary
between NAND 88 end the National Geodetic Vertical Datum of 1929(NGVD 29) w °' -
has been computed for each North Carolina county.This offset was then appliedAlt / r5," UnInGOrpOr°t d �,'' r w z ZONE X349 lone D boundary
to the NGVD 29 flood elevations that were not revised during the creation of this d y: 7 37l)-3 5 1,I O �j., � � CBRS and OPA boundary
statewide format FIRM.The offsets for each county shown on this FIRM panel are /�� - z O ` u 1. Boundary dividing Special Flood Hazard Area Zones and boundary
shown in the vertical datum offset table below.Where a county boundary and a - w O /• / ,t� I1!-Eleitlh9 Special Flood Hazard Areas of different Base Flood
flooding source with unrevised NGVD 29 flood elevations are coincident,an ZONE X % r a yf v' • Bevat ons,flood depthsor Flood veletasr}.individual offset has been calculated and applied during the creation of this //// ,;/ o • '' / �,' .0 -'.-/ :'- ZONE AE ^^^^513^^^-- Base Flood Elevator ire and value;elevation in feet*
statewide format FIRM.See Section 6.1 of the accompanying Flood Insurance ZONE X _p t e _�
Study report to obtain further information on the conversion of elevations /j. ZONE AE w ,�... 4z7/ EL 987 Base Flood BevdbOn value where uniform within zone;elevation in
between NAVD 88 and NGVD 29.To obtain current elevation description,and/or //. q • ' ` Ell_
I ----' -s*..f ° -•�q bV ( ) fit*
location infortnelion for bench marks shown on this map please contact the / sp z �� '� ��a, \ �f+� 4. *Referenced to die NorthAm¢rhWn VeCroo Datum of 1988
North Carolina Geodetic Survey at the address shown below.You may also /.
'tiff/// •P/S/�' Cross section line
contact the Information Services Branch of the National Geodetic Surveyat 301 •. \' \ f//GH'ROCK LAKE
,.
713-3242,or visit its website at hltgJ/www nos nose gory ( ) ♦ ,erg I ZONE X �/
Ili
�`\ , �I O "Il1 lvY1 E11tit till l:IlCCr oz.) •�®�� 23 83 hansec[Ilne
North Carolina Geodetic SurveyCount Avers Vertical Datum Offset Table 1' X6ra�'CgCI O 111..I ll l'1ti(I ICtIOn - FII .. ri Geograpak caortlinates referenced to the North American Datum of
��qtr,•p�ay / 97°07'30',32°22'30'
Y 9a Town Creek u"�4i"'"4'�" �•+yL' /raj_ "'PPP42754.. 1000-meter Universal Transverse Mercator grid ticks,zone 17
121 West Jones Street County
vemaeho-0vm5ortseunl 7Yrburoryl � �6, `ZONE1� �70211.w
Raleigh,NC 27601 *'° �
[phone] Town Creek ' `� A;1 .� ` 2500imt odd values:North Carolina State Plane coordinate system
tgLg'/Avww, ncgs Slate nc u9 ' --- I 1 477 500 FEET
,
. v 'R -__ " ZONE AE G� : 1.: (FIP520NE 3200,State PWne NAD 83 feet)
646 ./ r- fillia� -J \ I k,_ �,�-_N / „"y � '-."- _. 111A-
\ z BM55 Carolina Geodetic Survey bench mark(for more information
Example:NAvoea=NOV020*(-0.75) „NLHEW,SI +�.,. li- ; C , ,n• t / sy \ �" a 10X visit http//www neoc lseI be.ts)
•."- - 1, rb' �� .+s�'' N National Geodetic Survey bench mark(for more Information visit
�:'• - - r i ' ; ,' BM5510® http.//www nos noaaeov)
All streams listed in the Flood Hazard Data Table below were studied by detailed I t1\F'11 of I,dst SpeneeC• ° .4•. / //V'tr �. / ./�/�O NGS-58 GPS 2 5 cm Vertical Control Marks or Contractor-Established
methods using field survey.Other flood hazard data shown on this map may d' s"��� e, .1 '
have been derived using either a coastal analysis or limited detailed Riverine "' 370_I I _ x• BM5510 NCFMP Bench Marl¢ (for more information visit
SiMkir, .' ` _.:. .. ® bapuwww nmsaare o,s)
analysis.More information on the tdyrflooding sources studied by these analyses is a µ •4 •M1.5 River Mlle
contained in the Flood Insurance Study report. 4
Flootlw ay Vvitlih(feet) m - `\ \
FLOOD HAZARD DATA TABLE eVPoghrOstanceFrom o I /ff ,.• a' 6ti
1%Annual Chance the Center of Stream to -o p T� hr ONION { s _ 0.0 CRANE CREEK
Cross Stream Flood (.._yeao Encroachment Boundary F� l LruNCN ar ,.A v p ,I 11161 ROCK LAKE 6ti1 °
Section Station' Discharge(cfs) water_surface (LooWng Downstream)or q +'^w '
Bevalhon(feet NAND Total Floodw ay Width Rowan County ! _ I fy12,ON an Countyf`aFr' r- r / ' vaoCLeF an.,F LINE
CRANE CREEK Unincorporated Areas -- 1.,arrmoorpor.red Areas (c, �'a
276 27,624 12,860 626.3 499/290 370351 uN gry4Eo o " i 2370441 ;',„1,- • �- /i 6
288 28,624 12,860 - 626.8 1,015/166 oN 6`�
35°40 �f1^1Cq•
A .'. t,l / // ) }•F L.
_301 30,124 9,8)9 627.3 369/718 ro $ I . ��. •
_311 31,124 9,819 628.9 127/278 3�eom , 1 ZONE X 1 ;;°A,,ll i � ^,. / § ZONE X�,
326 32,624 9,819 633.3 493/116 P'i:. . .,. -,a-,-''�7 i- �_ ..7,. '�R ,. - ��,� `1> °m _ 354°3s
333 33,300 9,819 634.1 400/192 n/ ( J� �- ,!/ 3948.0"
351 35,124 9,819 638.1 282/63 �, ZONE AE,- i hp:••�' 638 I Y
366 36,624 9,693 640.6 332/120 /' rule // °,,' `=`
,.sue
/ J`
381 38,124 9,693 643.2 27/446 �k j '- "396 39,624 9,693 646.3 204/168 /` / ZONE AE `/3oT`r,II s`Y
406 40,624 9,693 650.2 252 125 ^1 t ✓/y1�' iit ' * g.,_1,II7,
TOWN CREEK )t �/ '. a \ `,,TT q:3, 3,�0� , • �I�II'Ir..
023 2,300 NA 626.8 765 v.,..o-rrl
057 5,700 NA 632.2 420 //�y _)-`cry;, f N
080 8,000 NA 637.6 375Ilk(' ZONE X/ GRID NORTH
096 9 600 NA 640.8 405 /4-io.
MAP SCALE 1"=b00'11:6,000)
'Feet above mouth > s v \ �r "?`t�'. �� �� �� 1,000
roFaer
647 "' 643 t 1eo 0 1m coo METERS
itillit ,„„ glk.
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Rovv all Con,,, *+d N J PANEL 5780J
• �UnmwrpNraU c'IL rcas _ r� l
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650 ZONE ^,' '{ ' ;,. sf
1 �f ' .� " a FIRM
e°:''‘°P
® ] v;y .rlFLOOD INSURANCE RATE MAP
• I.nZONE x +, rolr°.__ I""INORTH CAROLINA
®r
/ n.rl
35° _ R PANEL 5780
'® p r f � (SEE LOCATOR DIAGRAM OR MAP INDEX FOR FIRM PANEL
�f 35°40.00" LAYOUT)
a.,. .;"., a a ,� U CONTAINS'
.'.� -•" ,'� ',h-ram '� .1 ° '',..1
L COMMUNITY CID No. PANEL SUFFIX
R i 1: 0n u L , 0�1'JI °fi,MI
�` iN ( ''�i'.t00 rll
' EAST SPENCER TOWN OF 370211 5780 J
700 000 FEET - 0 - ' '.'• 700 000 FEET ROWAN COUNTY 370351 5760 J
e0°24'30° 80.2,00' JOINS PANEL 5689 90°23'30" e0°29'00' Illll' SPENCER,TOWN OF 370216 578e J
1 580 000 FEET 1 582 500 FEET 554"'^^ 5550ro" 558"'1"590000 FEET Il nr
llllp
NOTES TO USERS _
Ir.- r
This mapis for use in administeringthe National Flood Insurance Program It does notCertain areas not inSpecial Flood Hazard Areas maybeprotected byThis mapreflects more detailed and up-to-date than those MAP REPOSITORY
g flood control structures. p stream channel configurations
necessarily identify all areas subject to flooding,particularly from local drainage sources of small Refer to Section 4.4"Flood Protection Measures"of the Flood Insurance Study report for shown on the previous FIRM for this jurisdiction. The floodplains and floodways that were Refer to listing Of map Repositories on Map Index or visit hap://wvirv.nciloodmaps.com.
CD
y°'sodz^ry, 0 eAa,ye size. The community map repository should be consulted for possible updated or additional information on flood control siruclures in this jurisdiction. transferred from the previous FIRM may have been adjusted to conform to these new stream
.Y' "bj;., .I. ,N(lltlll it,/.i\: l�T flood hazard information. channel configurations. Asa result,the Flood Profiles and Floodway Data tables in the Flood EFFECTIVE DATE OF FLOOD INSURANCE RATE MAP PANEL CD
§§ / ! j J Base map information and geospatial data used to develop this FIRM were obtained from Insurance Study report(which contains authoritative hydraulic data)may reflect stream channel h•-•rl
3 ,e„ ;: I' COO pt l.ItinL I CChniCN1 State y . To obtain more detailetl information n areas where Base Flood Elevations(BFEs)and/or floodwaye various organizations, Including the participating local communhty(ies), state and federal distances that differ from what is shown on this map. JUNE 18,2009CD
�q - mtw,sceoFwnTwG TECHNICAL PARTNER vr� have been determined,users are encouraged to consult the Flood Profiles,Floodway Data,Limited agencies,and/or other sources. The primary base for this FIRM is aerial imagery acquired by
•v...w... `axe sf o Detailed Flood Hazard Data,and/or Summaryf Stillwater Elevations tables contained within the Flood Rowan Count The time period of collection for the i EFFECTIVE DATE(S)OF REVISION(S)TO THIS PANEL Illlllr NMloe to User The Map Number shown below should be used
a y p met is base Information and Please refer to the separately printed Map Index for re overview map of the county showing the wean placing P orders,the Community Number shown above
Insurance Study(FIS)report that accompanies this FIRM. Users should be aware that BFEs shown geospatial data supplied by the local community(ies)that met FEMA base map specrficabons layout of map panels,community map repository addresses,and a Listing of Communities table should be used on insurance applications for the swoon
on the FIRM represent rounded whole-foot elevations.These BFEs are intended for flood insurance were considered the preferred source for development of the base map. See geospatial containing National Flood Insurance Program dales for each community as well as a listing of the community
This digital Flood Insurance Rate Map(FIRM)was produced through a unique rating purposes only and should not be used as the sole source of flood elevation information metadata for the associated digital FIRM for additional information about base map preparation panels on which each community is located.
Accordingly,flood elevation data presented in the FIS report should be utilized in conjunction with the EFFECTIVE DATE MAP NUMBER
cooperative partnership between the State of North Carolina and the Federal II°"
Emergency Management Agency(FEMA). The State of North Carolina has FIRM for purposes of construction and/or floodplain management. Base map features shown on this map,such as corporate limits,are based on the most up-to- If you have questions about this map,or questions concerning the National Flood Insurance
date data available at the time of publication Changes in the corporate limits may have Program in general,please call 1-877-FEMA MAP(1-877-336-2627)or visit the FEMA JUNE 16,2009 3710578000J
implemented a long term approach of floodplain management to decrease the Boundaries of regulatory floodways shown on the FIRM for flooding sources studied by detailed occurred since this map was published.Map users should consult the appropriate community website at http://www.fema.gov.
costs associated with flooding.This is demonstrated by the State's commitment to methods were computed at cross sections and interpolated between cross sections. The floodwys official or website to verify current conditions of jurisdictional boundaries and base map features. r 1 v�r\P,.
ma floodplain areas at the local level. As art of this effort,the state of North For •community map reWsion history prior to natewide mapping.refer to the Community Map History table located In CD 4 «r.n„
P p P re based on hydraulic considerations with regard to requirements of the National Flood Insurance This map may contain roads that were not considered in the hydraulic analysis of streams where An accompanying Flood Insurance Study report,Letter of Map Revision(LOMR)or Letter of Map the Flood Insurance study report for this jurisdiction. g
Carolina has joined in a Cooperating Technical State agreement with FEMA to Program.Floodway widths and other pertinent floodway data for flooding sources studied by detailed no new hydraulic model was created during the production of this statewide format FIRM. Amendment(LOMA)revising portions of this panel,and digital versions of this FIRM may be m eetem,loe s good insurance la available m this community,comes your insurance a ant the North Carolina !oral 3- k
produce and maintain this digital FIRM. methods as well as non-eencroachment widths for floodingsources studied by limited detailed available. Visit the North Carolina Flood lain Mapping Program website ate y g le 11111 "�'. eo, y >
9 P PP 9 09 Division of Emergency Management or the National Flood Insurance Program et the following phone numbers or IllpI
methods are provided in the Flood Insurance Study(FIS)report for this jurisdiction. The FIS report http://www.ncfloodmaps.com,or contact the FEMA Map Service Center at 1-800-358-9616 for websnes:
also provides instructions for determining a floodway using non-encroachment widths for flooding information on all related products associated with this FIRM. The FEMA Map Service Center '•II State of North Carolina
www,ncfloodmaps.com sources studied by limited detailed methods may also be reached by Fax at 1-800-358-9620 and its website at http://www.msc fema.gov. NC Division of Emergency Management National Flood Insurance Program
[phone] http:nwww.nurme°nntrol.nmmnp 1-800-838A620 httpWwww.fema.00vlbusiness'nflN ` 'r _Federal Emergency Management Agency J

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Fulfilled Projects. Fulfilling Mission. TOWN OF SPENCER, +/-32.85 ACRES
PROJECT NO.22008 NORTH CAROLINA REFERENCE:NWI WETLANDS SURVEY

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PROJECT NO.22008 NORTH CAROLINA REFERENCE:USGS US GEOLOGICAL SURVEY
SALISBURY QUADRANGLE

C-SWPPP
Fulfilled Engineering LLC
APPENDIX B: INSPECTION LOG AND REPORTS
F16

C-SWPPP
Fulfilled Pnnineering LLC
SWPPP Inspection Log
Name of Construction Site Location of Construction Site
Date of Inspection Inspector Name Does Inspection Report require
maintenance of installed BMPs?
❑ Yes Pi No
❑ Yes ❑ No
❑Yes No
❑Yes flNo
❑Yes No
❑Yes ❑ No
Yes ❑ No
❑Yes ❑ No
❑Yes ❑ No
❑Yes ❑ No
❑Yes ❑ No
II17

C-SWPPP
Fulfiller Pnnineering LLC
SWPPP Inspection Log (Continued
Date of Inspection Inspector Name Does Inspection Report require
maintenance of installed BMPs?
❑Yes ❑ No
Yes No
❑ Yes Pi No
Yes No
Yes No
❑ Yes ❑ No
Yes ❑ No
❑ Yes ❑ No
Yes ❑ No
❑ Yes ❑ No
❑ Yes ❑ No
Yes ❑ No
18

C-SWPPP
Fulfilled Engineering LLC
APPENDIX C: RAINFALL LOG AND REPORTS
F19

C-SW PPP
Fulfilled Engineering LLC
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F20

C-SW PPP
Fulfilled Engineering LLC
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F21

C-SWPPP
Fulfilled Engineering LLC
APPENDIX D: ADDITIONAL SITE LOGS AND RECORDS
II22

C-SWPPP
Fulfilled Engineering LLC
SWPPP Pre-Construction Con fence Attendj,nce Loa-
Date &Time Description/Outline and Name of the Presenter of SWPPP and Site Requirements
Name Company Signature
II23

C-SWPPP
Fulfilled Engineering LLC
SWPPP Pre-Construction Con er nice Attendance Log ed)
Name Company Signature
II24

C-SWPPP
Fulfilled Engineering LLC
SWPPP Contractor & Sub-Contractor Log
Name of Construction Site Location of Construction Site
Company/Individual Name Work Responsibilities
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:
r■ 25

C-SWPPP
Fulfilled Engineering LLC
SWPPP Contractor & Sub-Contractor Log (Continue-
di-ll.)
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:
F26

C-SWPPP
Fulfilled Engineering LLC
SWPPP Modification Log I
Name of Construction Site Location of Construction Site
Description of Mo Location of
ks
Modification
n Major n Minor
Start Date:
Completion Date:
Reason for Approved/Implemented
Modifications: By:
m. ii Location of
ype of Modification Description of Modification Modification
Major Minor
Start Date:
Completion Date:
Reason for Approved/Implemented
Modifications: By:
Type of Modification Description of Modification Location of
Modification
n Major ❑ Minor
Start Date:
Completion Date:
Reason for Approved/Implemented
Modifications: By:
Type of Modification Description of Modification Location of
i 1 Modification
❑ Major Minor
Start Date:
Completion Date:
Reason for Approved/Implemented
Modifications: By:
L — Location of
Modification
n Major ❑ Minor
Start Date:
Completion Date:
Reason for Approved/Implemented
Modifications: By:
111.1.
F27

C-SWPPP
Fulfilled Ernineering LLC
SWPPP Modification Log (Continued) —M-
Name of Construction Site Location of Construction Site
Description of Mod Location of
Modification
n Major n Minor
Start Date:
Completion Date:
Reason for Approved/Implemented
Modifications: By:
imi ii Location of
ype o ' (3.1 ication= Description of Modification Modification
Major Minor
Start Date:
Completion Date:
Reason for Approved/Implemented
Modifications: By:
Type of Modification Description of Modification Location of
Modification
n Major ❑ Minor
Start Date:
Completion Date:
Reason for Approved/Implemented
Modifications: By:
ype of Modification � ii Description of Modification Location of
Modification
❑ Major Minor
Start Date:
Completion Date:
Reason for Approved/Implemented
Modifications: By:
L — Location of
Modification
n Major ❑ Minor
Start Date:
Completion Date:
Reason for Approved/Implemented
Modifications: By:
F28

C-SWPPP
Fulfiller Pnnineering LLC
SWPPP Soil Stabilization Log -7=
Name of Construction Site Location of Construction Site
Type of Stabilization Description of Stabilization Location of
Stabilization
❑ Final ❑ Temporary
Initiate Date:
Completion Date:
Additional
work proposed for Inspection Frequency
this area: for Stabilized Area:
ype of Stabilization b. Description of Stabilization Location of
Stabilization
Final ❑ Temporary
Initiate Date:
Completion Date:
Additional Inspection Frequency
work proposed for for Stabilized Area:
this area:
Type of Stabilization Description of Stabilization Location of
Stabilization
❑ Final ❑ Temporary
Initiate Date:
Com•letion Date:
Additional Inspection Frequency
work proposed for for Stabilized Area:
this area:
Type of Stabilization 11 Description of Stabilization Location of
Stabilization
❑ Final ❑ Temporary
Initiate Date:
Completion Date:
Additional
work proposed for Inspection Frequency
this area: for Stabilized Area:
ype of Stabilization b. Description of Stabilization Location of
Stabilization
Final ❑ Temporary
Initiate Date:
Completion Date:
Additional Inspection Frequency
work proposed for for Stabilized Area:
this area:
r■ 29

C-SWPPP
Fulfilled Ernineering LLC
SWPPP Modification Log (Continued)
Name of Construction Site Location of Construction Site
Type of Stabilization Description of Stabilization Location of
Stabilization
❑ Final ❑ Temporary
Initiate Date:
Completion Date:
Additional
work proposed for Inspection Frequency
this area: for Stabilized Area:
ype of Stabilization b. Description of Stabilization Location of
Stabilization
Final ❑ Temporary
Initiate Date:
Completion Date:
Additional Inspection Frequency
work proposed for for Stabilized Area:
this area:
Type of Stabilization Description of Stabilization Location of
Stabilization
❑ Final ❑ Temporary
Initiate Date:
Com•letion Date:
Additional Inspection Frequency
work proposed for for Stabilized Area:
this area:
Type of Stabilization 11 Description of Stabilization Location of
Stabilization
❑ Final ❑ Temporary
Initiate Date:
Completion Date:
Additional
work proposed for Inspection Frequency
this area: for Stabilized Area:
ype of Stabilization b. Description of Stabilization Location of
Stabilization
Final ❑ Temporary
Initiate Date:
Completion Date:
Additional Inspection Frequency
work proposed for for Stabilized Area:
this area:
r■ 30

C-SWPPP
Fulfilled Engineering LLC
APPENDIX E: CONSTRUCTION GENERAL PERMITS NCG000000
A copy of the NPDES MS4 Permit for Storm water Discharges from Construction Activities
(NCG000000) can be found at the following address:
https://deg.nc.gov/about/divisions/energy-mineral-and-land-resources/storm water/stormwater-
program/npd es-construction-program
F31

C-SWPPP
Fulfilled Engineering LLC
APPENDIX F: COPY OF NOI AND NPDES APPROVAL
F32

o %!O WA4r \'
a OGS\`
Sahsbury I l
1--I c. /,
.. .V 1
iAlk 12
February 23rd, 2024
Mr. Mandip Kaur
AGS Salisbury,LLC
12051 Retail Dr.
Wake Forest, NC 27587
RE: APPROVAL LETTER—EROSION CONTROL PLAN(EC24.004)
PROJECT NAME: TA Truck Stop Site Improvements—EC24.004
LOCATION: 1007 Long Ferry Rd., SW of Lon Ferry and Montclair Dr. intersection
TOTAL DISTURBED ACRES: 24.4' p'r'J,
LATITUDE: 35°41'45"
LONGITUDE: -80°24' 22"
Dear Mr. Kaur:
This office has reviewed the subject erosion and sedimentation control plan. We find the revised
plan submitted on February 23`d, 2024 to be acceptable and hereby issue this Letter of Approval and the
following comments:
1. A pre-construction conference is required for this project. Contact this office at least
48 hours in advance.
2. This approval does not authorize off-site land-disturbing activity (borrow or spoil)
associated with this project.
3. This approval does not supercede nor negate the need for any applicable development
permits or approvals including (ie: planning, subdivision, floodplain,DOT, etc.).
Please be advised that Section 18-52 b. of the Rowan County Soil Erosion & Sedimentation
Ordinance (RCSESO) states that a copy of the approved Erosion Control Plan be on file at the job site.
Also, you should consider this letter as giving the Notice required by G.S. 113A-61(d)& Section 18.53 a.
of that same ordinance specifying our right of periodic inspection to ensure compliance with the approved
plan. This plan approval shall expire two (2) years following the date of approval if no land-disturbing
activity has been undertaken, as is required by Title 15A NCAC 4B.0129.

Letter of Approval
Mr.Mandip Kaur
February 23'd,2024
Page 2
Based on rules established by the North Carolina Department of Environmental Management
Land Resources (DEMLR) as of April 1, 2019, all new construction activities are required to complete
and submit an electronic Notice of Intent (NOI) form requesting a Certificate of Coverage (COC) under
the NCG010000 Construction Stormwater General Permit. This form MUST be submitted prior to the
commencement of any land disturbing activity on the above mentioned project. The NOI form may be
accessed at deq.nc.gov/NCG01. Please direct questions about the NOI form to Paul Clark at
Paul.clark(u,ncdenr.gov. After you submit a complete and correct NOI form, a COC will be emailed to
you within three business days. A $120 fee will be charged annually. This fee is to be sent to the
DEMLR Stormwater Central Office staff in Raleigh.
Rowan County's Sedimentation Pollution Control Program is performance oriented, requiring
protection of the natural resources and adjoining properties. If, following the commencement of this
project, it is determined that the erosion and sedimentation control plan is inadequate to meet the
requirements of the Sedimentation Pollution Act of 1973 (North Carolina General Statute 113A-51 thru
66), which are set forth in the local ordinance, this office may require revisions to the plan and
implementation of the revisions to ensure compliance with the Act.
Acceptance and approval of this plan is conditioned upon your compliance with Federal and State
water quality laws,regulations,and rules pursuant to G.S. 113A-61(bl).
Please note that this approval is based in part on the accuracy of the information provided in the
Financial Responsibility Form which you have provided. You are requested to file an amended form if
there is any change in the information included on the form.
Your cooperation is appreciated,and we look forward to working with you on this project.
Sincerely,
Josh Canup,CPESC
Environmental Compliance Specialist
ec: Steve Blount—Town of Spencer; Dustin B.Johnson—PE, Evan Lusk—PE

C-SWPPP
Fulfilled Engineering LLC
APPENDIX G: STORM DRAINAGE CALCULATIONS REPORT
F33

ue
ENGINsEERING
SITE IMPROVEMENTS FOR
TA TRUCK STOP
in Town of Spencer, North Carolina
STORM DRAINAGE CALCULATIONS
Fulfilled Engineering LLC AGS Salisbury, LLC
840 Meeting Street, Suite B2 I West Columbia, SC 29169 12051 Retail Drive
P.O. Box 2088 I Lexington, SC 29071 Wake Forest, NC 27587
fulfilledengineering.com
North Carolina Firm No. P-2577
March 1, 2024
FE No. 22008

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ENGINEERING
SITE IMPROVEMENTS FOR
TA TRUCK STOP
In Town of Spencer, North Carolina
STORM DRAINAGE CALCULATIONS
Fulfilled Engineering LLC AGS Salisbury, LLC
840 Meeting Street, Suite B2 I West Columbia, SC 29169 12051 Retail Drive
P.O. Box 2088 I Lexington, SC 29071 Wake Forest, NC 27587
fulfilledengineering.com
North Carolina Firm No. P-2577
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March 1, 2024 = 52064
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Storm Drainage Calculations
Fulfilled Engineering LLC
TABLE OF CONTENTS
1.0 INTRODUCTION 3
Objective 3
Methodology 3
2.0 PROJECT MAPPING 3
3.0 PRE-DEVELOPMENT CONDITIONS 4
Soil Conditions 4
Vegetation 4
Watersheds 4
4.0 POST-DEVELOPMENT CONDITIONS 5
General System 5
Soil Conditions 5
Vegetation 5
Watersheds 5
5.0 SUMMARY OF RESULTS 6
6.0 CONCLUSIONS 7
APPENDIX A: PROJECT MAPPING 8
APPENDIX B: PRE-DEVELOPMENT 9
APPENDIX C: POST-DEVELOPMENT 13
APPENDIX D: WATER QUALITY 17
APPENDIX E: DURING CONSTRUCTION 20
APPENDIX G: PIPE-SIZING CALCULATIONS 24
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Appendix A PROJECT MAPPING
Location Map
Aerial Map
Soils Map
FEMA Flood Map
NWI Map
Topographic Map
Appendix B PRE-DEVELOPMENT
Pre-Development Watershed Map
Pre-Development Node Diagram
Pre-Development Calculations
Appendix C POST-DEVELOPMENT
Post-Development Watershed Map
Post-Development Node Diagram
Post-Development Calculations
Appendix D WATER QUALITY
Water Quality Treatment Calculations (with Forebay Sizing)
Total Nitrogen Export Computations
Appendix E DURING CONSTRUCTION
Sediment Calculations
Skimmer Sizing Calculations
Appendix F PIPE-SIZING CALCULATIONS
Pipe-Sizing Watershed Map
Pipe-Sizing Node Diagram
Pipe-Sizing Calculations (10-Year Design Storm)
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1.0 INTRODUCTION
AGS Salisbury, LLC is proposing a TA Truck Stop on an approximately 32.99-acre property that will have
approximately 25.1-acres of disturbance as part of the proposed improvements. The proposed TA Truck
Stop is currently proposed to have a 20,000-SF C-Store, an 11,100-SF tractor trailer maintenance building,
car pumps,truck pumps, 81 regular parking spaces, and 196 tractor trailer spaces.A detailed construction
sequence has been included in the construction drawings. The site currently consists of vacant existing
residential homes, existing woods and grass in fair condition and existing tributaries. Most of the parcel's
topography generally slopes from the northwest to the southeast draining to an existing perennial stream
towards the southeastern portion of the property.
The project site is located at the intersection of Long Ferry Road and Montclair Drive in the Town of
Spencer, Rowan County, North Carolina; see the Site Location Map and Aerial Map in Appendix A.
Ob'ective
This report summarizes the hydrologic and hydraulic analyses performed by Fulfilled Engineering for the
referenced Project Site. The objectives of this report are to demonstrate that adequate drainage
infrastructure and Best Management Practices (BMP's) have been proposed to minimize negative
downstream impacts and off-site sedimentation.
Methodology
The NRCS (SCS) Unit Hydrograph method was utilized for the overall design methodology. Autodesk
Storm and Sanitary Analysis 2022 was used to model rainfall events, and route hydrographs through
storm drainage systems and proposed detention facilities. SCS 24-hour Type II rainfall events with a 0.1-
hour time increment were utilized to determine Pre-and Post-Development peak runoff rates. The design
storm events were based on rainfall amounts for Rowan County, North Carolina. Procedures found in
Technical Release 55 (TR-55) were used for the estimation of runoff and peak discharge rates.
2.0 PROJECT MAPPING
The Project Maps prepared for this Project include the Site Location Map, Aerial Map, USGS Map, Soils
Map, FEMA Flood Insurance Map and NWA Wetlands Map. Detailed soils information can be found
in section 3.1. The FEMA Map illustrates that the Project Site is located in unshaded Zone X, areas
determined to be outside of the 0.2% annual chance floodplain. Based on a review of the jurisdictional
determination, there are approximately 0.081-acres of wetlands, approximately 286-LF of intermittent
streams and approximately 557-LF of a perennial stream located on the project site.
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Storm Drainage Calculations
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3.0 PRE-DEVELOPMENT CONDITIONS
Soil Conditions
The Soil Map illustrates the soils located on the Project Site. Table 3.1 summarizes the soils present on
the Site and provides their HSG designation.
Table 3.1: Project Site Soils
Name Acronym HSG
Cecil sandy clay loam CeB2 B
Cecil sandy clay loam CeC2 C
Cecil-Urban land complex CfB B
Vance sandy clay loam VnB2 C
Rion-Wedowee complex RnC C
Mecklenburg clay loam MeB2 C
Mecklenburg clay loam MeC2 C
Ve.etation
On-site vegetation consists of woods and grass in fair condition, existing tributaries and impervious areas
from existing roads and rooftops.
Watersheds
The Pre-Development Watershed Map is available in Appendix B. The following describes the
identified watersheds.
PRE-101: Pre-Development Watershed PRE-101 drains from high points north and northwest of the
subject property towards the southeastern direction towards an area associated with an existing perennial
stream, ultimately discharging to an area designated as Outfall 1.
PRE-201: Pre-Development Watershed PRE-201 drains from a high point within the property towards
the westernmost portion of the property. Stormwater from this watershed ultimately discharges offsite
to an area designated as Outfall 2.
PRE-301: Pre-Development Watershed PRE-301 drains from a high point within the property and flows
toward the southwestern corner of the subject property. Stormwater from this watershed ultimately
discharges offsite to an area designated as Outfall 3 southwest of the subject property.
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Storm Drainage Calculations
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4.0 POST-DEVELOPMENT CONDITIONS
General S stem
The proposed stormwater management system will consist of swales, piping, and an on-site retention
pond. The proposed retention pond will be utilized as a temporary sediment basin during construction
and will be converted to it's permanent configuration upon final stabilization.
The Site stormwater drainage plan was evaluated based on regulatory requirements including:
• Design Storm Event: 10-year, 24-hour storm event
• Water Quality Volume: Sized to treat 1-inch of rainfall runoff from the Site's contributing areas.
• Total Nitrogen Export: Goal to achieve a 30 % nitrogen reduction from each controllable and
quantifiable source of nitrogen in the basin.
Soil Conditions
Soil conditions remain unchanged from pre-development conditions.
Ve.etation
On-site vegetation consists of existing woods and grass in fair condition, existing tributaries, impervious
area from existing roads and rooftops, new good grassing and impervious areas associated with new
roads, rooftops and parking areas.
Watersheds
The Post-Development Watershed Map is available in Appendix C. The following describes the
identified watersheds.
POST-101: Post-Development Watershed POST-101 drains from high points north and northwest of the
subject property towards the southeastern direction towards an area associated with an existing perennial
stream, ultimately discharging to an area designated as Outfall 1.
POST-102: Post-Development Watershed POST-102 drains from the proposed improvements on
the subject property in the eastern and southeastern direction and is directed to the proposed
retention pond by proposed storm drainage infrastructure. It discharges towards the southeasternmost
corner of the subject property, flowing to an area designated as Outfall 1.
POST-201: Post-Development Watershed POST-201 drains from a high point within the property towards
the westernmost portion of the property. Stormwater from this watershed ultimately discharges offsite
to an area designated as Outfall 2.
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Storm Drainage Calculations
Fulfilled Engineering LLC
POST-301: Post-Development Watershed WS-201 drains from a high point within the property and flows
toward the southwestern corner of the subject property. Stormwater from this watershed ultimately
discharges offsite to an area designated as Outfall 3 southwest of the subject property.
5.0 SUMMARY OF RESULTS
The following tables display the results for Site's analysis.
Table 5.1: Pre/Post-Development Peak Flowrate Summary (Outfall 1)
OUTFALL 1
Storm Event Pre-Dev Peak I Post-Dev Peak
Flow (cfs) Flow (cfs)
2-year, 24-hour 33.97 27.28
10-year, 24-hour 78.43 70.89
25-year, 24-hour I 106.55 99.98
100-year, 24-hour 146.07 l 138.46
Table 5.2: Pre/Post-Development Peak Flowrate Summary (Outfall 2)
OUTFALL 2
Storm Event Pre-Dev Peak Post-Dev Peak
Flow (cfs) I Flow (cfs)
2-year, 24-hour 0.52 0.12
10-year, 24-hour I 1.28 0.30
25-year, 24-hour I 1.79 0.41
100-year, 24-hour 2.51 0.56
Table 5.3: Pre/Post-Development Peak Flowrate Summary (Outfall 3)
OUTFALL 3
Storm Event Pre-Dev Peak ' Post-Dev Peak
Flow (cfs) I Flow (cfs)
2-year, 24-hour I 8.36 8.24
10-year, 24-hour 16.25 16.10
25-year, 24-hour I 20.94 20.79
100-year, 24-hour I 27.37 27.15
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Storm Drainage Calculations
Fulfilled Engineering LLC
Table 5.4: Stormwater Pond Performance
WET-POND (Top of Dam: 679.00, Weir: 677.00, Em. Spillway: 677.60)
Storm Event Water Surface Freeboard
Elevation (ft) (ft)
2-year, 24-hour I 675.19 3.81
10-year, 24-hour I 676.38 2.62
...........................................................................................................:.................................................................................................:.......................................................................................................
25-year, 24-hour I 676.96 2.04
100-year, 24-hour 677.76 1.24
Table 5.5: Sediment Calculations
Basin # Skimmer Size (in)
WET-POND 6"
6.0 CONCLUSIONS
Based on a review of the results associated with the Pre-Development/Post-Development storm
drainage calculations, this project will result in the reduction of the peak flow rate from stormwater
runoff for all applicable storm events.
F7

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APPENDIX A: PROJECT MAPPING
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PROJECT NO.22008 NORTH CAROLINA REFERENCE:GOOGLE MAPS

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PROJECT NO.22008 NORTH CAROLINA REFERENCE:GOOGLE MAPS

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PROJECT NO.22008 NORTH CAROLINA REFERENCE:USGS US GEOLOGICAL SURVEY
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PROJECT NO.22008 NORTH CAROLINA REFERENCE: NRCS WEB SOIL SURVEY i

Rowan County Davidson
STATE OF NORTH CAROLINA FIRM PANEL LOCATOR DIAGRAM 1 sa0o0o FEET GRANTS CREEK
Unincorporated Areas -, JOINS PANEL 5782 °23,aa, Unincorporated�3 Areas LEGEND
i fo`�Nam-— 55 9o•24'so' 554mn^^ eo•24'bo 555 1 587 roo FEET 9o°23'da' 1 580000 FEET SPECIAL FLOOD HAZARD AREAS (SFHAs) SUBJECT TO
1 720 ooa FEET .,,, no aoo FEET INUNDATION BY THE 1%ANNUAL CHANCE FLOOD EVENT
I
- 'L fr The 1%annual chance flood(100-year flood),also known as the base flood,Is the flood that
39530m" 6, i .,¢ �, ZONE X çNOUNT
DAME �
ZONE A No Base N CO fVT TY ZONE AE BaseFlood oCievaldons de ermineevation d.
/ ZON E AE k 20NE AH Flood depths of 1 m 3(eat(usualN areas of ponding);Base Flootl Elevations
IREpELL r `.c _ DA IDSON '�k
VI determined.
/ Y� -!/ ZONE AO Flood depths of 1 to 3 feet(usually sheet Flow on sloping errs n);average
depths determined. For areas of alluvial fan flooding,velocities also
�•ao n a ¢ determined.
z.°W/�{! iii •
^ ZONE AR Special Flood Hazard Area formerly protected from me 1%annual chance
�A �A�� I °ks mrc N en rO� Flood by a flood control system that was subsequently decertified. Zone AR
!N CHU'3A.=e 'f indicates that the former flood control system Is being restored to provide
s'l 3534633 — r", .,,'63� ry, protection from me l%annual chance or greater flood.
okt1 Rn \v._. �� 1 \% cn`,^ 09 •flow ZONE A99 Areas m be protected from 1%annual chance flood by a Federal Flood
^"' S'` _ no4� '„a protection system under construction;no Base Flood Elevations determined.
\`FLOODING EFFECTS FROM ///�'// \ sF44 ZONE VE Coastal Flood cone with velocity hazard(wave action);Base Flood Elevations
> ROCK determined.
I �0 �( aDKw RIVER ^
1 ��� ��R I°. /AKE •,•, FLOODWAY AREAS IN ZONE AE
ZONE•AE• •
__ ��i ( The Floodway Is the channel of a stream plus any adjacent floodplain areas that must be kept
-L^ ! -r-�-—1 1.____ J r��_.__- _ "� free of encroachment so that the 1%annual chance Flood can be carried without substantial
.'1),,,,,,,, - of increases In flood heights.
1 M TGOMERV 0\ I1(11 9
MECKLENBURG CABARRUS - -/ - `\ I '.\ll':lll'I I Illll I.1 Jurisdiction ((ice \ •••••• OTHER FLOOD AREAS
r / STANLV 37U2I o ZONE X '�`t J� 6�'.. ZONE AE •
ZONE X Areas of 0.20o annual chance food;areas of 1%annual chance flood with
�\ / — ) /00 average depths of less than 1 foot or with drainage areas less than 1 square
• \. rQ mile;and areas protected by levees from 1%annual chance flood.
DATUM INFORMATION �t/„P 1 -- -- 717500FEET OTHER AREAS
'lz ZONE X Areas determinetl to be outsltle the 0 2%errual chance flootlplaln.
The projection used in the preparation of the map was the North Caroline State �O s / �. re*�� 'a ZONED Areas in whkh flood haoends are undeterm netl,but lwssible.
Plane(GRS80 NE 3200).The horizontal datum was the North American Datum of o�'. e
GRS80 ellipsoid. Differences in datum, ellipsoid, projection, or Universal / F 158 K N COASTAL BARRIER RESOURCES SYSTEM(CBRS)AREAS
Transverse Mercator zones used in the production of FIRMS for adjacent FA0025 's
jurisdictions may result in slight positional differences in map features across I\,-\
jurisdictional boundaries. These differences do not affect the accuracy of this 0 / �Y - ' N* ® b OTHERWISE PROTECTED AREAS(°PAS)
FIRM.All coordinates on this map are in U.S.Survey Feet,where ""�- '' CBRS areas and OPAs are normally located within or adjacent to Special Hood Hazard Areas.
1 U.S.Survey Foot=1200/3937 Meters. / / - ,0
- R ` ZONE X Pk annual chance floodplain boundary
Flood elevations on this map are referenced to the North American Vertical v�' ill 0.2%annual chance floodplaln boundary
Datum of 1988(NAND 88).These flood elevations must be compared to structure y y,.
and ground elevations referenced to the same vertical datum An average offset ,�". ., . , ':., • I I-. '-^ ZONE AE FLOODING EFFECTS FROM ZONE AE Floodway boundary
39J2"
between NAVD 88 and the National Geodetic Vertical Datum of 1929(NGVD 29) .S•' (EL 636i VADKIN RIVER (et.636) Zone DbouMery
has been computed for each North Carolina county.This offset was then applied \-0 . �� �_� CBRS and OPA boundary
to the NGVD 29 food elevations that were not revised during the creation of this • - a 3952
statewide format FIRM.The offsets for each county shown on this FIRM panel are �V� 'Il,t7y\'IIil t'OLlntly ° ( .,,,, \ Boundary dividing Special Flood Hazard Area Zones and boundary
shown in the vertical datum offset table below.Where a county boundary and a Q- 0* I I 1 l l lli:trl'poriitetl Alt=,s -.f. • 1 3J "z``Cz'4, Elevations,
Special Ha Areas different Base Flood
floodingsource with unrevised NGVD 29 flood elevations are coincident, an •Q- O ' " .,-' !' -' - ��—Elevations,flood depths or Flood velocities.
or
0 3701�1 " "t .. ZONE AE
individual offset has been calculated and applied during the creation of this O ' RV 617 1 -��513^^^^ Base Flood Elevation ne and value;elevation In feet*
statewide format FIRM. See Section 6.1 of the accompanying Flood Insurance / <7 Q FA0024
5 H , r� Base Flood Elevation value where uniform within zone;elevation in
Study report to obtain further information on the conversion of elevations hQ 6 / SP (EL 987) feet*
between NAVD 88 and NGVD 29.To obtain current elevation,description,and/or F
location information for bench marks shown on this ma O *Referenced to the North American Vertical Datum of 1988
p, please contact the
2 S
North Carolina Geodetic Survey Branch
the address shown below. You may also o5`azaa �O �'/ _ h Cross secdan line
contact the Information Services Branch of the National Geodetic Survey at(301) %O 2 ti f .
713.3242 or visit its website at hllo/Avww rigs nose goy / 2 O �.. • zs 2s hansec[Ilne
k U a ,n - n T "• m Geogrephk ccominates referenced to the North American Datum of
North Carolina Geodetic Survey County Average Vertical Datum Offset Table O 2 y*. J an ones sx•2xoo 1983(NAD 83)
121 West Jones Street County Vertical Datum°Rustle) _ 2 Q '+�pT
Raleigh,NC 27601 DAVIDSON -0.74 —�- •
/ y ,�1 � 630�J 4275... 1000-meter Universal Transverse Mercator grid ticks,zone 17
[phone] ROWAN -ore / v` ` ], O G; _ �,,aa�, {$� W.... a,,�4 m 2500-foot grid values:North Carolina State Plane coordinate system
http://www.ncgs.state.nc.us Z O Sjp, "Yt `7 J 1 FEET (F1p5ZDNE 3200,State Plane MAD 83 feet)
'`F // 'Ibtyn illSpencer "'k`�
Z 'y' SA biS-.-,Le rrifi&e. / \ /_ aarroA4t"e.9 Z 1 Z North Carolina Geodetic Survey bench mark(for more Information
a o j �/ OT 16 y a BM5510X visit htm//www ncos aK..lrc.ts)
Example:NAND 00=NGVD 2B+(-0.74) d 4, Ad
"p 1. : / t National Geodetic Survey bench mark(for more Information visit
,,,1.,-,,, o • '`u" �2 N� - z BM55100 htto://www nos noaa.aov)
All streams listed in the Flood Hazard Data Table below were studied by detailed - / _;
methods using field survey. Other flood hazard date shown on this map y O �I p' f
__ // O(n,,,Z0 c,+ / r''z'6 O NGS-58 GPS 2 5 cm Vertcal Consol Mar or Connractar Establsheed
may s c` ���\___` Ic)ycn of STcnLp R m :-,L',',')',(,-,:-'
BM5510 NCFMP eencn Marl¢) (for ore formasan t
have been derived using either a coastal analysis or limited detailed Rverine 'OR° e - \\ I l,OM1ll OlNp�yCIICe ® lotto.//www nrac,44<.w,s
analysis. More information on the flooding sources studied by these analyses Is -I Ilalerril()il;dl jlllisdiellt)il s/ I'Xtrakcrrltbrlal Atria,ICII OII
contained in the Flood Insurance Study report. . 370216 M 1.5 River Mlle
70216 k •
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A0023 0
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°w oL a I l..lro
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3 / i ' ,ky. ZONEx rl PANEL 5781
'I(11rn OI Cast Sp ncc N� 1Fr �y I�JIJ LAYOUT)
f d a. L (SEE LOCATOR DIAGRAM OR MAP INDEX FOR FIRM PANEL
i,,
` CXUratk liar ial.lUusdictloN "O
Q ;]()�I I 1 A * 020 CONTAINS:
/ r COMMUNITY CID No. PANEL SUFFIX
: - _ \ r ./ isµ p,201
ill , :,3. �.v - S 4EHH , DAVIDSON COUNTY 370307 5781 K
710 000 FEET ' s `.lf_ j 710 000 FEET ���II EAST SPENCER,TOWN OF 370211 5781 K
eo'averr JOINS PANEL 5780 w°24'O0' town of Spencer \BARRIER LN ao seo en°2300 Iltip. ROWAN COUNTY 370351 5781 K
5535.. 1 582 500 FEET 554c5^, p 555°°°"' 5565m^^ Ilnt
1 580 000 FEET Extraterritorial Jurisdiction 1 590 000 FEET SPENCER,TOWN OF 370218 5781 K
370216 1111111
.'le-I
NOTES TO USERS _
rr- r
This sit is for use i r as subject
t the National Flood Insurance Program. It does not Certain areas not in Special Flood Hazard Areas me of re Flo d b good control structures. This n reflects more detailed and up-to-date stream channel configurations than those
MAP REPOSITORY
P 9 9 P Y P Y P P
Refer to listing of Me Repositories on Me index or visit hflp:/Avww.ncflootlmeps.com.
necessarily identify all areas subject to flooding,particularly from local drainage sources of small Refer to Section 4.4"Flood Protection Measures"of the Flood Insurance Study report for shown on the previous FIRM for this jurisdiction. The floodplains and floodways that were g p co p
.46IATs^ v 0ARxOf size. The community map repository should be consulted for possible updated or additional information on flood control structures in this jurisdiction. transferred from the previous FIRM may have been adjusted to conform to these new stream
, .I. 1. l� flood hazard information. channel configurations. As a result,the Flood Profiles and Floodway Data tables in the Flood EFFECTIVE DATE OF FLOOD INSURANCE RATE MAP PANEL
§§ / / .j Base map information and geospatial data used to develop this FIRM were obtained from Insurance Study report(which contains authoritative hydraulic data)may reflect stream channel MARCH 18,2009 p-.-al
3 Y �a„,ff¢. 'I' Cooperating Technical State 410/).
. To obtain more detailetlnformatonn areas where Base Flood Elevations(BFEs)and/orfloodwaye various organzations, including the participating local community(ies), state and federal distances that differ from what is shown on this mapCD
.
�.st:" 1-hv,scooFwnTwc Tccrvry cnL anmrve6 Us have been determined,users are encouraged to consult the Flood Profiles,Floodway Data,Limited agencies,and/or other sources. The primary base for this FIRM is aerial imagery acquired by
e...m.... F 5Nc sf J Detailed Flood Hazard Data,and/or Summaryof Stillwater Elevations tables contained within the Flood Davidson CountyEFFECTIVE DATE(S)OF REVISION(S)TO THIS PANEL Illllla NMloe to Ueer�aap d Map Number shown below tie an be Bused
ove
and Rowan County. The time period of collection for the Davidson imagery is Please refer to the separately printed Map Index for re overview map of the county showing the when piadng p Mars;the Community Number shown above
Insurance Study(FIS)report that accompanies this FIRM. Users should be aware that BFEs shown 2004.The time period of collection for the Rowan imagery is 2005. Information and geospatial layout of map panels,community map repository addresses,and a Listing of Communities table JUNE 18,2009' should be uses on Insurance applications ror the cuhen
on the FIRM represent rounded whole-foot elevations.These BFEs are intended for flood insurance data supplied by the local community(ies)that met FEMA base map specifications were containing National Flood Insurance Program dates for each community as well as a listing of the community.
This digital Flood Insurance Rate Map(FIRM)was produced through a unique rating purposes only and should not be used as the sole source of flood elevation information. considered the preferred source for development of the base map. See geospatial metadata for panels on which each community is located.
Accordingly,flood elevation data presented in the FIS report should be utilized in conjunction with the the associated digital FIRM for additional information about base map preparation. MAP REVISED MAP NUMBER
cooperative partnership between the State of North Carolina and the Federal Il°'"
Emergency Management Agency(FEMA). The State of North Carolina has FIRM for purposes of construction and/or floodplain management. If you have questions about this map,or questions concerning the National Flood Insurance
Base map features shown on this map,such as corporate limits,are based on the most up-to- Program in general,please call 1-877-FEMA MAP(1-877-336-2627)or visit the FEMA JUNE 16,2009 3710578100K
implemented a long term approach of floodplain management to decrease the Boundaries of regulatory floodwaye shown on the FIRM for flooding sources studied by detailed date data available at the time of publication. Changes n the corporate limits may have website at http://www.femeacw.. 'updated flood hazards to reflect seamless statewide mapping r
costs associated with flooding.This is demonstrated by the State's commitment to methods were computed at cross sections and interpolated between cross sections. The(roadways occurred since this map was published.Map users should consult the appropriate community For community map revision history prior to statewide mapping,infer to the Community Map History table located In r 1 a+`'« '"� e�
map floodplain areas at the local level. As a part of this effort,the state of North were based on hydraulic considerations with regard to requirements of the National Flood Insurance official or website to verify current conditions of jurisdictional boundaries and base map features. An accompanying Flood Insurance Study report,Letter of Map Revision(LOMR)or Letter of Map the Flood Insurance study report for this jurisdiction. ® $ (0Pars
Carolina has joined in a Cooperating Technical State agreement with FEMA to Program.Floodway widths and other pertinent floodway data for flooding sources studied by detailed This map may contain roads that were not considered in the hydraulic analysis of streams where Amendment(LOMA)revising portions of this panel,and digital versions of this FIRM may be !oral
3�"°'gg, k
produce and maintain this digital FIRM. methods a well as non-encroachment widths for flooding s studied byIlmitetl detailed no new hydraulic model was created Burin the reduction of this statewide format FIRM. available. Visit the North Carolina Flood plain Mapping Program website et To determine R flood insurance ravaueble in this community,contact vpur remn at
agent,the North Carolina llllll Y' y i
P 9 s o source Y g P a P PP 9 O9 Division of Emergency Management or the National Flood Insurance Prop t the following phone numbers or IM w .o
methods are provided in the Flood Insurance Study(FIS)report for this jurisdiction. The FIS report httoJ/www ncfioodmaps.com,or contact the FEMA Map Service Center at 1-800-358-9616 for websnes: axo s
also provides instructions for determining a flcodwey using non encroachment widths for flooding information on all related products associated with this FIRM. The FEMA Map Service Center State of North Carolina
www.ncfloodmaps.com sources studied by limited detailed methods. may also be reached by Fax at 1-800 358-9620 and its website at http://www.msc Nc Division of Emergency Management National Flood Insurance Program
fema.gov.. [phone] bnoerco Management
1-800-638-6020 hhp//www.fema.gov/business/nfic/ ` ° _Federal Emergency Management Agency J

STATE OF NORTH CAROLINA FIRM PANEL LOCATOR DIAGRAM Town of East Spencer Town of Spencer
1 580 000 FEET Extraterritorial Juni diction Extraterritorial Jurisdiction 1590000FEET LEGEND
•
cc4 v •
°°°°°° JOINS PANEL 5781 55 587500 FEET eo"zsoo ss5 ^' SPECIAL FLOOD HAZARD AREAS (SFHAs) SUBJECT TO
370211 e0°24'3p' 370216 502330 1
�� 710000 FEET 770000 FEET
•II9 INUNDATION BY THE Pk ANNUAL CHANCE FLOOD
1 3950 A V 1 IF Y • ` I,
1IL NON The 1%annual chance flood(100-year flood),also known as the base flood,Is the flood that
I ■■■■■ I� lJ - \ S -~ �I., 3950�" has a 1%chance being waled orexceeded in anygiven year. The Special Flood Hazard
of equaled
"„ Area is the area subject to flooding the 1%annual chance flood. Areas of Spedal Flood
by
■�®■ as°4t 3e t rill C r` � am,° A Hazard include Zones A,AE,AH,A0,AR,A99,V,and VE. The Base Flood Elevation Is the
'Ttotvno�fS once, water-surface elevation of the 1%annual chance flood.
j'1 \ ZONE A No Base Flood Elevddon determined.
orals. ,, \7 ZONE AE Base Flood Elevations determined
:tip \ 7 ,A( p- 20NE AH Flood delHhs of 1 to 3(eat(usualN areas of pending);Base Flood Elevations
IREDELL ®■■��� DA IDSON \ / '1 ^ *fl � determined.
��y1 w r ', ZONE AO Flood depths of 1 to 3 feet(usually sheet flow on sloping terrain);average
�MME PI rn $ Ai •. " depths determined. For areas of alluvial fan flooding,velocities also
ISAINE�MbEIN ■ PORTION OFConn ,a' ��ti` �' • ,t:, '' determined.
,,�{ ■■■■■■■� RU\fall nt,,.,,i� y .i i 1 ZONE AR Special Hood Hazard Area formerly protected from the 1%annual chance
`O� �C l Ininc.()-x1raLLd taut �Z { ?t.
flood by a flood control system that was subsequently decertified. Zone AR
�s�( �A M.......1111.
■■■■■■ ",■� PROPOSED PROJECT I f tor; indicates that the former flood control system Is being restored[o provide
703 I protection from the 1%annual Chance or greater flood.
■ri ■■■PIPU■■■■■L '4w' r ZONE A99 Areas to be protected from 1%annual chance flood by a Federal flood
II11®I.I.I.I.I.I.I.I.I.I.I.II�um BOUNDARY (APPROX.) - '.. ZONE X ZONE X protection system under construction;no Base Flood Elevations determined.
■■■■■■■■■■ . :'O` T .1'":`,ittttx l0\4 n ial Fast ,!; / ZONE VE Coastal food zone with velocity hazard(wave action);Base Flood Elevations
�' \F a tleterminetl.
=..........■-) 2 -1 37021I` �� c�
�■■■■■■■■■■■ �b1. mvom 637" a `CIS .... FLOODWAY AREAS IN ZONE AE
___ ■ sp I(_-- D m •° :; \ ry +t P,• The floodway Is the channel of a stream plus any adjacent floodplain areas that must be kept
✓�����--������O 11 Town of East Spencer N� y Rt\\\;111(OUR,5y, y free of encroachment so that the 1%annual chance flood can be carried without substantial
11 ° I.I.M&ITG MERY EXtraterritorial u, v A I inincorporatCd s b _637•_� Increases In flood heights.
MEc NBU G / ME 1 Jurisdiction m 37(1351 t ,�„ ir / •••'••'• OTHER FLOOD AREAS
CBARR-= Z ZONEX
i 370211 m 4 /
■■ `�� °h_ ZONE X Areas of 0.2%annual chance food;areas of 1%annual chance flood with
A '„°) _ �_ / •'1. average depths of less than 1 foot or with drainage areas less than 1 square
�s j cv / `ti /T j�y� " 0,,,7..,// mile;and areas protected by levees from 1%annual chance flood.
l /QQ • �' F x OTHER AREAS
DATUM INFORMATION 1 I J '/ I/ ( 707500FEET
j ' j° F /// (6`L9 ZONE X Areas determined to be outside the 0 2%annual chance floodplain.
The projection used in the preparation of this map was the North Carolina State .// 4Pe ,""/ \ ZONE AE /// 4 / ______ZONE,,,,X:,,, ZONED Areas in which flood hazards are undetermined,but possible.
Plane(FIPSZONE 3200).The horizontal datum was the North American Datum of ro
1983,GRS80 ellipsoid.Differences n datum,ellipsoid,projection,or Universal ZONE X ��\� COASTAL BARRIER RESOURCES SYSTEM(CBRS)AREAS
Transverse Mercator zones used in the production of FIRMS for adjacent "'
jurisdictions may result in slight positional differences in map features across r e6/ \ -\
jurisdictional boundaries.These differences do not affect the accuracy of this 7 / _ i •1/v\ l OTHERWISE PROTECTED AREAS(OPAS)
FIRM.All coordinates on this map are in U.S.Survey Feet,where �n - '.- / •\ "ZONE AE
1 U S.Survey Foot=1200/3937 Meters. m • j CBRS areas and DPAs are normally located within or adjacent to Special Flood Hazard Areas.
7
Flood elevations on this map are referenced to the North American Vertical 'i I ZONE X/ '85' +'N,�I k j+v� ( 1%annual chance floodplain boundary
5949°w `�� 0.2%annual chance floodplain boundary
Datum of 1988(NAND 88).These flood elevations must be compared to structure 3s°4t'3a' /��� -i
and ground elevations referenced to the same vertical datum.An average offset j k �. Ro an` `fit H ZONE X '� A • - Floodway boundary
between NAND 88 end the National Geodetic Vertical Datum of 1929(NGVD 29) w °' -
has been computed for each North Carolina county.This offset was then appliedAlt / r5," UnInGOrpOr°t d �,'' r w z ZONE X349 lone D boundary
to the NGVD 29 flood elevations that were not revised during the creation of this d y: 7 37l)-3 5 1,I O �j., � � CBRS and OPA boundary
statewide format FIRM.The offsets for each county shown on this FIRM panel are /�� - z O ` u 1. Boundary dividing Special Flood Hazard Area Zones and boundary
shown in the vertical datum offset table below.Where a county boundary and a - w O /• / ,t� I1!-Eleitlh9 Special Flood Hazard Areas of different Base Flood
flooding source with unrevised NGVD 29 flood elevations are coincident,an ZONE X % r a yf v' • Bevat ons,flood depthsor Flood veletasr}.individual offset has been calculated and applied during the creation of this //// ,;/ o • '' / �,' .0 -'.-/ :'- ZONE AE ^^^^513^^^-- Base Flood Elevator ire and value;elevation in feet*
statewide format FIRM.See Section 6.1 of the accompanying Flood Insurance ZONE X _p t e _�
Study report to obtain further information on the conversion of elevations /j. ZONE AE w ,�... 4z7/ EL 987 Base Flood BevdbOn value where uniform within zone;elevation in
between NAVD 88 and NGVD 29.To obtain current elevation description,and/or //. q • ' ` Ell_
I ----' -s*..f ° -•�q bV ( ) fit*
location infortnelion for bench marks shown on this map please contact the / sp z �� '� ��a, \ �f+� 4. *Referenced to die NorthAm¢rhWn VeCroo Datum of 1988
North Carolina Geodetic Survey at the address shown below.You may also /.
'tiff/// •P/S/�' Cross section line
contact the Information Services Branch of the National Geodetic Surveyat 301 •. \' \ f//GH'ROCK LAKE
,.
713-3242,or visit its website at hltgJ/www nos nose gory ( ) ♦ ,erg I ZONE X �/
Ili
�`\ , �I O "Il1 lvY1 E11tit till l:IlCCr oz.) •�®�� 23 83 hansec[Ilne
North Carolina Geodetic SurveyCount Avers Vertical Datum Offset Table 1' X6ra�'CgCI O 111..I ll l'1ti(I ICtIOn - FII .. ri Geograpak caortlinates referenced to the North American Datum of
��qtr,•p�ay / 97°07'30',32°22'30'
Y 9a Town Creek u"�4i"'"4'�" �•+yL' /raj_ "'PPP42754.. 1000-meter Universal Transverse Mercator grid ticks,zone 17
121 West Jones Street County
vemaeho-0vm5ortseunl 7Yrburoryl � �6, `ZONE1� �70211.w
Raleigh,NC 27601 *'° �
[phone] Town Creek ' `� A;1 .� ` 2500imt odd values:North Carolina State Plane coordinate system
tgLg'/Avww, ncgs Slate nc u9 ' --- I 1 477 500 FEET
,
. v 'R -__ " ZONE AE G� : 1.: (FIP520NE 3200,State PWne NAD 83 feet)
646 ./ r- fillia� -J \ I k,_ �,�-_N / „"y � '-."- _. 111A-
\ z BM55 Carolina Geodetic Survey bench mark(for more information
Example:NAvoea=NOV020*(-0.75) „NLHEW,SI +�.,. li- ; C , ,n• t / sy \ �" a 10X visit http//www neoc lseI be.ts)
•."- - 1, rb' �� .+s�'' N National Geodetic Survey bench mark(for more Information visit
�:'• - - r i ' ; ,' BM5510® http.//www nos noaaeov)
All streams listed in the Flood Hazard Data Table below were studied by detailed I t1\F'11 of I,dst SpeneeC• ° .4•. / //V'tr �. / ./�/�O NGS-58 GPS 2 5 cm Vertical Control Marks or Contractor-Established
methods using field survey.Other flood hazard data shown on this map may d' s"��� e, .1 '
have been derived using either a coastal analysis or limited detailed Riverine "' 370_I I _ x• BM5510 NCFMP Bench Marl¢ (for more information visit
SiMkir, .' ` _.:. .. ® bapuwww nmsaare o,s)
analysis.More information on the tdyrflooding sources studied by these analyses is a µ •4 •M1.5 River Mlle
contained in the Flood Insurance Study report. 4
Flootlw ay Vvitlih(feet) m - `\ \
FLOOD HAZARD DATA TABLE eVPoghrOstanceFrom o I /ff ,.• a' 6ti
1%Annual Chance the Center of Stream to -o p T� hr ONION { s _ 0.0 CRANE CREEK
Cross Stream Flood (.._yeao Encroachment Boundary F� l LruNCN ar ,.A v p ,I 11161 ROCK LAKE 6ti1 °
Section Station' Discharge(cfs) water_surface (LooWng Downstream)or q +'^w '
Bevalhon(feet NAND Total Floodw ay Width Rowan County ! _ I fy12,ON an Countyf`aFr' r- r / ' vaoCLeF an.,F LINE
CRANE CREEK Unincorporated Areas -- 1.,arrmoorpor.red Areas (c, �'a
276 27,624 12,860 626.3 499/290 370351 uN gry4Eo o " i 2370441 ;',„1,- • �- /i 6
288 28,624 12,860 - 626.8 1,015/166 oN 6`�
35°40 �f1^1Cq•
A .'. t,l / // ) }•F L.
_301 30,124 9,8)9 627.3 369/718 ro $ I . ��. •
_311 31,124 9,819 628.9 127/278 3�eom , 1 ZONE X 1 ;;°A,,ll i � ^,. / § ZONE X�,
326 32,624 9,819 633.3 493/116 P'i:. . .,. -,a-,-''�7 i- �_ ..7,. '�R ,. - ��,� `1> °m _ 354°3s
333 33,300 9,819 634.1 400/192 n/ ( J� �- ,!/ 3948.0"
351 35,124 9,819 638.1 282/63 �, ZONE AE,- i hp:••�' 638 I Y
366 36,624 9,693 640.6 332/120 /' rule // °,,' `=`
,.sue
/ J`
381 38,124 9,693 643.2 27/446 �k j '- "396 39,624 9,693 646.3 204/168 /` / ZONE AE `/3oT`r,II s`Y
406 40,624 9,693 650.2 252 125 ^1 t ✓/y1�' iit ' * g.,_1,II7,
TOWN CREEK )t �/ '. a \ `,,TT q:3, 3,�0� , • �I�II'Ir..
023 2,300 NA 626.8 765 v.,..o-rrl
057 5,700 NA 632.2 420 //�y _)-`cry;, f N
080 8,000 NA 637.6 375Ilk(' ZONE X/ GRID NORTH
096 9 600 NA 640.8 405 /4-io.
MAP SCALE 1"=b00'11:6,000)
'Feet above mouth > s v \ �r "?`t�'. �� �� �� 1,000
roFaer
647 "' 643 t 1eo 0 1m coo METERS
itillit ,„„ glk.
r 1 ,,
I/
N
a
r
zE
„_II
Rovv all Con,,, *+d N J PANEL 5780J
• �UnmwrpNraU c'IL rcas _ r� l
a3Il /
1 t
650 ZONE ^,' '{ ' ;,. sf
1 �f ' .� " a FIRM
e°:''‘°P
® ] v;y .rlFLOOD INSURANCE RATE MAP
• I.nZONE x +, rolr°.__ I""INORTH CAROLINA
®r
/ n.rl
35° _ R PANEL 5780
'® p r f � (SEE LOCATOR DIAGRAM OR MAP INDEX FOR FIRM PANEL
�f 35°40.00" LAYOUT)
a.,. .;"., a a ,� U CONTAINS'
.'.� -•" ,'� ',h-ram '� .1 ° '',..1
L COMMUNITY CID No. PANEL SUFFIX
R i 1: 0n u L , 0�1'JI °fi,MI
�` iN ( ''�i'.t00 rll
' EAST SPENCER TOWN OF 370211 5780 J
700 000 FEET - 0 - ' '.'• 700 000 FEET ROWAN COUNTY 370351 5760 J
e0°24'30° 80.2,00' JOINS PANEL 5689 90°23'30" e0°29'00' Illll' SPENCER,TOWN OF 370216 578e J
1 580 000 FEET 1 582 500 FEET 554"'^^ 5550ro" 558"'1"590000 FEET Il nr
llllp
NOTES TO USERS _
Ir.- r
This mapis for use in administeringthe National Flood Insurance Program It does notCertain areas not inSpecial Flood Hazard Areas maybeprotected byThis mapreflects more detailed and up-to-date than those MAP REPOSITORY
g flood control structures. p stream channel configurations
necessarily identify all areas subject to flooding,particularly from local drainage sources of small Refer to Section 4.4"Flood Protection Measures"of the Flood Insurance Study report for shown on the previous FIRM for this jurisdiction. The floodplains and floodways that were Refer to listing Of map Repositories on Map Index or visit hap://wvirv.nciloodmaps.com.
CD
y°'sodz^ry, 0 eAa,ye size. The community map repository should be consulted for possible updated or additional information on flood control siruclures in this jurisdiction. transferred from the previous FIRM may have been adjusted to conform to these new stream
.Y' "bj;., .I. ,N(lltlll it,/.i\: l�T flood hazard information. channel configurations. Asa result,the Flood Profiles and Floodway Data tables in the Flood EFFECTIVE DATE OF FLOOD INSURANCE RATE MAP PANEL CD
§§ / ! j J Base map information and geospatial data used to develop this FIRM were obtained from Insurance Study report(which contains authoritative hydraulic data)may reflect stream channel h•-•rl
3 ,e„ ;: I' COO pt l.ItinL I CChniCN1 State y . To obtain more detailetl information n areas where Base Flood Elevations(BFEs)and/or floodwaye various organizations, Including the participating local communhty(ies), state and federal distances that differ from what is shown on this map. JUNE 18,2009CD
�q - mtw,sceoFwnTwG TECHNICAL PARTNER vr� have been determined,users are encouraged to consult the Flood Profiles,Floodway Data,Limited agencies,and/or other sources. The primary base for this FIRM is aerial imagery acquired by
•v...w... `axe sf o Detailed Flood Hazard Data,and/or Summaryf Stillwater Elevations tables contained within the Flood Rowan Count The time period of collection for the i EFFECTIVE DATE(S)OF REVISION(S)TO THIS PANEL Illlllr NMloe to User The Map Number shown below should be used
a y p met is base Information and Please refer to the separately printed Map Index for re overview map of the county showing the wean placing P orders,the Community Number shown above
Insurance Study(FIS)report that accompanies this FIRM. Users should be aware that BFEs shown geospatial data supplied by the local community(ies)that met FEMA base map specrficabons layout of map panels,community map repository addresses,and a Listing of Communities table should be used on insurance applications for the swoon
on the FIRM represent rounded whole-foot elevations.These BFEs are intended for flood insurance were considered the preferred source for development of the base map. See geospatial containing National Flood Insurance Program dales for each community as well as a listing of the community
This digital Flood Insurance Rate Map(FIRM)was produced through a unique rating purposes only and should not be used as the sole source of flood elevation information metadata for the associated digital FIRM for additional information about base map preparation panels on which each community is located.
Accordingly,flood elevation data presented in the FIS report should be utilized in conjunction with the EFFECTIVE DATE MAP NUMBER
cooperative partnership between the State of North Carolina and the Federal II°"
Emergency Management Agency(FEMA). The State of North Carolina has FIRM for purposes of construction and/or floodplain management. Base map features shown on this map,such as corporate limits,are based on the most up-to- If you have questions about this map,or questions concerning the National Flood Insurance
date data available at the time of publication Changes in the corporate limits may have Program in general,please call 1-877-FEMA MAP(1-877-336-2627)or visit the FEMA JUNE 16,2009 3710578000J
implemented a long term approach of floodplain management to decrease the Boundaries of regulatory floodways shown on the FIRM for flooding sources studied by detailed occurred since this map was published.Map users should consult the appropriate community website at http://www.fema.gov.
costs associated with flooding.This is demonstrated by the State's commitment to methods were computed at cross sections and interpolated between cross sections. The floodwys official or website to verify current conditions of jurisdictional boundaries and base map features. r 1 v�r\P,.
ma floodplain areas at the local level. As art of this effort,the state of North For •community map reWsion history prior to natewide mapping.refer to the Community Map History table located In CD 4 «r.n„
P p P re based on hydraulic considerations with regard to requirements of the National Flood Insurance This map may contain roads that were not considered in the hydraulic analysis of streams where An accompanying Flood Insurance Study report,Letter of Map Revision(LOMR)or Letter of Map the Flood Insurance study report for this jurisdiction. g
Carolina has joined in a Cooperating Technical State agreement with FEMA to Program.Floodway widths and other pertinent floodway data for flooding sources studied by detailed no new hydraulic model was created during the production of this statewide format FIRM. Amendment(LOMA)revising portions of this panel,and digital versions of this FIRM may be m eetem,loe s good insurance la available m this community,comes your insurance a ant the North Carolina !oral 3- k
produce and maintain this digital FIRM. methods as well as non-eencroachment widths for floodingsources studied by limited detailed available. Visit the North Carolina Flood lain Mapping Program website ate y g le 11111 "�'. eo, y >
9 P PP 9 09 Division of Emergency Management or the National Flood Insurance Program et the following phone numbers or IllpI
methods are provided in the Flood Insurance Study(FIS)report for this jurisdiction. The FIS report http://www.ncfloodmaps.com,or contact the FEMA Map Service Center at 1-800-358-9616 for websnes:
also provides instructions for determining a floodway using non-encroachment widths for flooding information on all related products associated with this FIRM. The FEMA Map Service Center '•II State of North Carolina
www,ncfloodmaps.com sources studied by limited detailed methods may also be reached by Fax at 1-800-358-9620 and its website at http://www.msc fema.gov. NC Division of Emergency Management National Flood Insurance Program
[phone] http:nwww.nurme°nntrol.nmmnp 1-800-838A620 httpWwww.fema.00vlbusiness'nflN ` 'r _Federal Emergency Management Agency J

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Fulfilled Projects. Fulfilling Mission. TOWN OF SPENCER, +/-32.85 ACRES
PROJECT NO.22008 NORTH CAROLINA REFERENCE:NWI WETLANDS SURVEY

Storm Drainage Calculations
Fulfilled Engineering LLC
APPENDIX B: PRE-DEVELOPMENT
F9

Storm Drainage Calculations
Fulfilled Engineering LLC
Pre-Development Watershed Map
F10

LEGEND: fI
- -zoo EXISTING CONTOUR
7 PROJECT BOUNDARY
0 PRE-DEVELOPMENT WATERSHED AREAS 1 ` , to
J I
war/ • Z
1.71..,'\ ....
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/ PRE-DEVELOPMENT WATERSHEDS
,/ WATERSHED AREA[AC.] HYDR.LENGTH[FT.] SLOPE[%] CURVE NUMBER[CN]
., . PRE-101 65.35 3,377 2.66 69
- . ' - PRE-201 0.73 343 3.00 66
PRE-301 6.61 1,258 4.89 77
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/ DATE:JANUARY 4,2024
SCALE:
,iwitil „...iiiviiforisr-----'
/ °OP I 100 50 0 100 200 300 PROJECT C 1
I I I I I I
NO. OF 3
SCALE IN FEET I� 22008

Storm Drainage Calculations
Fulfilled Engineering LLC
Pre-Development Node Diagram
II11

WrGREW
I
I
I
I
I
I
I
I
OUTFFl1-2
PRE-201
-111
PRE-301
/
r
/
d
/
/
/
OUTFOLL-3
CI
«RFPLL-1
LI
Autodesk Storm and Sanitary Analysis

Storm Drainage Calculations
Fulfilled Engineering LLC
Pre-Development Calculations
• 2-year, 24-hour Storm Event (Reduced)
• 10-year, 24-hour Storm Event
• 25-year, 24-hour Storm Event (Reduced)
• 100-year, 24-hour Storm Event (Reduced)
II12

Project Description
File Name PRE.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
Hydrology Method SCS TR-55
Time of Concentration(TOC)Method SCS TR-55
Link Routing Method Hydrodynamic
Enable Overflow Ponding at Nodes YES
Skip Steady State Analysis Time Periods YES
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent Dry Days 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Time Step 0 00:05:00 days hh:mm:ss
Reporting Time Step 0 00:05:00 days hh:mm:ss
Routing Time Step 5 seconds
Number of Elements
Qty
Rain Gages 1
Subbasins 3
Nodes 5
Junctions 2
Outfalls 3
Flow Diversions 0
Inlets 0
Storage Nodes 0
Links 1
Channels 0
Pipes 1
Pumps 0
Orifices 0
Weirs 0
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
1 1 Time Series 002-YR Cumulative inches North Carolina Rowan 2.00 3.50 SCS Type II 24-hr

Subbasin Summary
SN Subbasin Area Peak Rate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 PRE-101 65.35 484.00 69.49 3.50 0.98 64.04 34.12 0 00:53:16
2 PRE-201 0.73 484.00 66.04 3.50 0.80 0.59 0.53 0 00:22:06
3 PRE-301 6.61 484.00 76.71 3.50 1.41 9.33 8.36 0 00:28:02

Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft2) (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 NULL-1 Junction 0.00 4.00 0.00 4.00 0.00 0.00 0.00 0.00 4.00 0 00:00 0.00 0.00
2 NULL-2 Junction 0.00 4.00 0.00 4.00 0.00 0.00 0.00 0.00 4.00 0 00:00 0.00 0.00
3 OUTFALL-1 Outfall 651.20 33.97 651.20
4 OUTFALL-2 Outfall 716.35 0.52 716.35
5 OUTFALL-3 Outfall 663.20 8.36 663.20

Project Description
File Name PRE.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
Hydrology Method SCS TR-55
Time of Concentration(TOC)Method SCS TR-55
Link Routing Method Hydrodynamic
Enable Overflow Ponding at Nodes YES
Skip Steady State Analysis Time Periods YES
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent Dry Days 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Time Step 0 00:05:00 days hh:mm:ss
Reporting Time Step 0 00:05:00 days hh:mm:ss
Routing Time Step 5 seconds
Number of Elements
Qty
Rain Gages 1
Subbasins 3
Nodes 5
Junctions 2
Outfalls 3
Flow Diversions 0
Inlets 0
Storage Nodes 0
Links 1
Channels 0
Pipes 1
Pumps 0
Orifices 0
Weirs 0
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
1 1 Time Series 010-YR Cumulative inches North Carolina Rowan 10.00 5.10 SCS Type II 24-hr

Subbasin Summary
SN Subbasin Area Peak Rate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 PRE-101 65.35 484.00 69.49 5.10 2.07 135.27 78.68 0 00:53:16
2 PRE-201 0.73 484.00 66.04 5.10 1.80 1.31 1.32 0 00:22:06
3 PRE-301 6.61 484.00 76.71 5.10 2.68 17.72 16.27 0 00:28:02

Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft2) (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 NULL-1 Junction 0.00 4.00 0.00 4.00 0.00 0.00 0.00 0.00 4.00 0 00:00 0.00 0.00
2 NULL-2 Junction 0.00 4.00 0.00 4.00 0.00 0.00 0.00 0.00 4.00 0 00:00 0.00 0.00
3 OUTFALL-1 Outfall 651.20 78.43 651.20
4 OUTFALL-2 Outfall 716.35 1.28 716.35
5 OUTFALL-3 Outfall 663.20 16.25 663.20

Subbasin Hydrology
Subbasin:PRE-101
Input Data
Area(ac) 65.35
Peak Rate Factor 484
Weighted Curve Number 69.49
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
50-75%grass cover,Fair 11.91 B 69
50-75%grass cover,Fair 3.72 C 79
Urban industrial,72%imp 3.88 B 88
Urban industrial,72%imp 1.56 C 91
Woods,Fair 11.55 C 73
Woods,Fair 20.04 B 60
1 acre lots,20%impervious 4.95 B 68
1/2 acre lots,25%impervious 0.58 3 70
Existing Buildings 0.23 3 98
Existing Pond Surface 0.04 B 98
Existing Roadway 1.36 B 98
Woods&grass combination,Fair 5.53 B 65
Composite Area&Weighted CN 65.35 69.49
Time of Concentration
TOC Method:SCS TR-55
Sheet Flow Equation:
Tc=(0.007*((n*Lf)^0.8))/((P^0.5)*(Sf^0.4))
Where:
Tc=Time of Concentration(hr)
n =Manning's roughness
Lf=Flow Length(ft)
P =2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(Sf^0.5)(unpaved surface)
V=20.3282*(Sf^0.5)(paved surface)
V=15.0*(Sf^0.5)(grassed waterway surface)
V=10.0*(Sf^0.5)(nearly bare&untilled surface)
V=9.0*(Sf^0.5)(cultivated straight rows surface)
V=7.0*(Sf^0.5)(short grass pasture surface)
V=5.0*(Sf^0.5)(woodland surface)
V=2.5*(Sf^0.5)(forest w/heavy litter surface)
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(Sf^0.5))/n
R =Aq/Wp
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
R =Hydraulic Radius(ft)
Aq=Flow Area(ft*)
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n =Manning's roughness

Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.4 0 0
Flow Length(ft): 100 0 0
Slope(%): 1 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.06 0 0
Computed Flow Time(min): 27.09 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 810 485 1982
Slope)%): 3.15 2.56 2.56
Surface Type: Grass pasture Paved Unpaved
Velocity(ft/sec): 1.24 3.25 2.58
Computed Flow Time(min): 10.89 2.49 12.8
Total TOC(min) 53.27
Subbasin Runoff Results
Total Rainfall(in) 5.1
Total Runoff(in) 2.07
Peak Runoff(cfs) 78.68
Weighted Curve Number 69.49
Time of Concentration(days hh:mm:ss) 0 00:53:16

Subbasin:PRE-101
Rainfall Intensity Graph
7.5
7_
6.5-
6
5.5
5 -
4.5-
r
c 4
m
c 3.5
0! 3
2.5
2
1.5
1
0.5-� -
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
85
80-
75-
70
65-
60
55
50
43 N -
45
c 40
35-
30
25-
20
15-
10-
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PRE-201
Input Data
Area(ac) 0.73
Peak Rate Factor 484
Weighted Curve Number 66.04
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
50-75%grass cover,Fair 0.49 B 69
Woods,Fair 0.24 B 60
Composite Area&Weighted CN 0.73 66.04
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.4 0 0
Flow Length(ft): 100 0 0
Slope(%): 3 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.1 0 0
Computed Flow Time(min): 17.46 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 243 0 0
Slope(%): 3 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.87 0 0
Computed Flow Time(min): 4.66 0 0
Total TOC(min) 22.11
Subbasin Runoff Results
Total Rainfall(in) 5.1
Total Runoff(in) 1.8
Peak Runoff(cfs) 1.32
Weighted Curve Number 66.04
Time of Concentration(days hh:mm:ss) 0 00:22:07

Subbasin:PRE-201
Rainfall Intensity Graph
7.5
7_
6.5-
6
5.5
5 —
4.5-
r
c 4
m
-c 3.5
0! 3
2.5
2
1.5
1
0.5-� -
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
1.35
1.3-
1.25
1.2
1.15
1.1
1.05
1
0.95
0.9
0.85
0.8
0.75
0.7
00.65
0.6
0.55
0.5
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PRE-301
Input Data
Area(ac) 6.61
Peak Rate Factor 484
Weighted Curve Number 76.71
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
50-75%grass cover,Fair 0.75 B 69
50-75%grass cover,Fair 3.74 C 79
Woods,Fair 0.11 B 60
Woods,Fair 1.75 C 73
Existing Pond Surface 0.26 C 98
Composite Area&Weighted CN 6.61 76.71
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.4 0 0
Flow Length(ft): 100 0 0
Slope(%): 5.48 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.12 0 0
Computed Flow Time(min): 13.72 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 776 157 225
Slope(%): 5.48 0.5 5.68
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 1.17 1.14 3.85
Computed Flow Time(min): 11.05 2.3 0.97
Total TOC(min) 28.04
Subbasin Runoff Results
Total Rainfall(in) 5.1
Total Runoff(in) 2.68
Peak Runoff(cfs) 16.27
Weighted Curve Number 76.71
Time of Concentration(days hh:mm:ss) 0 00:28:02

Subbasin:PRE-301
Rainfall Intensity Graph
7.5
7_
6.5-
6
5.5
5 -
4.5-
r
c 4
m
c 3.5
0! 3
2.5
2
1.5
1
0.5-� -
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
18
17-
16-
15
14
13
12
11-
10-
Uy .
O 9-
C 8-
7-
6
5
4
3
2-
1-
. AIM
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Project Description
File Name PRE.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
Hydrology Method SCS TR-55
Time of Concentration(TOC)Method SCS TR-55
Link Routing Method Hydrodynamic
Enable Overflow Ponding at Nodes YES
Skip Steady State Analysis Time Periods YES
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent Dry Days 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Time Step 0 00:05:00 days hh:mm:ss
Reporting Time Step 0 00:05:00 days hh:mm:ss
Routing Time Step 5 seconds
Number of Elements
Qty
Rain Gages 1
Subbasins 3
Nodes 5
Junctions 2
Outfalls 3
Flow Diversions 0
Inlets 0
Storage Nodes 0
Links 1
Channels 0
Pipes 1
Pumps 0
Orifices 0
Weirs 0
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
1 1 Time Series 025-YR Cumulative inches North Carolina Rowan 25.00 6.00 SCS Type II 24-hr

Subbasin Summary
SN Subbasin Area Peak Rate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 PRE-101 65.35 484.00 69.49 6.00 2.76 180.24 106.68 0 00:53:16
2 PRE-201 0.73 484.00 66.04 6.00 2.44 1.78 1.84 0 00:22:06
3 PRE-301 6.61 484.00 76.71 6.00 3.45 22.80 20.99 0 00:28:02

Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft2) (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 NULL-1 Junction 0.00 4.00 0.00 4.00 0.00 0.00 0.00 0.00 4.00 0 00:00 0.00 0.00
2 NULL-2 Junction 0.00 4.00 0.00 4.00 0.00 0.00 0.00 0.00 4.00 0 00:00 0.00 0.00
3 OUTFALL-1 Outfall 651.20 106.55 651.20
4 OUTFALL-2 Outfall 716.35 1.79 716.35
5 OUTFALL-3 Outfall 663.20 20.94 663.20

Project Description
File Name PRE.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
Hydrology Method SCS TR-55
Time of Concentration(TOC)Method SCS TR-55
Link Routing Method Hydrodynamic
Enable Overflow Ponding at Nodes YES
Skip Steady State Analysis Time Periods YES
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent Dry Days 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Time Step 0 00:05:00 days hh:mm:ss
Reporting Time Step 0 00:05:00 days hh:mm:ss
Routing Time Step 5 seconds
Number of Elements
Qty
Rain Gages 1
Subbasins 3
Nodes 5
Junctions 2
Outfalls 3
Flow Diversions 0
Inlets 0
Storage Nodes 0
Links 1
Channels 0
Pipes 1
Pumps 0
Orifices 0
Weirs 0
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
1 1 Time Series 100-YR Cumulative inches North Carolina Rowan 100.00 7.20 SCS Type II 24-hr

Subbasin Summary
SN Subbasin Area Peak Rate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 PRE-101 65.35 484.00 69.49 7.20 3.73 243.82 146.21 0 00:53:16
2 PRE-201 0.73 484.00 66.04 7.20 3.37 2.46 2.55 0 00:22:06
3 PRE-301 6.61 484.00 76.71 7.20 4.51 29.84 27.39 0 00:28:02

Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft2) (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 NULL-1 Junction 0.00 4.00 0.00 4.00 0.00 0.00 0.00 0.00 4.00 0 00:00 0.00 0.00
2 NULL-2 Junction 0.00 4.00 0.00 4.00 0.00 0.00 0.00 0.00 4.00 0 00:00 0.00 0.00
3 OUTFALL-1 Outfall 651.20 146.07 651.20
4 OUTFALL-2 Outfall 716.35 2.51 716.35
5 OUTFALL-3 Outfall 663.20 27.37 663.20

Storm Drainage Calculations
Fulfilled Engineering LLC
APPENDIX C: POST-DEVELOPMENT
II13

Storm Drainage Calculations
Fulfilled Engineering LLC
Post-Development Watershed Map
II14

LEGEND: ] I J ; \ )
- — —zoo— — EXISTING CONTOUR 1jAi
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/ / I / POST-DEVELOPMENT WATERSHEDS
T %i p 1__— `/ 1 I
��' / / / \�1 ^ / —^—( L
WATERSHED AREA[AC.] HYDR.LENGTH[FT] SLOPE[%] CURVE NUMBER[CN]
/ / p
~/ / ------
/ ` / ` POST-101 44.00 3,377 2.66 70
/ � � \ ^� POST-102 21.96 1,690 3.62 93/' ( ( POST-201 0.1425423666WV/ , �/ POST-301 659 1,258 489 77 ZQJJ � ;V4
( if( a LA o
_______7.________--/ ') L '------,,.__
LA c
/ // Z Y / a
_---/-,-/ ( �j /
MPGNEj`NUR1 \\- -r- / / H
� �- G/ /
(7. ____ ..
DATE:JANUARY 4,2024
,_-__
SCALE:
1 / / , 100 50 0 100 200 300 PROJECT
NO. OF 3
SCALE IN FEET I� 22008

Storm Drainage Calculations
Fulfilled Engineering LLC
Post-Development Node Diagram
II15

�yp=CST
OUIFALL-2
V-L POSrd01
I d
WET-POND
POSf301 WEIR(TOP OF SOX) I
WEIR-1 WEIR- I
L. -0RIF-2'YYO WEIR-2
L• •ILOW-0RIF-
I EYSPILLWAY
js
Ppr25
POND-OUT
OUTFALL3 Pipe-24
OUIFALL-1
Autodesk Storm and Sanitary Analysis

Storm Drainage Calculations
Fulfilled Engineering LLC
Post-Development Calculations
• 2-year, 24-hour Storm Event (Reduced)
• 10-year, 24-hour Storm Event
• 25-year, 24-hour Storm Event (Reduced)
• 100-year, 24-hour Storm Event (Reduced)
II16

Project Description
File Name POST(WETPOND).SPF
Project Options
Flow Units CFS
Elevation Type Elevation
HydrologyMethod SCS TR 55
Time of Concentration('IOC)I'Ethod SCS TR 55
link Routing Ivlthod Hydrodynamic
Enable OwrflowPonding at Nodes YES
Skip Steady State Analysis Time Periods YES
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent DryDays 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Tune Step 0 00:05:00 days hh:mm:ss
Reporting lime Step 0 00:05:00 days hh:mm:ss
Routing Time Step 5 seconds
Number of Elements
ety
Rain Gages 1
Subbasins 4
Nodes 8
Junctions 4
Outfalls 3
Flow Diversions 0
Inlets 0
Storage Nodes 1
Links 12
Channels 1
Pipes 2
Pumps 0
Orifices 4
Wens 5
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
1 1 Time Series 002-YR Cumulative inches North Carolina Rowan 2.00 3.50 SCS Type ll24-hr

Subbasin Summary
SN Subbasin Area PeakRate Weighted Total Total Total Peak lime of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 POST-101 44.00 484.00 70.37 3.50 1.03 45.28 24.48 0 00:53:16
2 POST-102 21.96 484.00 92.72 3.50 2.71 59.45 56.27 0 00:25:19
3 POST-201 0.14 484.00 66.43 3.50 0.82 0.11 0.12 0 00:16:49
4 POST-301 6.59 484.00 76.53 3.50 1.40 9.23 8.27 0 00:28:02

Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak MaxHGL Max Mn Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Hooded Hooded
Elevation Elevation Attained Depth Attained Hooding Volume
Attained Occurrence
(ft) (ft) ($) (ft) (ft') (cfs) (8) (8) (ft) (days hh:mm) (ac-in) (min)
1 NULL1 Junction 0.00 4.00 0.00 4.00 0.00 0.00 0.00 0.00 4.00 0 00:00 0.00 0.00
2 NULL2 Junction 0.00 4.00 0.00 4.00 0.00 0.00 0.00 0.00 4.00 0 00:00 0.00 0.00
3 OS Junction 667.25 679.00 667.25 679.00 0.00 5.51 668.35 0.00 10.65 0 00:00 0.00 0.00
4 POND-OUT Junction 666.00 679.00 666.00 679.00 0.00 5.51 666.12 0.00 12.88 0 00:00 0.00 0.00
5 OUIFALLI Outfall 651.20 27.28 651.32
6 OUTFALL-2 Outfall 716.35 0.12 716.35
7 OUIFALL3 Outfall 663.20 8.24 663.20
8 WET-POND Storage Node 667.25 679.00 671.75 0.00 55.02 675.19 0.00 0.00

Link Summary
SNElement Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity DesignFlow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (m) (cfs) (cfs) (ft/sec) (ft) (min)
1 NULL-PIPE Pipe NULL-1 NULL-2 90901.97 0.00 0.00 0.0000 18.000 0.0150 0.00 0.01 0.00 0.00 0.00 0.00 0.00 Calculated
2 Pipe-25 Pipe OS POND-OUT 93.00 667.25 666.00 1.3400 24.000 0.0130 5.51 26.23 0.21 6.80 0.61 0.30 0.00 Calculated
3 Pipe-24 Channel POND-OUT OUIFALL-1 425.00 666.00 651.20 3.4800 90.000 0.0500 5.51 7358.42 0.00 1.31 0.12 0.02 0.00
4 LOW-ORIF Orifice WET-POND OS 667.25 667.25 11.000 1.43
5 LOW-ORIF-2 Orifice WET-POND OS 667.25 667.25 11.000 1.43
6 LOW-ORIF-3 Orifice WET-POND OS 667.25 667.25 11.000 1.43
7 WQ Orifice WET-POND OS 667.25 667.25 5.000 1.21
8 EM-SPILLWAY Weir WET-POND POND-OUT 667.25 666.00 0.00
9 WEIR(TOP OF BOX) Weir WET-POND OS 667.25 667.25 0.00
10 WEIR-1 Weir WET-POND OS 667.25 667.25 0.00
11 WF7R2 Weir WET-POND OS 667.25 667.25 0.00
12 WEIR3 Weir WET-POND OS 667.25 667.25 0.00

Project Description
File Name POST(WETPOND).SPF
Project Options
Flow Units CFS
Elevation Type Elevation
HydrologyMethod SCS TR 55
Time of Concentration('IOC)I'Ethod SCS TR 55
link Routing Ivlthod Hydrodynamic
Enable OwrflowPonding at Nodes YES
Skip Steady State Analysis Time Periods YES
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent DryDays 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Tune Step 0 00:05:00 days hh:mm:ss
Reporting lime Step 0 00:05:00 days hh:mm:ss
Routing Time Step 5 seconds
Number of Elements
ety
Rain Gages 1
Subbasins 4
Nodes 8
Junctions 4
Outfalls 3
Flow Diversions 0
Inlets 0
Storage Nodes 1
Links 12
Channels 1
Pipes 2
Pumps 0
Orifices 4
Wens 5
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
1 1 Time Series 010-YR Cumulative inches North Carolina Rowan 10.00 5.10 SCS Type ll24-hr

Subbasin Summary
SN Subbasin Area PeakRate Weighted Total Total Total Peak lime of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 POST-101 44.00 484.00 70.37 5.10 2.14 94.20 55.13 0 00:53:16
2 POST-102 21.96 484.00 92.72 5.10 4.27 93.66 86.84 0 00:25:19
3 POST-201 0.14 484.00 66.43 5.10 1.83 0.26 0.30 0 00:16:49
4 POST-301 6.59 484.00 76.53 5.10 2.67 17.56 16.13 0 00:28:02

Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak MaxHGL Max Mn Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Hooded Hooded
Elevation Elevation Attained Depth Attained Hooding Volume
Attained Occurrence
(ft) (ft) ($) (ft) (ft') (cfs) (8) (8) (ft) (days hh:mm) (ac-in) (min)
1 NULL1 Junction 0.00 4.00 0.00 4.00 0.00 0.00 0.00 0.00 4.00 0 00:00 0.00 0.00
2 NULL2 Junction 0.00 4.00 0.00 4.00 0.00 0.00 0.00 0.00 4.00 0 00:00 0.00 0.00
3 OS Junction 667.25 679.00 667.25 679.00 0.00 18.06 671.39 0.00 7.61 0 00:00 0.00 0.00
4 POND-OUT Junction 666.00 679.00 666.00 679.00 0.00 18.06 666.24 0.00 12.76 0 00:00 0.00 0.00
5 OUIFALLI Outfall 651.20 70.89 651.44
6 OUTFALL-2 Outfall 716.35 0.30 716.35
7 OUIFALL3 Outfall 663.20 16.10 663.20
8 WET-POND Storage Node 667.25 679.00 671.75 0.00 84.67 676.38 0.00 0.00

Link Summary
SNElement Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity DesignFlow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)
1 NULL-PIPE Pipe NULL-1 NULL-2 90901.97 0.00 0.00 0.0000 18.000 0.0150 0.00 0.01 0.00 0.00 0.00 0.00 0.00 Calculated
2 Pipe-25 Pipe OS POND-OUT 93.00 667.25 666.00 1.3400 24.000 0.0130 18.06 26.23 0.69 10.00 1.12 0.56 0.00 Calculated
3 Pipe-24 Channel POND-OUT OUIFALL-1 425.00 666.00 651.20 3.4800 90.000 0.0500 18.05 7358.42 0.00 2.08 0.24 0.03 0.00
4 LOW-ORIF Orifice WET-POND OS 667.25 667.25 11.000 3.88
5 LOW-ORIF-2 Orifice WET-POND OS 667.25 667.25 11.000 3.88
6 LOW-ORIF-3 Orifice WET-POND OS 667.25 667.25 11.000 3.88
7 WQ Orifice WET-POND OS 667.25 667.25 5.000 1.41
8 EM-SPILLWAY Weir WET-POND POND-OUT 667.25 666.00 0.00
9 WEIR(TOP OF BOX) Weir WET-POND OS 667.25 667.25 0.00
10 WEIR-1 Weir WET-POND OS 667.25 667.25 1.67
11 WDR2 Weir WET-POND OS 667.25 667.25 1.67
12 WEIR-3 Weir WET-POND OS 667.25 667.25 1.67

Subbas in Hydrology
Subbasin:POST-101
Input Data
Area(ac) 44
Peak Rate Factor 484
Weighted Curve Number 70.37
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
50-75%grass cover,Fair 1.77 B 69
50-75%grasscover,Fair 1.8 C 79
Urban industrial,72%imp 3.88 B 88
Urban industrial,72%imp 1.56 C 91
Woods,Fair 7.76 C 73
Woods,Fair 14.99 B 60
1 acre lots,20%impervious 3.24 B 68
Existing Buildings 0.23 B 98
Existing Roadway 1.36 B 98
Woods&grass combination,Fair 5.17 B 65
Proposed paved parking&roofs 0.2 B 98
>75%grass cover,Good 0.9 B 61
>75%grass cover,Good 0.56 C 74
Proposed Roadway 0.5 B 98
1/2 acre lots,25%impervious 0.08 B 70
Composite Area&Weighted CN 44 70.37
Time ofConcentration
TOC tvithod:SCS TR 55
Sheet Flow Equation:
Tc=(0.007*((n*Li)^0.8))/((P^0.5)*(Sf`0.4))
Where:
Tc=Time of Concentration(hr)
n =Nhnning's roughness
Lf=FlowLength(ft)
P =2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(Sf0.5)(unpaved surface)
V=20.3282*(Sf'0.5)(paved surface)
V=15.0*(Sf`0.5)(grassed waterway surface)
V=10.0*(Sf`0.5)(nearlybare&untilled surface)
V=9.0*(Sf 0.5)(cultivated straight rows surface)
V=7.0*(Sf 0.5)(short grass pasture surface)
V=5.0*(St„0.5)(woodland surface)
V=2.5*(Sf`0.5)(forest w/heavy litter surface)
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(Sf`0.5))/n
R=Aq/Wp
Tc=(If/Vj/(3600sec/hr)
Where:
Tc=Time of Concentration(hr)
If=Flow Length(ft)
R=Hydraulic Radius(ft)
Aq=Flow Area(1F)
Wp=Wetted Perimeter(ft)

V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n=Nhnning's roughness

Subarea Subarea Subarea
Sheet Flow Computations A B C
lvhnning's Roughness: 0.4 0 0
Flow Length(ft): 100 0 0
Slope(%): 1 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.06 0 0
Computed Flow Time(min): 27.09 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 810 485 1982
Slope(%): 3.15 2.56 2.56
Surface Type: Grass pasture Paved Unpaved
Velocity(ft/sec): 1.24 3.25 2.58
Computed Flow lime(min): 10.89 2.49 12.8
Total TOC(min) 53.27
Subbasin RunoffResults
Total Rainfall(in) 5.1
Total Runoff(in) 2.14
Peak Runoff(cfs) 55.13
Weighted Curve Number 70.37
Time of Concentration(days hh:mm:ss) 0 00:53:16

Subbasin:POST-101
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m
• 3
2.5
2
1.5
1
0.5
O 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
58
56
54
52
50
48
46
44
42
40
38
36
_ 34
m 32 —
U
30
0 28
c
• 26
• 24
22
20
18
16
14
12
10
8
6
4
2
O 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:POST-102
Input Data
Area(ac) 21.96
Peak Rate Factor 484
Weighted Curve Number 92.72
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Proposed paved parking&roofs 2.51 C 98
Proposed paved parking&roofs 14.42 B 98
>75%grass cover,Good 1.76 B 61
>75%grass cover,Good 0.89 C 74
Proposed Pond Surface 1.34 C 98
1/2 acre lots,25%impervious 1.05 B 70
Composite Area&Weighted CN 21.97 92.72
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.4 0 0
Flow Length(ft): 100 0 0
Slope(%): 4 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.11 0 0
Computed Flow Time(min): 15.56 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 92 1243 255
Slope(%): 13 3.54 0.5
Surface Type: Grass pasture Paved Unpaved
Velocity(ft/sec): 2.52 3.82 1.14
Computed Flow Tune(min): 0.61 5.42 3.73
Total TOC(min) 25.32
Subbasin RunoffResults
Total Rainfall(in) 5.1
Total Runoff(in) 4.27
PeakRunoff(cfs) 86.84
Weighted Curve Number 92.72
Time of Concentration(days hh:mm:ss) 0 00:25:19

Subbasin:POST-102
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m -
C 3
2.5
2
1.5
1
0.5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
90
85- -
80-
75
70-
65-
60
55
w 50-
o .
45
0
40-
35-
30
25
20-
15
10
5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:POST-201
Input Data
Area(ac) 0.14
Peak Rate Factor 484
Weighted Curve Number 66.43
Rain Gage 1D 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
50-75%grass cover,Fair 0.1 B 69
Woods,Fair 0.04 B 60
Composite Area&Weighted CN 0.14 66.43
Time ofConcentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.4 0 0
Flow length(ft): 50 0 0
Slope(%): 1.72 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.07 0 0
Computed Flow lime(min): 12.53 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 204 0 0
Slope(%): 2.52 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.79 0 0
Computed Flow Tune(min): 4.3 0 0
Total IOC(min) 16.83
Subbasin RunoffResults
Total Rainfall(in) 5.1
Total Runoff(in) 1.83
Peak Runoff(cfs) 0.3
Weighted Curve Number 66.43
lime of Concentration(days hh:mm:ss) 0 00:16:50

Subbasin:POST-201
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m -
IY 3
2.5
2
1.5
1
0.5
O 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
0.31
0.3
0.29
0.28
0.27
0.26
0.25
0.24
0.23
0.22
0.21
0.2
0.19
0.18
0.17
• 0.16
O 0.15
c
� 0.14
0.13
0.12
0.11
0.1
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
•
O 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:POST-301
Input Data
Area(ac) 6.59
Peak Rate Factor 484
Weighted Curve Number 76.53
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
50-75%grass cover,Fair 0.56 B 69
50-75%grass cover,Fair 3.74 C 79
Woods,Fair 0.09 B 60
Woods,Fair 1.75 C 73
Existing Pond Surface 0.26 C 98
>75%grass cover,Good 0.19 B 61
Composite Area&Weighted CN 6.59 76.53
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.4 0 0
Flow Length(ft): 100 0 0
Slope(%): 5.48 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.12 0 0
Computed Flow Time(min): 13.72 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 776 157 225
Slope(%): 5.48 0.5 5.68
Surface Type: Woodland Unpaved Unpaved
Velocity(ftlsec): 1.17 1.14 3.85
Computed Flow Tune(min): 11.05 2.3 0.97
Total TOC(min) 28.04
Subbasin RunoffResults
Total Rainfall(in) 5.1
Total Runoff(in) 2.67
PeakRunoff(cfs) 16.13
Weighted Curve Number 76.53
Time of Concentration(days hh:mm:ss) 0 00:28:02

Subbasin:POST-301
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
c 4
m
c 3.5
m -
C 3
2.5
2
1.5
1
0.5
O 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
18
17- -
16- •
15
14-
13-
12
11
10
U .
9
O
C
• 8-
7-
6
5
4-
3
2
1
O 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft') (in)
1 NULL.1 0.00 4.00 4.00 0.00 0.00 4.00 0.00 0.00 0.00
2 NULL.2 0.00 4.00 4.00 0.00 0.00 4.00 0.00 0.00 0.00
3 OS 667.25 679.00 11.75 667.25 0.00 679.00 0.00 0.00 0.00
4 POND-OUr 666.00 679.00 13.00 666.00 0.00 679.00 0.00 0.00 0.00

Junction Results
SN Element Peak Peak IvhxHGL MaxHGL Max Mn Average HGL Average HGL Time of Time of Total Total Tune
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth vhxHGL Peak Hooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs) (cfs) ($) (fl) (fl) (II) (ft) (fl) (days hh:mm) (days hh:mm) (ac-in) (min)
1 NULL]. 0.00 0.00 0.00 0.00 0.00 4.00 0.00 0.00 0 00:00 0 00:00 0.00 0.00
2 NJLL2 0.00 0.00 0.00 0.00 0.00 4.00 0.00 0.00 0 00:00 0 00:00 0.00 0.00
3 OS 18.06 0.00 671.39 4.14 0.00 7.61 667.45 0.20 0 12:44 0 00:00 0.00 0.00
4 POND-OUT 18.06 0.00 666.24 0.24 0.00 12.76 666.02 0.02 0 12:46 0 00:00 0.00 0.00

Channe 1 Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance Eadt/Bend Additional Initial Flap
ID Invert Invert Invert Invert Drop Slope Roughness Losses Losses Losses Flow Gate
Elevation Offset Elevation Offset
(8) (ft) (ft) (ft) (ft) (ft) (%) (ft) (ft) (cfs)
1 Pipe-24 425.00 666.00 0.00 651.20 0.00 14.80 3.4800 Trapezoidal 7.500 81.000 0.0500 0.5000 0.5000 0.0000 0.00 No

Channel Results
SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Trawl Peak Flow Peak Flow Total Tune Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 Pipe-24 18.05 0 12:46 7358.42 0.00 2.08 3.41 0.24 0.03 0.00

Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) N (m) (m) (cfs)
1 NULL PIPE 90901.97 0.00 0.00 0.00 0.00 0.00 0.0000 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
2 Pipe-25 93.00 667.25 0.00 666.00 0.00 1.25 1.3400 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1

Pipe Results
SN Element Peak Time of DesignFlow PeakFlow/ PeakFlow Travel PeakFlow PeakFlow Total Time Froude Reported
ID Flow PeakFlow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cis) ($/sec) (min) ($) (min)
1 NUILPIPE 0.00 0 00:00 0.01 0.00 0.00 0.00 0.00 0.00 Calculated
2 Pipe-25 18.06 0 12:45 26.23 0.69 10.00 0.16 1.12 0.56 0.00 Calculated

Storage Nodes
Storage Node:WET-POND
Input Data
Invert Elevation(It) 667.25
Max(Rim)Elevation(ft) 679
Max(Rim)Offset(ft) 11.75
Initial Water Elevation(ft) 671.75
Initial Water Depth(ft) 4.5
Ponded Area(fP) 0
Evaporation Loss 0
Storage Area Volume Curves
Storage Curve:WET-POND
Stage Storage Storage
Area Volume
(ft) (IP) (ft')
0 17731.4226 0
0.75 23716.2067 15542.86
1.75 25690.0166 40245.97
2.75 27718.8964 66950.43
3.75 29802.8462 95711.3
4.75 33166.7722 127196.11
5.75 37312.7556 162435.87
6.75 40807.6177 201496.06
7.75 44110.6921 243955.21
8.75 47498.5108 289759.81
9.75 50978.9143 338998.52
10.75 54551.9027 391763.93
11.75 58217.4759 448148.62

Storage Area Volume Curves
Storage Volume(fti
0 50,000 100,000 150,000 200,000 250,000 300,000 350,000 400,000 450,000
11.5—.i....................... ... ..... __ ....... ___. ...............................i.............. 11.5
11—..................................
..................................<................................................................................................................................ ......................... 4. ........................ ..... ....................-11
10.5-.i.................................>................................................................................................................................................................................................... ............. ....... ......................... -10.5
10- ................................................................................................._i................................................................_................................_................................. ............... ........ .......................... .-10
8.5— ................................._..................................................................................................._................................................... ......................... .................._............................ ,^8.5
8_........................................................................................................................................................................ ............................ .................................................................................................. g
7.5—......................................................................................................................................................................................... ..........i...................................................................................................-7.5
.................................o.................................o..................................................................o...... ........................i......... ................. ......................... ........................ .............................�7
— .............................................................................................................................. ................................ ................................._............................. ........................ .......................... -6.5 6.5
y 6 •
-6 y
a) a)
a . - a
-
y5.5—...................................................................;.................................; ..............................;. ................................................................................................p.................................i............................. .Y5.5 co
.................................>.................................................................i...... ........................>................................................................................................ ........................ ......................... 4-4.5
.
-i i i
3.5-.i......................................................... ......g................ ..................................................................................................................i..................................................................i................................. 3.5
2.5—.................................._..... ........................................................................................._...................................................................................................._..................................................................N-2.5
y_.i...............................-............................ ..a..................................................................<............................................................ ......................... ........................ ......................... -2
1.5-.i................................................... ...........................................:..................................................................:..................................i...................................................................................................-1.5
1_.i...............................o...............................o.................................i.................................o. ........................ ......................... ......................... 4. ........................ ......................... -1
0.5-....... .................... .,................................................................................................................................................................. ......................... ........................ ......................... r0.5
20,000 25,000 30,000 35,000 40,000 45,000 50,000 55,000
Storage Area(fr)
— Storage Area —Storage Volume II

Storage Node:WET-POND(continued)
Outflow Weirs
SN Element Weir Flap Crest Crest length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 EMSPIILWAY Trapezoidal No 677.60 10.35 30.00 1.40 3.33
2 WEIR(TOP OF BOX) Rectangular No 677.00 9.75 12.00 1.50 3.33
3 WEIR-1 Rectangular No 675.75 8.50 1.00 1.25 3.33
4 WEIR-2 Rectangular No 675.75 8.50 1.00 1.25 3.33
5 WEIR-3 Rectangular No 675.75 8.50 1.00 1.25 3.33
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(in) (in) (m) (ft)
1 IAW--ORIF Side CIRCULAR No 11.00 674.50 0.61
2 IAW-ORIF-2 Side CIRCULAR No 11.00 674.50 0.61
3 LOW-ORIF-3 Side CIRCULAR No 11.00 674.50 0.61
4 WQ Side CIRCULAR No 5.00 671.75 0.61
Output Summary Results
Peak Inflow(cfs) 84.67
Peak Lateral Inflow(cfs) 84.67
PeakOutflow(cfs) 18.06
Peak Ffiltration Flow Rate(cfm) 0
Max HGLElevation Attained(ft) 676.38
MaxHGLDepth Attained(ft) 9.13
Average HGLElevation Attained(ft) 672.39
Average HGLDepth Attained(ft) 5.14
Time of MaxHGLOccurrence(days hh:mm) 0 12:44
Total Fxflltration Volume(1000-ft3) 0
Total Flooded Volume(ac-in) 0
Total Time Flooded(min) 0
Total Retention Time(sec) 0

Project Description
File Name POST(WETPOND).SPF
Project Options
Flow Units CFS
Elevation Type Elevation
HydrologyMethod SCS TR 55
Time of Concentration('IOC)I'Ethod SCS TR 55
link Routing Ivlthod Hydrodynamic
Enable OwrflowPonding at Nodes YES
Skip Steady State Analysis Time Periods YES
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent DryDays 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Tune Step 0 00:05:00 days hh:mm:ss
Reporting lime Step 0 00:05:00 days hh:mm:ss
Routing Time Step 5 seconds
Number of Elements
ety
Rain Gages 1
Subbasins 4
Nodes 8
Junctions 4
Outfalls 3
Flow Diversions 0
Inlets 0
Storage Nodes 1
Links 12
Channels 1
Pipes 2
Pumps 0
Orifices 4
Wens 5
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
1 1 Time Series 025-YR Cumulative inches North Carolina Rowan 25.00 6.00 SCS Type ll24-hr

Subbasin Summary
SN Subbasin Area PeakRate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 POST-101 44.00 484.00 70.37 6.00 2.84 124.96 74.38 0 00:53:16
2 POST-102 21.96 484.00 92.72 6.00 5.15 113.12 103.89 0 00:25:19
3 POST-201 0.14 484.00 66.43 6.00 2.48 0.35 0.41 0 00:16:49
4 POST-301 6.59 484.00 76.53 6.00 3.43 22.62 20.80 0 00:28:02

Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak MaxHGL Max Mn Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Hooded Hooded
Elevation Elevation Attained Depth Attained Hooding Volume
Attained Occurrence
(ft) (ft) ($) (ft) (8') (cfs) (8) (It) (ft) (days hh:mm) (ac-in) (min)
1 NULL1 Junction 0.00 4.00 0.00 4.00 0.00 0.00 0.00 0.00 4.00 0 00:00 0.00 0.00
2 NULL2 Junction 0.00 4.00 0.00 4.00 0.00 0.00 0.00 0.00 4.00 0 00:00 0.00 0.00
3 OS Junction 667.25 679.00 667.25 679.00 0.00 27.10 675.22 0.00 3.78 0 00:00 0.00 0.00
4 POND-OUT Junction 666.00 679.00 666.00 679.00 0.00 27.10 666.30 0.00 12.70 0 00:00 0.00 0.00
5 OUIFALLI Outfall 651.20 99.98 651.50
6 OUIFALL2 Outfall 716.35 0.41 716.35
7 OUIFALL3 Outfall 663.20 20.79 663.20
8 WET-POND Storage Node 667.25 679.00 671.75 0.00 100.95 676.96 0.00 0.00

Link Summary
SNElement Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity DesignFlow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)
1 NULL-PIPE Pipe NULL-1 NULL-2 90901.97 0.00 0.00 0.0000 18.000 0.0150 0.00 0.01 0.00 0.00 0.00 0.00 0.00 Calculated
2 Pipe-25 Pipe OS POND-OUT 93.00 667.25 666.00 1.3400 24.000 0.0130 27.10 26.23 1.03 14.49 1.15 0.58 0.00>CAPACITY
3 Pipe-24 Channel POND-OUT OUIFALL-1 425.00 666.00 651.20 3.4800 90.000 0.0500 27.10 7358.42 0.00 2.44 0.30 0.04 0.00
4 LOW-ORIF Orifice WET-POND OS 667.25 667.25 11.000 4.51
5 LOW-ORIF-2 Orifice WET-POND OS 667.25 667.25 11.000 4.51
6 LOW-ORIF-3 Orifice WET-POND OS 667.25 667.25 11.000 4.51
7 WQ Orifice WET-POND OS 667.25 667.25 5.000 1.43
8 EMSPILLWAY Weir WET-POND POND-OUT 667.25 666.00 0.00
9 WEIR(TOP OF BOX) Weir WET-POND OS 667.25 667.25 0.00
10 WHIM Weir WET-POND OS 667.25 667.25 4.45
11 WEIR2 Weir WET-POND OS 667.25 667.25 4.45
12 WEIR-3 Weir WE-POND OS 667.25 667.25 4.45

Project Description
File Name POST(WETPOND).SPF
Project Options
Flow Units CFS
Elevation Type Elevation
HydrologyMethod SCS TR 55
Time of Concentration('IOC)I'Ethod SCS TR 55
link Routing Ivlthod Hydrodynamic
Enable OwrflowPonding at Nodes YES
Skip Steady State Analysis Time Periods YES
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent DryDays 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Tune Step 0 00:05:00 days hh:mm:ss
Reporting lime Step 0 00:05:00 days hh:mm:ss
Routing Time Step 5 seconds
Number of Elements
ety
Rain Gages 1
Subbasins 4
Nodes 8
Junctions 4
Outfalls 3
Flow Diversions 0
Inlets 0
Storage Nodes 1
Links 12
Channels 1
Pipes 2
Pumps 0
Orifices 4
Wens 5
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
1 1 Time Series 100-YR Cumulative inches North Carolina Rowan 100.00 7.20 SCS Type 1124-hr

Subbasin Summary
SN Subbasin Area PeakRate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 POST-101 44.00 484.00 70.37 7.20 3.83 168.30 101.12 0 00:53:16
2 POST-102 21.96 484.00 92.72 7.20 6.34 139.16 126.19 0 00:25:19
3 POST-201 0.14 484.00 66.43 7.20 3.41 0.48 0.57 0 00:16:49
4 POST-301 6.59 484.00 76.53 7.20 4.49 29.62 27.24 0 00:28:02

Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak MaxHGL Max Mn Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Hooded Hooded
Elevation Elevation Attained Depth Attained Hooding Volume
Attained Occurrence
(ft) (ft) ($) (ft) (8') (cfs) (8) (It) (ft) (days hh:mm) (ac-in) (min)
1 NULL1 Junction 0.00 4.00 0.00 4.00 0.00 0.00 0.00 0.00 4.00 0 00:00 0.00 0.00
2 NULL2 Junction 0.00 4.00 0.00 4.00 0.00 0.00 0.00 0.00 4.00 0 00:00 0.00 0.00
3 OS Junction 667.25 679.00 667.25 679.00 0.00 33.96 677.50 0.00 1.50 0 00:00 0.00 0.00
4 POND-OUT Junction 666.00 679.00 666.00 679.00 0.00 40.20 666.38 0.00 12.62 0 00:00 0.00 0.00
5 OUIFALLI Outfall 651.20 138.46 651.58
6 OUIFALL2 Outfall 716.35 0.56 716.35
7 OUIFALL3 Outfall 663.20 27.15 663.20
8 WET-POND Storage Node 667.25 679.00 671.75 0.00 123.18 677.76 0.00 0.00

Link Summary
SNElement Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity DesignFlow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)
1 NULL-PIPE Pipe NULL-1 NULL-2 90901.97 0.00 0.00 0.0000 18.000 0.0150 0.00 0.01 0.00 0.00 0.00 0.00 0.00 Calculated
2 Pipe-25 Pipe OS POND-OUT 93.00 667.25 666.00 1.3400 24.000 0.0130 33.97 26.23 1.30 17.42 1.19 0.60 0.00>CAPACITY
3 Pipe-24 Channel POND-OUT OUIFALL-1 425.00 666.00 651.20 3.4800 90.000 0.0500 40.14 7358.42 0.01 2.84 0.38 0.05 0.00
4 LOW-ORIF Orifice WET-POND OS 667.25 667.25 11.000 4.52
5 LOW-ORIF-2 Orifice WET-POND OS 667.25 667.25 11.000 4.52
6 LOW-ORIF-3 Orifice WET-POND OS 667.25 667.25 11.000 4.52
7 WQ Orifice WET-POND OS 667.25 667.25 5.000 1.43
8 EMSPILLWAY Weir WET-POND POND-OUT 667.25 666.00 6.25
9 WEIR(TOP OF BOX) Weir WET-POND OS 667.25 667.25 19.64
10 WEIR-1 Weir WET-POND OS 667.25 667.25 5.39
11 WEIR-2 Weir WET-POND OS 667.25 667.25 5.39
12 WEIR3 Weir WE-POND OS 667.25 667.25 5.39

Storm Drainage Calculations
Fulfilled Engineering LLC
APPENDIX D: WATER QUALITY
II17

Storm Drainage Calculations
Fulfilled Engineering LLC
Water Quality Treatment Calculations (with Forebay Sizing)
II18

Project Description
File Name POST(WETPOND).SPF
Project Options
Flow Units CFS
Elevation Type Elevation
HydrologyMethod SCS TR 55
Time of Concentration('IOC)I'Ethod SCS TR 55
link Routing Ivlthod Hydrodynamic
Enable OwrflowPonding at Nodes YES
Skip Steady State Analysis Time Periods YES
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent DryDays 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Tune Step 0 00:05:00 days hh:mm:ss
Reporting lime Step 0 00:05:00 days hh:mm:ss
Routing Time Step 5 seconds
Number of Elements
ety
Rain Gages 1
Subbasins 4
Nodes 8
Junctions 4
Outfalls 3
Flow Diversions 0
Inlets 0
Storage Nodes 1
Links 12
Channels 1
Pipes 2
Pumps 0
Orifices 4
Wens 5
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
1 1 Time Series 1-IN STORM Cumulative inches North Carolina Rowan 1.00 1.00 SCS Type 1124-hr

Subbasin Summary
SN Subbasin Area PeakRate Weighted Total Total Total Peak lime of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 POST-101 44.00 484.00 70.37 1.00 0.01 0.26 0.03 0 00:53:16
2 POST-102 21.96 484.00 92.72 1.00 0.44 9.57 9.21 0 00:25:19
3 POST-201 0.14 484.00 66.43 1.00 0.00 0.00 0.00 0 00:16:49
4 POST-301 6.59 484.00 76.53 1.00 0.04 0.28 0.05 0 00:28:02

Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak MaxHGL Max Mn Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Hooded Hooded
Elevation Elevation Attained Depth Attained Hooding Volume
Attained Occurrence
(ft) (ft) ($) (ft) (ft') (cfs) (ft) (8) (ft) (days hh:mm) (ac-in) (min)
1 NULL1 Junction 0.00 4.00 0.00 4.00 0.00 0.00 0.00 0.00 4.00 0 00:00 0.00 0.00
2 NULL2 Junction 0.00 4.00 0.00 4.00 0.00 0.00 0.00 0.00 4.00 0 00:00 0.00 0.00
3 OS Junction 667.25 679.00 667.25 679.00 0.00 0.44 667.51 0.00 11.49 0 00:00 0.00 0.00
4 POND-OUT Junction 666.00 679.00 666.00 679.00 0.00 0.44 666.03 0.00 12.97 0 00:00 0.00 0.00
5 OUIFALLI Outfall 651.20 0.46 651.23
6 OUTFALL-2 Outfall 716.35 0.00 716.35
7 OUIFALL3 Outfall 663.20 0.05 663.20
8 WET-POND Storage Node 667.25 679.00 671.75 0.00 9.15 672.39 0.00 0.00

Link Summary
SNElement Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity DesignFlow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (m) (cfs) (cfs) (ft/sec) (ft) (min)
1 NULL-PIPE Pipe NULL-1 NULL-2 90901.97 0.00 0.00 0.0000 18.000 0.0150 0.00 0.01 0.00 0.00 0.00 0.00 0.00 Calculated
2 Pipe-25 Pipe OS POND-OUT 93.00 667.25 666.00 1.3400 24.000 0.0130 0.44 26.23 0.02 4.44 0.14 0.07 0.00 Calculated
3 Pipe-24 Channel POND-OUT OUIFALL-1 425.00 666.00 651.20 3.4800 90.000 0.0500 0.44 7358.42 0.00 0.48 0.03 0.00 0.00
4 LOW-ORIF Orifice WET-POND OS 667.25 667.25 11.000 0.00
5 LOW-ORIF-2 Orifice WET-POND OS 667.25 667.25 11.000 0.00
6 LOW-ORIF-3 Orifice WET-POND OS 667.25 667.25 11.000 0.00
7 WQ Orifice WET-POND OS 667.25 667.25 5.000 0.44
8 EM-SPILLWAY Weir WET-POND POND-OUT 667.25 666.00 0.00
9 WEIR(TOP OF BOX) Weir WET-POND OS 667.25 667.25 0.00
10 WFTR 1 Weir WET-POND OS 667.25 667.25 0.00
11 WF7R2 Weir WET-POND OS 667.25 667.25 0.00
12 WEIR3 Weir WET-POND OS 667.25 667.25 0.00

Subbasin:POST-102
Input Data
Area(ac) 21.96
Peak Rate Factor 484
Weighted Curve Number 92.72
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Proposed paved parking&roofs 2.51 C 98
Proposed paved parking&roofs 14.42 B 98
>75%grass cover,Good 1.76 B 61
>75%grass cover,Good 0.89 C 74
Proposed Pond Surface 1.34 C 98
1/2 acre lots,25%impervious 1.05 B 70
Composite Area&Weighted CN 21.97 92.72
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.4 0 0
Flow Length(ft): 100 0 0
Slope(%): 4 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.11 0 0
Computed Flow Time(min): 15.56 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 92 1243 255
Slope(%): 13 3.54 0.5
Surface Type: Grass pasture Paved Unpaved
Velocity(ft/sec): 2.52 3.82 1.14
Computed Flow Tune(min): 0.61 5.42 3.73
Total TOC(min) 25.32
Subbasin RunoffResults
Total Rainfall(in) 1
Total Runoff(in) 0.44
PeakRunoff(cfs) 9.21
Weighted Curve Number 92.72
Time of Concentration(days hh:mm:ss) 0 00:25:19

Subbasin:POST-102
Rainfall Intensity Graph
1.45_
1.4
1.35
1.3
1.25_
1.2
1.15
1.1_
1.05
1 -
0.95_
0.9
0.85_
c
0.8
0.75
m 0.7_
0.65
ce 0.6_
0.55_
0.5
0.45_
0.4
0.35_
0.3_
0.25
0.2_-
0.15 -
0.1_
0.05
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
10
9.5-
9-
8.5-
8
7.5
•
6.5-
6
5.5-
o
5
0
4.5
4-
3.5
3-
2.5-
2
1.5
1
0.5
•
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft') (in)
1 NULL.1 0.00 4.00 4.00 0.00 0.00 4.00 0.00 0.00 0.00
2 NULL.2 0.00 4.00 4.00 0.00 0.00 4.00 0.00 0.00 0.00
3 OS 667.25 679.00 11.75 667.25 0.00 679.00 0.00 0.00 0.00
4 POND-OUr 666.00 679.00 13.00 666.00 0.00 679.00 0.00 0.00 0.00

Junction Results
SN Element Peak Peak IvhxHGL MaxHGL Max Mn Average HGL Average HGL Time of Time of Total Total Tune
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth vhxHGL Peak Hooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs) (cfs) ($) (fl) (fl) (It) (ft) (fl) (days hh:mm) (days hh:mm) (ac-in) (min)
1 NJLL1 0.00 0.00 0.00 0.00 0.00 4.00 0.00 0.00 0 00:00 0 00:00 0.00 0.00
2 NJLL2 0.00 0.00 0.00 0.00 0.00 4.00 0.00 0.00 0 00:00 0 00:00 0.00 0.00
3 OS 0.44 0.00 667.51 0.26 0.00 11.49 667.31 0.06 0 15:45 0 00:00 0.00 0.00
4 POND-OUT 0.44 0.00 666.03 0.03 0.00 12.97 666.01 0.01 0 15:50 0 00:00 0.00 0.00

Channe 1 Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance Eadt/Bend Additional Initial Flap
ID Invert Invert Invert Invert Drop Slope Roughness Losses Losses Losses Flow Gate
Elevation Offset Elevation Offset
(8) (ft) (ft) (ft) (ft) (ft) (%) (ft) (ft) (cfs)
1 Pipe-24 425.00 666.00 0.00 651.20 0.00 14.80 3.4800 Trapezoidal 7.500 81.000 0.0500 0.5000 0.5000 0.0000 0.00 No

Channel Results
SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 Pipe-24 0.44 0 15:50 7358.42 0.00 0.48 14.76 0.03 0.00 0.00

Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) N (m) (m) (cfs)
1 NULL PIPE 90901.97 0.00 0.00 0.00 0.00 0.00 0.0000 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
2 Pipe-25 93.00 667.25 0.00 666.00 0.00 1.25 1.3400 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1

Pipe Results
SNElement Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow PeakFlow Capacity De sign Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) ($/sec) (min) ($) (min)
1 NUILPIPE 0.00 0 00:00 0.01 0.00 0.00 0.00 0.00 0.00 Calculated
2 Pipe-25 0.44 0 15:46 26.23 0.02 4.44 0.35 0.14 0.07 0.00 Calculated

Storage Nodes
Storage Node:WET-POND
Input Data
Invert Elevation(It) 667.25
Max(Rim)Elevation(ft) 679
Max(Rim)Offset(ft) 11.75
Initial Water Elevation(ft) 671.75
Initial Water Depth(ft) 4.5
Ponded Area(fP) 0
Evaporation Loss 0
Storage Area Volume Curves
Storage Curve:WET-POND
Stage Storage Storage
Area Volume
(ft) (IP) (ft')
0 17731.4226 0
0.75 23716.2067 15542.86
1.75 25690.0166 40245.97
2.75 27718.8964 66950.43
3.75 29802.8462 95711.3
4.75 33166.7722 127196.11
5.75 37312.7556 162435.87
6.75 40807.6177 201496.06
7.75 44110.6921 243955.21
8.75 47498.5108 289759.81
9.75 50978.9143 338998.52
10.75 54551.9027 391763.93
11.75 58217.4759 448148.62

Storage Area Volume Curves
Storage Volume(fti
0 50,000 100,000 150,000 200,000 250,000 300,000 350,000 400,000 450,000
11.5—.i....................... ... ..... __ ....... ___. ...............................i.............. 11.5
11—..................................
..................................<................................................................................................................................ ......................... 4. ........................ ..... ....................-11
10.5-.i.................................>................................................................................................................................................................................................... ............. ....... ......................... -10.5
10- ................................................................................................._i................................................................_................................_................................. ............... ........ .......................... .-10
8.5— ................................._..................................................................................................._................................................... ......................... .................._............................ ,^8.5
8_........................................................................................................................................................................ ............................ .................................................................................................. g
7.5—......................................................................................................................................................................................... ..........i...................................................................................................-7.5
.................................o.................................o..................................................................o...... ........................i......... ................. ......................... ........................ .............................�7
— .............................................................................................................................. ................................ ................................._............................. ........................ .......................... -6.5 6.5
y 6 •
-6 y
a) a)
a . - a
-
y5.5—...................................................................;.................................; ..............................;. ................................................................................................p.................................i............................. .Y5.5 co
.................................>.................................................................i...... ........................>................................................................................................ ........................ ......................... 4-4.5
.
-i i i
3.5-.i......................................................... ......g................ ..................................................................................................................i..................................................................i................................. 3.5
2.5—.................................._..... ........................................................................................._...................................................................................................._..................................................................N-2.5
y_.i...............................-............................ ..a..................................................................<............................................................ ......................... ........................ ......................... -2
1.5-.i................................................... ...........................................:..................................................................:..................................i...................................................................................................-1.5
1_.i...............................o...............................o.................................i.................................o. ........................ ......................... ......................... 4. ........................ ......................... -1
0.5-....... .................... .,................................................................................................................................................................. ......................... ........................ ......................... r0.5
20,000 25,000 30,000 35,000 40,000 45,000 50,000 55,000
Storage Area(fr)
— Storage Area —Storage Volume II

Storage Node:WET-POND(continued)
Outflow Weirs
SN Element Weir Flap Crest Crest length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 EMSPIILWAY Trapezoidal No 677.60 10.35 30.00 1.40 3.33
2 WEIR(TOP OF BOX) Rectangular No 677.00 9.75 12.00 1.50 3.33
3 WEIR-1 Rectangular No 675.75 8.50 1.00 1.25 3.33
4 WEIR-2 Rectangular No 675.75 8.50 1.00 1.25 3.33
5 WEIR-3 Rectangular No 675.75 8.50 1.00 1.25 3.33
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(in) (in) (m) (ft)
1 IAW--ORIF Side CIRCULAR No 11.00 674.50 0.61
2 IAW-ORIF-2 Side CIRCULAR No 11.00 674.50 0.61
3 LOW-ORIF-3 Side CIRCULAR No 11.00 674.50 0.61
4 WQ Side CIRCULAR No 5.00 671.75 0.61
Output Summary Results
Peak Inflow(cfs) 9.15
Peak Lateral Inflow(cfs) 9.15
PeakOutflow(cfs) 0.44
Peak Ffiltration Flow Rate(cfm) 0
Max HGLElevation Attained(ft) 672.39
MaxHGLDepth Attained(ft) 5.14
Average HGLElevation Attained(ft) 671.85
Average HGLDepth Attained(ft) 4.6
Time of MaxHGLOccurrence(days hh:mm) 0 15:46
Total Fxflltration Volume(1000-ft3) 0
Total Flooded Volume(ac-in) 0
Total Time Flooded(min) 0
Total Retention Time(sec) 0

(—Depth:Node-WET-POND(POST(WET POND)2024-02-2916:33:02))
5.2-
51-
50-
4.9-
0
4.8-
4.7
4.6
45
0 34 51 68 85 102 119 136 1-='
Time(hrs)
1 -inch Storm Dewaters to Less than 1/4" Greater
than 4.5' Depth in 103 hrs (112.75 hrs - 9.75 hrs) or
4.29 days

WET POND DESIGN CALCULATIONS
Project: Site Improvements for Town of Spencer TA Truck Stop
Owner: AGS Salisbury, LLC
Contact: Mr. Harinder Singh
Date: February 29, 2024
Prepared by: Fulfilled Engineering
**Use provide 'Wet Pond Stage Storage Details' spreadsheet as a reference/supplement to these
calculations
Design Volume (DV):
DV = temporary pool elev.volume - permanent pool elev.volume
Temporary Pool Elev. Volume Vt= 140,939.62 cf
Permanent Pool Elev. Volume V= 119,324.91 cf
Design Volume (DV) DV= 21,614.71 cf
Main Pool Volume (Vmp) (Hydraulic Retention Time Method):
Vmp = 0.87 * HRT/TS* DV where:
HRT = 14 days
Ts = 5 days
DV = 21,614.71 Vmp (Required) = 52,653.43 cf
Vmp (Provided) = 119,324.91 cf > Vmp (Required) = 52,653.43 cf
Main Pool Depth (Davg) (Equation 2-When The Shelf Is Not Submerged):
Davg = Vpp/App where:
VPP = Volume of Permanent Pool (cf) Vpp = 119,324.91 cf
APP = Area of Permanent Pool (sf) App = 32,325.79 sf
Main Pool Depth = Davg = 3.69 ft
Forebay vs. Main Pool Volume Ratio:
Forebay Volume (Approx.) Vf = — 51,224 cf
Main Pool Volume (Approx. - At Elev. 677.00) V = 338,998.52 cf
Forebay Volume/ Main Pool Volume Vf/V = 15.11%

Elev. Depth(ft) Area(ft2) Volume(cf)
Pond Bottom(Bottom of Sed.Storage) 667.25 0 17,731.42 -
(Top of Sediment Storage/Bottom of Perm.Pool) 667.75 0.5 21,721.28 10,361.91
668 0.75 23,716.21 15,542.86
669 1.75 25,690.02 40,245.97 Imp 52,653.43
670 2.75 27,718.90 66,950.43 HRT(days) 14
671 3.75 29,802.85 95,711.30 TS(days) 5
Top of Permanent Pool Elev./Bottom of Shelf 671.75 4.5 32,325.79 119,324.91 Provided Vmp DV(cf) 21614.71
672 4.75 33,166.77 127,196.11 Factor 0.87
1-inch Storm(Design Storm Volume) 672.39 5.14 34,783.71 140,939.62
673 5.75 37,312.76 162,435.87
674 6.75 40,807.62 201,496.06
675 7.75 44,110.69 243,955.21 DV 21,614.71
676 8.75 47,498.51 289,759.81 1"Storm Volume 140,939.62
Top Weir of Outlet Structure(Main Pool Volume) 677 9.75 50,978.91 338,998.52 Permanent Pool Volume 119,324.91
678 10.75 54,551.90 391,763.93
679 11.75 58,217.48 448,148.62
Davg 3.691322154
Vpp 119,324.91
App 32,325.79

Storm Drainage Calculations
Fulfilled Engineering LLC
Total Nitrogen Export Computations
II19

(1) (2) (3) (4) (5) Exhibit 3-3 Nitrogen Export Reduction Options
Type of Land Cover Site TN Export TN Export TN Export
Area Coeff. by Land Use From Site
(Acres) (lbs/ac/yr) (Ibs/yr) (Ibs/ac/yr) Residential Use Commercial/Industrial Use
Permanently preserved undisturbed 9.97 0.6 6.0
open space(forest,unmown meadow) _ If the computed export is less than 6.0 If the computed export is less than 10.0
Permanently preserved managed 6.15 1.2 7.4 lbs/ac/yr,then the owner may either: Ibs/aGyr,then the owner may either:
open space(grass,landscaping,etc.) 1. Install BMPs to remove enough nitrogen 1. Install BMPs to remove enough nitrogen to
Impervious surfaces(roads,parking to bring the development down to 3.6 bring the development down to 3.6
lbs/ac/yr. lbs/ac/yr.
lots,driveways,roofs,paved storage 16.87 21.2 357.6 2. Pay a one-time offset payment of$330/Ib 2. Pay a one-time offset payment of$330/lb
areas,etc.) to bring the nitrogen down to the 3.6 to bring the nitrogen down to the 3.6
lbs/ac/yr. lbs/ac/yr.
Total 32.99 371.0 3. Do a combination of BMPs and offset 3. Do a combination of BMPs and offset
- - - payment to achieve a 3.6 Ibs/aGyr export. payment to achieve a 3.6 lbs/ac/yr export.
Average for Site 11.2
If the computed export is greater than 6.0 If the computed export is greater than 10.0
Fee Option $ 82,738.92 lbs/ac/yr, then the owner must use on-site lbs/ac/yr, then the owner must use on-site
BMPs to bring the development's export down BMPs to bring the development's export down
to 6.0 lbs/ac/yr. Then, the owner may use to 10.0 lbs/ac/yr. Then, the owner may use
BMP TN Removal Rate TSS Removal Rates Adjusted Total +Fee one of the three options above to achieve the one of the three options above to achieve the
Riparian buffers 30% 80% 7.8 $ 46,159.61 reduction between 6.0 and 3.6 lbs/ac/yr. reduction between 10.0 and 3.6 lbs/ac/yr.
Wet detention ponds 25% 85% If in series--> 5.9 $ 24,821.68
Table 3-1 Total Nitrogen and Total Solids Removal Rates by BMP
BMP Type TN Removal Rate TSS Removal Rates
Vegetated filters w/spreader 25% 35%
Wet detention ponds 25% 85%
Bioretention facilities 25% 85%
Water quality swales 30% 35%
Riparian buffers 30% 80%
Sand filters 35% 85%
Constructed wetlands 40% 85%

Storm Drainage Calculations
Fulfilled Engineering LLC
APPENDIX E: DURING CONSTRUCTION
II20

Storm Drainage Calculations
Fulfilled Engineering LLC
Sediment Calculations
II21

SEDIMENT BASIN DESIGN
This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
User Input Data
Calculated Value
Reference Data
Designed By: D. Johnson
Checked By:
Company: Fulfilled Engineering
Project Name: TA Truck Stop
Project No.: FE#22008
Site Location (City/Town) Town of Spencer
Sediment Basin Id. SED-POND
Total Drainage Area (acres) 21.96
Step 1. Determine peak flow. Q . for the basin drainage area (Appendix S.03).
Q10 (cfs) 76.81
Step 2. Determine any site limitations for the sediment pool elevation.emergency
spillway or top of the dam.
Minimum pool elevation (ft) 671 .75
Maximum pool elevation (ft) 679.00
Step 3. Deternune basin volumes:
• Compute minimum volume required(1 S00 fe acre disturbed).
• Specify sediment cleanout level to be marked on riser (one-half the design
volume referenced to the top of the riser) and sediment storage area to be
cleared after the dam is built.
Disturbed acreage (ac) 21.82
Min Volume (ft3) 39276
Sediment cleanout elevation (ft) 674.38
Sediment Storage Area (ft') 58936

Step 4. Determine area and shape of basin:
• Check length width ratio (should be 2:1 to 6:1).
• Compute the basin surface area at principal spillway elevation_
• Check the ratio of basin surface area to peak inflow rate (should be greater
than or equal to 435 ft2/cfs). Employ diversions with additional traps and
basins to reduce area drained.
Determine barrel capacity required for site conditions(minimum capacity for C.
is the 2-year peak nunoff, Q.,.
Length/width ratio 2
Is length/width ratio between 2-6? YES, PROCEED
Basin surface area @ principal spillway (ft2) 50979
Ratio: basin surface area/Q10 663.70
Is ratio >= 435 ft2/cfs? YES
Step 5. Determine the principal spillway discharge capacity.
• The combined capacities of the principal and emergency spillways must be
at least the 10-year peak flow for the entire watershed of the basin.
• The principal spillway is analyzed for three possible limiting flow types:
Weir flow, Orifice flow, and Pipe flow. The principal spillway discharge
capacity is the smallest of these three flow rates. Discharges through a
skinuner should be disregarded during this computation. Weir. orifice and
pipe flow may be determined by the following equations:
1. Weir Flow: Q = CLH'
where:
Q = discharge in cubic feet per second(cfs)
C =weir coefficient. use 3.1 for cornigated metal pipe risers.
L = circumference of the riser in feet
H =head above riser crest in feet
Weir coefficient, C 3.33
Riser circumference, L (ft) 12
Head above riser crest, H (ft) 0.16
QW (cfs) 2.56
Orifice Flow: Q = CA(2gH)'==
where:

O = discharge in cubic feet per second(cfs)
C =orifice coefficient. use C = 0.6 for corrugated metal pipe risers.
A= cross-sectional area of the riser pipe in square feet
g =acceleration due to gravity, 32.2 ft`sec=
H =head above riser crest in feet
Orifice coefficient, Co 0.616
Riser cross-sectional area, A (ft2) 9
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft) 0.16
Discharge, Qo (cfs) 17.79615364
gh
;. Pipe Flow: 0 = a [1 l +Kr. L
where:
Q = discharge in cubic feet per second(cfs)
a =cross-sectional area of the barrel in square feet
g = acceleration due to gravity, 32.2 ftisec2
h =head above the centerline of the outlet end of the barrel
Km = coefficient of minor losses. can be assumed to be 1.0 for
most principal spillway systems
L = barrel length in feet
Kr =pipe friction coefficient:
_ 5087n2 (See Table 8.°7a for Kr values for
d14'3 common size of pipe.)
n = Maiming's coefficient of roughness. use n =0.025 for
corrugated metal pipe
n = 0.015 for reinforced concrete pipe
di = inside diameter of the barrel in inches
Select riser and barrel dimensions so that the riser has a cross-sectional area
at least 1.5 times that of the barrel. Spillway hydraulics are improved by
maximizing weir flow and minimizing orifice flow. See Table 8.07b for
recommended riser barrel proportions.
Barrel diameter (ft) 2.00
Barrel cross-sectional area, a (ft2) 3.14
Accleration due to gravity, g (ft/s2) 32.2
Head above outlet end of barrel, h (ft) 7.96
Minor loss coefficieint, Km 1 .0
Barrel length, L (ft) 68

Mannings coeffienct of roughness, n 0.013
Inside diameter of barrel, d; (in) 24
Pipe friction coefficient, Kp 0.01242
Discharge, Qo (cfs) 42.1744985
RISER
Select trail user and barrel dimensions_ Use the weir. orifice and pipe flow
equations to determine if the 2-Year peak discharge is passed without activating
the emergency spillway. Determine riser size from Figure 8.07b. Check the
head and stage requirements. If the design stage is too high. choose larger
dimensions and recalculate. As a minimum.set the elevation of the riser at the
same elevation as the top of the sediment pool. A riser height 2 to 5 times the
barrel diameter is recommended. Select the type of trash guard.
Select a dewatering device. If a skimmer is used. refer to the manufacturers
dewatering data. or Table 6.64.b_
Step 6. Design antrseep collar.
Ensure that antiseep collars are no closer than 2 ft from a pipe joint. Collar
must project at least 1.5 ft from the pipe. Indicate watertight connections.
Step ". Design antiflotation block.
Determine the weight of water displaced by the empty riser. and design a
block with buoyant weight 1.1 times the weight of water displaced.
Weight of water displaced by the empty riser 84
Buoyant weight 92.4
Step 8. Design outlet.
Determine discharge velocity from the barrel. Design outlet protection to
assure stable conditions. Riprap placement is usually necessary (Appendix
S.06).
Discharge velocity, V (ft/s) 13.42
See Appendix 8.06 for riprap sizing, if necessary
Step 9. Design emergency spillway.
• Determine the required capacity for the emergency spillway as
Qe— Q.p—Qc (QF Q2)
• From Table'8 07c for Table 8 o7d select the width and depth of the outlet.
depending on soil conditions. In general. the wider bottom widths and
lower slopes are preferred to minimize exit velocities at supercritical
flow
• An arrentahle alternative is the ice of the weir Pnuatinn

Q = CLH1`
Where this option is used. the maximum value of C should be 2.8. L
is the bottom width of the spillway at the crest. and H is the depth of
flow above the spillway crest in feet. Note: planning's channel equation
should not be used to size the spillway crest. However.it should be used
to design the outlet channel below the spillway crest.
• The total of the emergency and principle spillway capacities must equal
or exceed the required 10-vear peak discharge.
• Set the elevation of the crest of the emergence spillway a minimum of 1
foot above the crest of the riser.
OPTION 1
Q10 76.81
Qp 2.56
Emergency spillway capacity, Qe (cfs) 74.25
Qp + Qe 76.81
Does (Qp + Qe) equal or exceed Q10? YES, PROCEED
Step 10. Spillway approach section.
Adjust the spillway alignment so that the control section and outlet section
are straight. The entrance width should be 1.5 times the width of the control
section with a smooth transition to the width of the control section. Approach
channel should slope tc•.=:and the reservoir no less than 200.
Width of control section (ft)
Width of entrance (ft)
Slope of approach channel (%)
Is width of the entrance section 1.5xcontrol section
width? #DIV/0!
Is approach channel >/= 2%? NO, REVISE DESIGN
Step 11. Spillway control section
• Locate the control section in the spillway near where it intersects the
extension of the centerline of the dam.
• Keep a level area to extend at least 20 ft upstream from the outlet end of
the control section. to ensure a straight alignment.
• Side slopes should be 3:1.
Step 12. Design spillway exit section.

• Spillway exit should align with the control section and have the same
bottom width and side slopes.
• Slope should be sufficient to maintain supercritical flow.but make sure it
does not create erosive velocities for site conditions. (Stay within slope
ranges in appropriate design tables.)
• Extend the exit channel to a point where the water may be released without
damage.
Step 13. Size the embankment
• Set the design elevation of the top of the dam a minimum of 1 ft above the
water surface for the design flow in the emergency spillway.
• Constructed height should be 10% greater than the design to allow for
settlement.
• Base top width on the design height.
• Set side slopes 2.5:1 or flatter.
• Determine depth of cutoff trench from site borings_ It should extend to a
stable.tight soil layer(a minimum of 2 ft deep).
• Select bonow site—the emergency spillway cut will provide a significant
amount of fill.
Step 1-I. Erosion control
• Locate and design diversions to protect embankment and spillway
(Practice Standards and Specifications: 6.20, Temporar: Diversions).
• Select surface protection measures to control erosion(Practice Standards
and Specifications: 6.10, Temporary Seeding; 6.14, Mulching;and 6.15,
Riprap).
• Select groundcover for emergency spillway to provide protection for
design flow velocity and site conditions. Riprap stone over geotextile
fabric may be required in erodible soils or when the spillway is not in
undisturbed soils.
Step 15. Safety.
• Construct a fence and install warning signs as needed.

mrPOST-ITI
POST-102
OUTFALL-2
POST-N1
1
t
SED-POND
POST-)Qt WEIR •OF BM
EN-SPILLWAY oiry-sguiER
Os
Pepe-25
POND-OUT
OUTFALLa P44.24
OUTFALL-t
Autodesk Storm and Sanitary Analysis

Project Description
File Name DURING CONSTRUCTION.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
Hydrology Method SCS TR-55
Time of Concentration(TOC)Method SCS TR-55
Link Routing Method Hydrodynamic
Enable Overflow Ponding at Nodes YES
Skip Steady State Analysis Time Periods YES
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent Dry Days 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Time Step 0 00:05:00 days hh:mm:ss
Reporting Time Step 0 00:05:00 days hh:mm:ss
Routing Time Step 5 seconds
Number of Elements
my
Rain Gages 1
Subbasins 4
Nodes 8
Junctions 4
Outfalls 3
Flow Diversions 0
Inlets 0
Storage Nodes 1
Links 6
Channels 1
Pipes 2
Pumps 0
Orifices 0
Weirs 2
Outlets 1
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
1 1 Time Series 010-YR Cumulative inches North Carolina Rowan 10.00 5.10 SCS Type II 24-hr

Subbasin Summary
SN Subbasin Area Peak Rate Weighted Total Total Total Peak Time of
ID Factor Curve Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 POST-101 44.00 484.00 70.34 5.10 2.14 94.07 55.10 0 00:53:16
2 POST-102 21.96 484.00 86.74 5.10 3.64 79.82 76.81 0 00:25:19
3 POST-201 0.14 484.00 66.43 5.10 1.83 0.26 0.30 0 00:16:49
4 POST-301 6.59 484.00 77.25 5.10 2.73 17.98 16.53 0 00:28:02

Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft') (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 NULL-1 Junction 0.00 4.00 0.00 4.00 0.00 0.00 0.00 0.00 4.00 0 00:00 0.00 0.00
2 NULL-2 Junction 0.00 4.00 0.00 4.00 0.00 0.00 0.00 0.00 4.00 0 00:00 0.00 0.00
3 05 Junction 671.75 679.00 671.75 679.00 0.00 4.43 672.41 0.00 6.59 0 00:00 0.00 0.00
4 POND-OUT Junction 668.20 679.00 668.20 679.00 0.00 4.43 668.30 0.00 10.70 0 00:00 0.00 0.00
5 OUTFALL-1 Outfall 651.20 55.45 651.30
6 OUTFALL-2 Outfall 716.35 0.30 716.35
7 OUTFALL-3 Outfall 663.20 16.50 663.20
8 SED-POND Storage Node 671.75 679.00 671.75 0.00 75.37 677.21 0.00 0.00

Link Summary
SN Element Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)
1 NULL-PIPE Pipe NULL-1 NULL-2 90901.97 0.00 0.00 0.0000 18.000 0.0150 0.00 0.01 0.00 0.00 0.00 0.00 0.00 Calculated
2 Pipe-25 Pipe OS POND-OUT 68.00 671.75 668.20 5.2200 24.000 0.0130 4.43 51.69 0.09 10.64 0.38 0.19 0.00 Calculated
3 Pipe-24 Channel POND-OUT OUTFALL-1 425.00 668.20 651.20 4.0000 90.000 0.0500 4.43 7886.39 0.00 1.25 0.10 0.01 0.00
4 61N-SKIMMER Outlet SED-POND OS 671.75 671.75 0.60
5 EM-SPILLWAY Weir SED-POND POND-OUT 671.75 668.20 0.00
6 WEIR(TOP OF BOX) Weir SED-POND OS 671.75 671.75 3.83

Subbasin Hydrology
Subbasin:POST-101
Input Data
Area(ac) 44
Peak Rate Factor 484
Weighted Curve Number 70.34
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
50-75%grass cover,Fair 1.77 B 69
50-75%grass cover,Fair 1.8 C 79
Urban industrial,72%imp 3.88 B 88
Urban industrial,72%imp 1.56 C 91
Woods,Fair 7.76 C 73
Woods,Fair 14.99 B 60
1 acre lots,20%impervious 3.24 B 68
Existing Buildings 0.23 B 98
Existing Roadway 1.36 B 98
Woods&grass combination,Fair 5.17 B 65
Proposed paved parking&roofs 0.1 B 98
>75%grass cover,Good 0.9 B 61
>75%grass cover,Good 0.56 C 74
Proposed Roadway 0.5 B 98
1/2 acre lots,25%impervious 0.08 B 70
Newly graded area 0.1 B 86
Composite Area&Weighted CN 44 70.34
Time of Concentration
TOC Method:SCS TR-55
Sheet Flow Equation:
Tc=(0.007*((n*Lf)^0.8))/((P^0.5)*(Sf^0.4))
Where:
Tc=Time of Concentration(hr)
n =Manning's roughness
Lf=Flow Length(ft)
P =2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(Sf^0.5)(unpaved surface)
V=20.3282*(Sf^0.5)(paved surface)
V=15.0*(Sf^0.5)(grassed waterway surface)
V=10.0*(Sf^0.5)(nearly bare&untilled surface)
V=9.0*(Sf^0.5)(cultivated straight rows surface)
V=7.0*(Sf^0.5)(short grass pasture surface)
V=5.0*(Sf^0.5)(woodland surface)
V=2.5*(Sf^0.5)(forest w/heavy litter surface)
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(Sf^0.5))/n
R =Aq/Wp
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
R =Hydraulic Radius(ft)
Aq=Flow Area(ft*)
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n =Manning's roughness

Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.4 0 0
Flow Length(ft): 100 0 0
Slope(%): 1 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.06 0 0
Computed Flow Time(min): 27.09 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 810 485 1982
Slope)%): 3.15 2.56 2.56
Surface Type: Grass pasture Paved Unpaved
Velocity(ft/sec): 1.24 3.25 2.58
Computed Flow Time(min): 10.89 2.49 12.8
Total TOC(min) 53.27
Subbasin Runoff Results
Total Rainfall(in) 5.1
Total Runoff(in) 2.14
Peak Runoff(cfs) 55.1
Weighted Curve Number 70.34
Time of Concentration(days hh:mm:ss) 0 00:53:16

Subbasin:POST-101
Rainfall Intensity Graph
7.5
7_
6.5-
6
5.5
5 -
4.5-
r
c 4
m
c 3.5
0! 3
2.5
2
1.5
1
0.5-� -
O 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
58
56
54 a
52
50
48
46
44
42
40
38
36
34
32
U
`-' 30
O 28
C
C• 26
24
22
20
18
6
14
12
10
8
6
4
2
O 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:POST-102
Input Data
Area(ac) 21.96
Peak Rate Factor 484
Weighted Curve Number 86.74
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Newly graded area 2.51 C 91
Newly graded area 14.42 B 86
Newly graded area 1.76 B 86
Newly graded area 0.89 C 91
Proposed Pond Surface 1.34 C 98
1/2 acre lots,25%impervious 1.05 B 70
Composite Area&Weighted CN 21.97 86.74
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.4 0 0
Flow Length(ft): 100 0 0
Slope(%): 4 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.11 0 0
Computed Flow Time(min): 15.56 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 92 1243 255
Slope(%): 13 3.54 0.5
Surface Type: Grass pasture Paved Unpaved
Velocity(ft/sec): 2.52 3.82 1.14
Computed Flow Time(min): 0.61 5.42 3.73
Total TOC(min) 25.32
Subbasin Runoff Results
Total Rainfall(in) 5.1
Total Runoff(in) 3.64
Peak Runoff(cfs) 76.81
Weighted Curve Number 86.74
Time of Concentration(days hh:mm:ss) 0 00:25:19

Subbasin:POST-102
Rainfall Intensity Graph
7.5
7_
6.5-
6
5.5
5 -
4.5-
r
c 4
m
c 3.5
0! 3
2.5
2
1.5
1
0.5 •
-�
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
85
80-
75-
70
65-
60
55-
50
N -
45_
c 40
z
35-
30
25-
20
15-
10-
5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:POST-201
Input Data
Area(ac) 0.14
Peak Rate Factor 484
Weighted Curve Number 66.43
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
50-75%grass cover,Fair 0.1 B 69
Woods,Fair 0.04 B 60
Composite Area&Weighted CN 0.14 66.43
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.4 0 0
Flow Length(ft): 50 0 0
Slope(%): 1.72 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.07 0 0
Computed Flow Time(min): 12.53 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 204 0 0
Slope(%): 2.52 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.79 0 0
Computed Flow Time(min): 4.3 0 0
Total TOC(min) 16.83
Subbasin Runoff Results
Total Rainfall(in) 5.1
Total Runoff(in) 1.83
Peak Runoff(cfs) 0.3
Weighted Curve Number 66.43
Time of Concentration(days hh:mm:ss) 0 00:16:50

Subbasin:POST-201
Rainfall Intensity Graph
7.5
7_
6.5-
6
5.5
5 -
4.5-
r
c 4
m
c 3.5
0! 3
2.5
2
1.5
1
0.5 •
-� -
O 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
0.31
0.3
0.29
0.28
0.27
0.26
0.25
0.24
0.23
0.22
0.21
0.2
0.19
,..,0.18
00.17
0.16
o 0.15
S 0.14
0.13
0.12
0.11
0.1
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
O 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:POST-301
Input Data
Area(ac) 6.59
Peak Rate Factor 484
Weighted Curve Number 77.25
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
50-75%grass cover,Fair 0.56 B 69
50-75%grass cover,Fair 3.74 C 79
Woods,Fair 0.09 B 60
Woods,Fair 1.75 C 73
Existing Pond Surface 0.26 C 98
Newly graded area 0.19 B 86
Composite Area&Weighted CN 6.59 77.25
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.4 0 0
Flow Length(ft): 100 0 0
Slope(%): 5.48 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.12 0 0
Computed Flow Time(min): 13.72 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 776 157 225
Slope(%): 5.48 0.5 5.68
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 1.17 1.14 3.85
Computed Flow Time(min): 11.05 2.3 0.97
Total TOC(min) 28.04
Subbasin Runoff Results
Total Rainfall(in) 5.1
Total Runoff(in) 2.73
Peak Runoff(cfs) 16.53
Weighted Curve Number 77.25
Time of Concentration(days hh:mm:ss) 0 00:28:02

Subbasin:POST-301
Rainfall Intensity Graph
7.5
7_
6.5-
6
5.5
5 -
4.5-
r
c 4
m
c 3.5
0! 3
2.5
2
1.5
1
0.5-� -
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
18
17-
16-
15
14
13
12
11-
10-
Uy .
O 9-
C 8-
7-
6
5
4
3
2-
1-
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft2) (in)
1 NULL-1 0.00 4.00 4.00 0.00 0.00 4.00 0.00 0.00 0.00
2 NULL-2 0.00 4.00 4.00 0.00 0.00 4.00 0.00 0.00 0.00
3 05 671.75 679.00 7.25 671.75 0.00 679.00 0.00 0.00 0.00
4 POND-OUT 668.20 679.00 10.80 668.20 0.00 679.00 0.00 0.00 0.00

Junction Results
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (days hh:mm) (ac-in) (min)
1 NULL-1 0.00 0.00 0.00 0.00 0.00 4.00 0.00 0.00 0 00:00 0 00:00 0.00 0.00
2 NULL-2 0.00 0.00 0.00 0.00 0.00 4.00 0.00 0.00 0 00:00 0 00:00 0.00 0.00
3 OS 4.43 0.00 672.41 0.66 0.00 6.59 671.90 0.15 0 14:07 0 00:00 0.00 0.00
4 POND-OUT 4.43 0.00 668.30 0.10 0.00 10.70 668.22 0.02 0 14:09 0 00:00 0.00 0.00

Channel Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance Exit/Bend Additional Initial Flap
ID Invert Invert Invert Invert Drop Slope Roughness Losses Losses Losses Flow Gate
Elevation Offset Elevation Offset
(ft) (ft) (ft) (ft) (ft) (ft) (%) (ft) (ft) (cfs)
1 Pipe-24 425.00 668.20 0.00 651.20 0.00 17.00 4.0000 Trapezoidal 7.500 81.000 0.0500 0.5000 0.5000 0.0000 0.00 No

Channel Results
SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 Pipe-24 4.43 0 14:10 7886.39 0.00 1.25 5.67 0.10 0.01 0.00

Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)
1 NULL-PIPE 90901.97 0.00 0.00 0.00 0.00 0.00 0.0000 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
2 Pipe-25 68.00 671.75 0.00 668.20 0.00 3.55 5.2200 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1

Pipe Results
SN Element Peak Time of Design Flow Peak Flow/ Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 NULL-PIPE 0.00 0 00:00 0.01 0.00 0.00 0.00 0.00 0.00 Calculated
2 Pipe-25 4.43 0 14:08 51.69 0.09 10.64 0.11 0.38 0.19 0.00 Calculated

Storage Nodes
Storage Node:SED-POND
Input Data
Invert Elevation(ft) 671.75
Max(Rim)Elevation(ft) 679
Max(Rim)Offset(ft) 7.25
Initial Water Elevation(ft) 671.75
Initial Water Depth(ft) 0
Ponded Area(ft') 0
Evaporation Loss 0
Storage Area Volume Curves
Storage Curve:SED-POND
Stage Storage Storage
Area Volume
(ft) (ft') (ft3)
ISED-POND INV.' 0 0 0
0.25 1028.5206 128.57
1.25 22965.7533 12125.71
2.25 40048.1892 43632.68
3.25 44110.6921 85712.12
4.25 47498.5108 131516.72
WEIR ELEV. 5.25 50978.9143 180755.43
6.25 54551.9027 233520.84
TOP OF DAM 7.25 58217.4759 289905.53

Storage Area Volume Curves
Storage Volume(ft')
0 50,000 100,000 150,000 200,000 250,000
7.2_ .................................................._�................... .... .................. ............... ........._..........�........._................ ........................_......... .-7.2
7_.i........................................................................................................i....................................................z....................................................i.....................................................i.. .................... ......... _7
6.8-.i........................................................................................................i........................................................................................................i.....................................................i............. ..................... -.6.8
6.6. - 16.6
....................................................y.........................................................................................................p....................................................i........................................... ................................................—6.4
6.2_.1........................................................................................................i........................................................................................................i.............................. ...................i...................................... —6.2
g_.................................................................................................................................................................................................................................... ................ ...........................6
5.8_.i•........................................................................................................i........................................................................................................i........ ..........................................i...................................... -5.8
5.4-.........................................................................................................i.......................................................................................... ..........i..............................................................................................-5.4
5.2_.i....................................................y....................................................i............................................................................... .....................i.....................................................i......................................._5.2
5_.i........................................................................................................j..................................................................... ................................................................................................................................_5
4.8-.i....................................................a....................................................i........................................................... ..........................................i................................................._i.........................................-4.8
4.4=.i•....................................................s............................................................................................ ..............................................................i........................................ .................................................. -4.4
4.2=.i•....................................................................................................................................... .......................................................................i...................................................i........................................ -4.2
i.................................................................................... ............................................................_4
3.8 ................................................d....................................................i.......... .......................................b....................................................i............................................... ....................................-3.8
&3.6 ....................................................................................................i .....................................................................................................i............................................... .....................................-3.6 OI
a
N3.4 ..............................................d........................................... ......i........................................................................................................i...................... ....................... .................................... 3.4 N
3.2— _................................................................................. .....................................................................................................................................................................................................................13.2
3_.............................................................................. .............................................................................................................................................. ...............................................................................=3
2.8- .................................................................... ..............................._......................................................................................................_.......................................................................................... —2.8
2.6-................................................................................................................................................................................................................... ........................................................................................:2.6
2.4=.................................................... ...............................................................................................................................................................................................................j........................................ -2.4
2.2- ....._.................................... ..........................................................<................................................................................................. ..;................................................................................................-2.2
.....................i.....................................................i...........................................=2
1.8 ....._.................. i i...........................................-1.8
1.6 ...................................................................................................:............................................ ....:....................................................i.....................................................i........................................ -1.6
1.4 ............................................................................................................... ..........................................................................................................................................................................11.4
1.2 _.___........................................................................................... .............................................................................................i.....................................................i...........................................-1.2
1_....................................................................................... ...................................................................................................................................................................................................................=1
0.8= .................................................... i ...........................................-0.8
•
' i
0.2_...................................................o....................................................i........................................................................................................i.....................................................i........................................ -0.2
......... ......=0
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,000 50,000 55,000
Storage Area(ft')
— Storage Area — Storage Volume 1

Storage Node:SED-POND(continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 EM-SPILLWAY Trapezoidal No 677.60 5.85 30.00 1.40 3.33
2 WEIR(TOP OF BOX) Rectangular No 677.00 5.25 12.00 1.50 3.33
Output Summary Results
Peak Inflow(cfs) 75.37
Peak Lateral Inflow(cfs) 75.37
Peak Outflow(cfs) 4.43
Peak Exfiltration Flow Rate(cfm) 0
Max HGL Elevation Attained(ft) 677.21
Max HGL Depth Attained(ft) 5.46
Average HGL Elevation Attained(ft) 673.83
Average HGL Depth Attained(ft) 2.08
Time of Max HGL Occurrence(days hh:mm) 0 14:08
Total Exfiltration Volume(1000-ft') 0
Total Flooded Volume(ac-in) 0
Total Time Flooded(min) 0
Total Retention Time(sec) 0

(—Volume:Node-SED-POND(DURING CONSTRUCTION 2024-02-15 08:46:48))
210000-
200000-
190000
180000-
170000-
160000-
150000-
140000-
130000-
t'120000
E 110000
0 100000
1
90000
80000
70000
60000
50000
40000
30000-
20000-1
1 D000-
0
0 17 34 51 68 11_12 119 136 153
Time ihrsa
During Construction Dewatering Graph
(10yr Storm) = 109 - 8.5 = 100.5 hrs
= - 4.2 days

Storm Drainage Calculations
Fulfilled Engineering LLC
Skimmer Sizing Calculations
II22

Calculate Skimmer Size
Basin Volume in Cubic Feet 180,755 Cu.Ft Skimmer Size 6.0 Inch
Days to Drain* 4 Days Orifice Radius 2.8 Inch[es]
Orifice Diameter 5.6 Inch[es]
*In NC assume 3 days to drain
Estimate Volume of Basin Length Width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

Storm Drainage Calculations
Fulfilled Engineering LLC
APPENDIX F: PIPE-SIZING CALCULATIONS
II23

Storm Drainage Calculations
Fulfilled Engineering LLC
Pipe-Sizing Watershed Map
II24

Ei
LEGEND: PIPE SIZING WATERSHEDS I / J - m
- - -200- - - EXISTING CONTOUR \ /
F PROJECT BOUNDARY WATERSHED AREA[AC.] HYDR.LENGTH[FT.] SLOPE[%] CURVE NUMBER[CN] ,I 1111
/ /
0 PIPE SIZING WATERSHED AREAS PS-138 0.58 223 3.72 62 I \ ' I
PS-140 0.39 240 4.26 80 -� J /� I1 /
PS-141 8.64 1013 2.24 68 /)__
I_ I \, z
o � � V PS-143 0.27 125 5.07 76 � � �_ =
O
z
o
�� PS-145 0.51 151 4.52 86 �� J �V 4\� �� w
o �' \� // PS-147 0.37 173 6.85 92 / J ,�
- ���� \// PS-149 039 196 489 78 / 77/-> / / / /_ ���kl* / _ 1� PS-POND 1.76 343 5.22 92 / / / /
a
/ //
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2 �i 7 _____/ Z.--
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PIPE SIZING WATERSHEDS PIPE SIZING WATERSHEDS a
676`� ---- I / //���-_ // WATERSHED AREA[AC.] HYDR.LENGTH[FT.] SLOPE[%] CURVE NUMBER[CN] WATERSHED AREA[AC.] HYDR.LENGTH[FT.] SLOPE[%] CURVE NUMBER[CN]
\ 672 _ -� // V
\ -664\ -//j/7//7
�_ 7
I / ��� n PS-104 1.00 378 6.75 87 PS-121 0.80 639 3.29 98
�� / J PS-105 1.00 407 5.90 87 PS-122 0.66 509 3.79 98
� ��//� / // / // / PS-106 0.99 450 5.55 88 PS-123 0.72 592 3.72 98
���A z LU
CC
L'7,
�� �� �� �� - �� PS 108 0.64 396 4.70 96 PS 125 0.90 617 3.24 98 J
/ / - i i PS-109 0.47 405 4.01 97 PS-126 0.83 415 3.45 98 a N O 0'
/ �� /_ /� �/ // / w
/ / � y j � PS-110 0.90 347 2.20 96 PS-127 0.89 509 3.54 98 o LL j Q
�� _�� / // I PS-112 0.25 177 1.17 75 PS-128 0.93 397 3.68 98 a Z a
/ / _� -� ��/�� PS-113 0.98 337 1.55 91 PS-129 0.16 190 3.68 98 Z I-
\ PS-114 0.27 100 1.14 97 P5-130 0.24 190 3.68 98 O Q
MPGNEj1CNORt'�/ // / r/ / / \= 11 \ \ PS-115 0.54 207 1.53 85 PS-131 0.78 203 2.82 98 ~
/ ���///� / / ) I 1 P5-116 0.21 100 1.36 98 P5-132 0.59 316 4.63 93
© / f __ //// o 7,7 \
/ 11 PS-117 0.64 312 6.02 90 PS-133 0.72 255 4.67 81
�_ / / P5-119 0.59 188 7.23 97 P5-134 0.98 377 4,73 78 DATE:JANUARY 4,2024
/ // PS-120 0.59 684 3.42 98 PS-135 0.28 211 1.34 80 SCALE:
�- =80 C 3
80 40 0 80 160 240 PROJECT
SCALE IN FEET 22008
NO.
OF 3

Storm Drainage Calculations
Fulfilled Engineering LLC
Pipe-Sizing Node Diagram
II25

PS-149
•SD"' PS-147
SD#48
PieM YO
PS145
SWPLE-1 150341
SCR45 PS143
Pipe55 ISDHS
®PS.115 SWALE-2 SDaw
Ppe6O
PS."7 i SDe15 SWALE3 SDe435DO4
2
Ka SNIP'''. 4 PW1-87
Pa134 PSP'?e" P55 SM14 PS-141
® SC4335 13 /121
Pipe-q PpN5 sp.. oPS-101 S' -
PS-133 Q �/
irI
P 32 PSt3t Pye-16'Z 1
5 '- SOett PSt40
SDs32J,,,rS118 D612 1 34
P'Pe''p°pe-40 V P SDNI
t ®soero
S 0 109
S0e30 I PS-Ppe-49
P , SD829 �SDs28'- 1 1 P15558
PS -P0,l Grp I
Fo-u
OUTFACE-2 n�® 1214,so.
SDe2l r P.F° 5��'PPPP�ppS-'''ee1SS507
I
POST-201 50✓R I tP SC+40
--® Ppe 3-k SDe25 pSDf 1 PS-138 50+39
ja SO43233 PS 44 PryE52p 1 Bil Pipeb2
P3' 1213,90451;
:50422f
Piee-. iPP4-5�3 Pipt59
Pipe-27 SW2'1�De2< r `sN5 ^ PS-POND \SD438
- '-\SDf20 p,58 /_p
P4e•28 Ppe-29 SDP SS" WET-POND PipeM3 SDl3l
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Autodesk Storm and Sanitary Analysis

Storm Drainage Calculations
Fulfilled Engineering LLC
Pipe-Sizing Calculations
II26

Project Description
File Name PIPE SIZNG(WECPOND).SPF
Project Options
Flow Units CFS
Elevation Type Elevation
HydrologyMethod SCS TR 55
Time of Concentration('IOC)Ivvthod SCS TR 55
link Routing Ivlthod Hydrodynamic
Enable OwrflowPonding at Nodes YES
Skip Steady State Analysis Time Periods YES
Analysis Options
Start Analysis On 00:00:00 0:00:00
End Analysis On 00:00:00 0:00:00
Start Reporting On 00:00:00 0:00:00
Antecedent DryDays 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Tune Step 0 00:05:00 days hh:mm:ss
Reporting lime Step 0 00:05:00 days hh:mm:ss
Routing Time Step 3 seconds
Number of Elements
ety
Rain Gages 1
Subbasins 41
Nodes 54
Junctions 50
Outfalls 3
Flow Diversions 0
Inlets 0
Storage Nodes 1
Links 58
Channels 7
Pipes 42
Pumps 0
Orifices 4
Wens 5
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall Rainfall
ID Source ID Type Units Period Depth Distribution
(years) (inches)
1 1 Time Series 010-YR Cumulative inches North Carolina Rowan 10.00 5.10 SCS Type 1124-hr

Subbasin Summary
SN Subbasin Area PeakRate Weighted Total Total Total Peak lime of
ID Factor Cure Rainfall Runoff Runoff Runoff Concentration
Number Volume
(ac) (in) (in) (ac-in) (cfs) (days hh:mm:ss)
1 POST-201 0.14 484.00 66.43 5.10 1.83 0.26 0.30 0 00:16:49
2 POST-301 6.59 484.00 76.53 5.10 2.67 17.56 16.13 0 00:28:02
3 PS-101 32.85 484.00 70.41 5.10 2.14 70.43 41.18 0 00:53:16
4 PS-104 1.00 484.00 86.58 5.10 3.62 3.62 5.24 0 00:07:21
5 PS-105 1.00 484.00 87.30 5.10 3.69 3.69 5.07 0 00:09:13
6 PS-106 0.99 484.00 88.02 5.10 3.77 3.73 5.20 0 00:08:34
7 PS-107 0.83 484.00 84.63 5.10 3.42 2.84 3.82 0 00:10:50
8 PS-108 0.64 484.00 95.11 5.10 4.53 2.90 3.73 0 00:09:14
9 PS-109 0.50 484.00 97.26 5.10 4.78 2.39 3.24 0 00:06:00
10 PS-110 0.90 484.00 96.36 5.10 4.67 4.21 5.81 0 00:06:00
11 PS-112 0.44 484.00 75.30 5.10 2.56 1.12 1.74 0 00:06:00
12 PS-113 0.98 484.00 91.20 5.10 4.10 4.02 5.87 0 00:06:00
13 PS-114 0.27 484.00 97.04 5.10 4.75 1.28 1.74 0 00:06:00
14 PS-115 0.54 484.00 84.63 5.10 3.42 1.85 2.80 0 00:06:00
15 PS-116 0.21 484.00 98.00 5.10 4.86 1.02 1.38 0 00:06:00
16 PS-117 0.64 484.00 90.01 5.10 3.97 2.54 2.87 0 00:17:25
17 PS-119 0.59 484.00 97.19 5.10 4.77 2.81 3.82 0 00:06:00
18 PS-120 0.59 484.00 98.00 5.10 4.86 2.87 3.83 0 00:06:00
19 PS-121 0.80 484.00 98.00 5.10 4.86 3.89 5.21 0 00:06:00
20 PS-122 0.66 484.00 98.00 5.10 4.86 3.21 4.29 0 00:06:00
21 PS-123 0.72 484.00 98.00 5.10 4.86 3.50 4.71 0 00:06:00
22 PS-124 0.83 484.00 98.00 5.10 4.86 4.04 5.42 0 00:06:00
23 PS-125 0.90 484.00 98.00 5.10 4.86 4.38 5.88 0 00:06:00
24 PS-126 0.83 484.00 98.00 5.10 4.86 4.04 5.42 0 00:06:00
25 PS-127 0.89 484.00 98.00 5.10 4.86 4.33 5.79 0 00:06:00
26 PS-128 0.93 484.00 98.00 5.10 4.86 4.52 6.04 0 00:06:00
27 PS-129 0.16 484.00 98.00 5.10 4.86 0.78 1.04 0 00:06:00
28 PS-130 0.24 484.00 98.00 5.10 4.86 1.17 1.58 0 00:06:00
29 PS-131 0.78 484.00 98.00 5.10 4.86 3.79 5.08 0 00:06:00
30 PS-132 0.59 484.00 92.95 5.10 4.29 2.53 3.09 0 00:12:27
31 PS-133 0.72 484.00 80.79 5.10 3.05 2.20 3.05 0 00:10:01
32 PS-134 0.98 484.00 78.34 5.10 2.83 2.77 3.38 0 00:15:39
33 PS-135 0.28 484.00 79.50 5.10 2.93 0.82 1.05 0 00:13:50
34 PS-138 0.58 484.00 62.21 5.10 1.52 0.88 0.91 0 00:20:01
35 PS-140 0.39 484.00 80.49 5.10 3.03 1.18 1.60 0 00:10:54
36 PS-141 8.64 484.00 67.94 5.10 1.95 16.81 11.89 0 00:39:42
37 PS-143 0.27 484.00 75.81 5.10 2.60 0.70 0.99 0 00:08:55
38 PS-145 0.51 484.00 86.29 5.10 3.59 1.83 2.51 0 00:09:38
39 PS-147 0.37 484.00 91.51 5.10 4.13 1.53 2.10 0 00:08:19
40 PS-149 0.39 484.00 78.05 5.10 2.80 1.09 1.52 0 00:09:49
41 PS-POND 1.76 484.00 92.27 5.10 4.22 7.42 8.93 0 00:13:37

Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak MaxHGL Max Mn Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft') (cfs) (ft) (ft) (ft) (days hh:mm) (ac-in) (min)
1 NULL-1 Junction 0.00 4.00 0.00 4.00 0.00 0.00 0.00 0.00 4.00 0 00:00 0.00 0.00
2 NULL-2 Junction 0.00 4.00 0.00 4.00 0.00 0.00 0.00 0.00 4.00 0 00:00 0.00 0.00
3 OS Junction 667.25 679.00 667.25 679.00 0.00 18.50 670.97 0.00 8.03 0 00:00 0.00 0.00
4 PON-OUC Junction 666.00 679.00 666.00 679.00 0.00 18.50 666.27 0.00 12.73 0 00:00 0.00 0.00
5 SD/10 Junction 711.16 716.46 711.16 716.46 0.00 20.21 712.18 0.00 4.28 0 00:00 0.00 0.00
6 SD/11 Junction 713.02 719.27 713.02 719.27 0.00 14.85 714.46 0.00 4.81 0 00:00 0.00 0.00
7 SD/12 Junction 713.55 717.24 713.55 717.24 0.00 14.87 715.47 0.00 1.77 0 00:00 0.00 0.00
8 SD/13 Junction 714.50 717.99 714.50 717.99 0.00 13.34 716.27 0.00 1.72 0 00:00 0.00 0.00
9 SD/14 Junction 718.25 721.68 718.25 721.68 0.00 7.65 719.04 0.00 2.64 0 00:00 0.00 0.00
10 SD/15 Junction 719.15 721.90 719.15 721.90 0.00 2.77 719.84 0.00 2.06 0 00:00 0.00 0.00
11 SD/16 Junction 719.01 722.58 719.01 722.58 0.00 3.77 719.84 0.00 2.74 0 00:00 0.00 0.00
12 SD/17 Junction 719.95 722.66 719.95 722.66 0.00 2.81 720.61 0.00 2.05 0 00:00 0.00 0.00
13 SD/19 Junction 675.35 681.18 675.35 681.18 0.00 63.05 678.06 0.00 3.12 0 00:00 0.00 0.00
14 SD/20 Junction 683.90 689.12 683.90 689.12 0.00 59.44 685.70 0.00 3.42 0 00:00 0.00 0.00
15 SD/21 Junction 689.89 692.86 689.89 692.86 0.00 13.91 691.02 0.00 1.84 0 00:00 0.00 0.00
16 SD/22 Junction 690.80 693.76 690.80 693.76 0.00 8.94 692.08 0.00 1.68 0 00:00 0.00 0.00
17 SD/23 Junction 693.25 695.97 693.25 695.97 0.00 4.69 693.92 0.00 2.05 0 00:00 0.00 0.00
18 SD/24 Junction 687.45 693.12 687.45 693.12 0.00 42.21 689.20 0.00 3.92 0 00:00 0.00 0.00
19 SD/25 Junction 699.20 704.19 699.20 704.19 0.00 37.25 700.85 0.00 3.34 0 00:00 0.00 0.00
20 SD/26 Junction 701.63 705.43 701.63 705.43 0.00 11.05 703.30 0.00 2.13 0 00:00 0.00 0.00
21 SD/27 Junction 702.95 705.69 702.95 705.69 0.00 5.77 704.06 0.00 1.63 0 00:00 0.00 0.00
22 SD/28 Junction 710.80 714.28 710.80 714.28 0.00 21.23 711.81 0.00 2.47 0 00:00 0.00 0.00
23 SD/29 Junction 712.58 716.69 712.58 716.69 0.00 16.41 714.14 0.00 2.55 0 00:00 0.00 0.00
24 SD/30 Junction 714.20 716.92 714.20 716.92 0.00 1.57 714.67 0.00 2.25 0 00:00 0.00 0.00
25 SD/31 Junction 716.25 719.60 716.25 719.60 0.00 14.34 717.48 0.00 2.12 0 00:00 0.00 0.00
26 SD/32 Junction 717.25 720.20 717.25 720.20 0.00 6.12 718.30 0.00 1.90 0 00:00 0.00 0.00
27 SD/33 Junction 718.50 721.22 718.50 721.22 0.00 3.03 719.06 0.00 2.16 0 00:00 0.00 0.00
28 SD/34 Junction 718.57 722.27 718.57 722.27 0.00 4.24 719.26 0.00 3.01 0 00:00 0.00 0.00
29 SD/35 Junction 718.90 721.68 718.90 721.68 0.00 1.02 719.37 0.00 2.31 0 00:00 0.00 0.00
30 SD/36 Junction 700.42 711.54 700.42 711.54 0.00 15.93 700.67 0.00 10.87 0 00:00 0.00 0.00
31 513937 Junction 703.36 713.58 703.36 713.58 0.00 15.92 705.57 0.00 8.01 0 00:00 0.00 0.00
32 SD/38 Junction 706.35 709.12 706.35 709.12 0.00 0.89 706.65 0.00 2.47 0 00:00 0.00 0.00
33 SD/39 Junction 707.66 712.07 707.66 712.07 0.00 15.06 708.60 0.00 3.47 0 00:00 0.00 0.00
34 5D94 Junction 675.98 680.68 675.98 680.68 0.00 44.65 678.16 0.00 2.52 0 00:00 0.00 0.00
35 SD/40 Junction 707.77 712.07 707.77 712.07 0.00 1.60 708.61 0.00 3.46 0 00:00 0.00 0.00
36 SD/41 Junction 711.90 715.90 711.90 715.90 0.00 14.02 712.87 0.00 3.03 0 00:00 0.00 0.00
37 SD/42 Junction 713.34 714.90 713.34 714.90 0.00 6.66 713.93 0.00 0.97 0 00:00 0.00 0.00
38 SD/43 Junction 713.66 716.67 713.66 716.67 0.00 6.66 715.23 0.00 1.44 0 00:00 0.00 0.00
39 SD/44 Junction 714.91 716.67 714.91 716.67 0.00 5.75 715.32 0.00 1.35 0 00:00 0.00 0.00
40 SD/45 Junction 715.17 720.43 715.17 720.43 0.00 5.87 716.56 0.00 3.87 0 00:00 0.00 0.00
41 SD/46 Junction 716.75 720.38 716.75 720.38 0.00 3.43 717.19 0.00 3.19 0 00:00 0.00 0.00
42 SD/47 Junction 720.15 723.09 720.15 723.09 0.00 3.45 720.57 0.00 2.52 0 00:00 0.00 0.00
43 SD/48 Junction 725.85 729.59 725.85 729.59 0.00 1.51 726.06 0.00 3.53 0 00:00 0.00 0.00
44 SD/49 Junction 729.50 732.23 729.50 732.23 0.00 1.51 729.82 0.00 2.41 0 00:00 0.00 0.00
45 SD/5 Junction 677.91 682.40 677.91 682.40 0.00 39.79 680.00 0.00 2.40 0 00:00 0.00 0.00
46 SD/6 Junction 683.50 687.69 683.50 687.69 0.00 35.04 684.89 0.00 2.80 0 00:00 0.00 0.00
47 SD/7 Junction 688.68 692.26 688.68 692.26 0.00 30.18 690.31 0.00 1.95 0 00:00 0.00 0.00
48 SD/8 Junction 694.15 697.77 694.15 697.77 0.00 26.69 695.54 0.00 2.23 0 00:00 0.00 0.00
49 SD/9 Junction 704.10 707.83 704.10 707.83 0.00 23.23 705.26 0.00 2.57 0 00:00 0.00 0.00
50 STREAM-CONNECT Junction 662.76 679.00 662.76 679.00 0.00 33.13 663.08 0.00 15.92 0 00:00 0.00 0.00
51 OUIFAIL 1 Outfall 651.20 73.61 651.52
52 OUIFALL.2 Outfall 716.35 0.30 716.35
53 OUIFALL.3 Outfall 663.20 16.11 663.20
54 WET-POND Storage Node 667.25 679.00 671.75 0.00 114.84 676.41 0.00 0.00

Link Summary
SNElement Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total lime Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition
Node Eevaton Elevation Ratio 'IotalDepth
Ratio
(ft) (It) (It) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)
1 NULL-PIPE Pipe NULL-1 NULL-2 90901.97 0.00 0.00 0.0000 18.000 0.0150 0.00 0.01 0.00 0.00 0.00 0.00 0.00 Calculated
2 Pipe-25 Pipe OS POND-OUP 93.00 667.25 666.00 1.3400 24.000 0.0130 18.50 26.23 0.71 10.07 1.13 0.57 0.00 Calculated
3 Pipe-26 Pipe SD#23 SD#22 187.17 693.25 691.00 1.2000 18.000 0.0130 4.70 11.52 0.41 4.43 0.86 0.58 0.00 Calculated
4 Pipe-27 Pipe SDN22 SD#21 61.31 690.80 690.09 1.1600 18.000 0.0130 8.83 11.30 0.78 6.14 1.12 0.76 0.00 Calculated
5 Pipe-28 Pipe SD#21 SD#20 154.91 689.89 684.90 3.2200 18.000 0.0130 13.90 18.85 0.74 10.61 1.02 0.69 0.00 Calculated
6 Pipe-29 Pipe SD#20 513619 166.31 683.90 675.85 4.8400 30.000 0.0130 59.44 90.24 0.66 14.16 1.91 0.80 0.00 Calculated
7 Pipe-31 Pipe SD#4 WET-POND 59.00 675.98 674.04 3.2900 30.000 0.0130 44.65 74.38 0.60 11.88 1.83 0.74 0.00 Calculated
8 Pipe-32 Pipe SD#27 SD#26 183.41 702.95 702.03 0.5000 18.000 0.0130 5.72 7.44 0.77 4.00 1.13 0.78 0.00 Calculated
9 Pipe-33 Pipe SD#26 SD#25 183.42 701.83 699.70 1.1600 18.000 0.0130 10.60 11.32 0.94 6.68 1.24 0.87 0.00 Calculated
10 Pipe-34 Pipe 513625 SD#24 292.34 699.20 687.95 3.8500 24.000 0.0130 37.21 44.38 0.84 14.49 1.47 0.76 0.00 Calculated
11 Pipe-35 Pipe SD#24 SD#20 82.97 687.45 684.10 4.0400 30.000 0.0130 42.21 82.42 0.51 12.37 1.61 0.67 0.00 Calculated
12 Pipe-36 Pipe SD#30 SD#29 184.45 714.20 713.28 0.5000 18.000 0.0130 1.55 7.42 0.21 2.88 0.64 0.43 0.00 Calculated
13 Pipe-37 Pipe 513629 SD#28 183.43 712.58 711.00 0.8600 24.000 0.0130 16.36 21.00 0.78 6.75 1.44 0.72 0.00 Calculated
14 Pipe-38 Pipe 513628 SD#25 312.33 710.80 699.40 3.6500 24.000 0.0130 21.22 43.22 0.49 11.35 1.19 0.61 0.00 Calculated
15 Pipe-39 Pipe SD#33 S13#32 85.00 718.50 717.45 1.2400 18.000 0.0130 3.03 11.67 0.26 3.73 0.70 0.47 0.00 Calculated
16 Pipe-40 Pipe SIk/32 513631 50.00 717.25 716.80 0.9000 18.000 0.0130 6.10 9.97 0.61 5.18 0.94 0.63 0.00 Calculated
17 Pipe-41 Pipe SD#31 SD#29 333.38 716.25 712.78 1.0400 24.000 0.0130 14.31 23.08 0.62 6.67 1.29 0.65 0.00 Calculated
18 Pipe-42 Pipe SD#35 SD#34 24.98 718.90 718.77 0.5200 18.000 0.0130 1.02 7.58 0.13 2.29 0.47 0.32 0.00 Calculated
19 Pipe-43 Pipe SD#34 SD#31 142.91 718.57 716.80 1.2400 18.000 0.0130 4.24 11.69 0.36 5.72 0.67 0.45 0.00 Calculated
20 Pipe-44 Pipe SD#15 SD#14 119.35 719.15 718.55 0.5000 18.000 0.0130 2.73 7.45 0.37 3.65 0.65 0.44 0.00 Calculated
21 Pipe-45 Pipe SD#14 S13#13 146.98 718.25 715.00 2.2100 18.000 0.0130 7.66 15.62 0.49 7.44 0.98 0.68 0.00 Calculated
22 Pipe-46 Pipe SD#13 SD#12 149.60 714.50 713.75 0.5000 24.000 0.0130 13.21 16.02 0.82 4.58 1.65 0.87 0.00 Calculated
23 Pipe-47 Pipe SD#12 SD611 65.68 713.55 713.22 0.5000 24.000 0.0130 14.85 16.04 0.93 5.34 1.60 0.83 0.00 Calculated
24 Pipe-48 Pipe SD#11 SD610 197.03 713.02 711.36 0.8400 24.000 0.0130 14.84 20.76 0.71 6.61 1.31 0.67 0.00 Calculated
25 Pipe-49 Pipe SI3#10 SD#9 138.57 711.16 704.30 4.9500 24.000 0.0130 20.21 50.33 0.40 13.10 0.95 0.49 0.00 Calculated
26 Pipe-50 Pipe SI3#9 SD#8 286.75 704.10 694.35 3.4000 24.000 0.0130 23.24 41.71 0.56 12.14 1.12 0.59 0.00 Calculated
27 Pipe-51 Pipe SD#8 5Dp7 160.88 694.15 688.88 3.2800 24.000 0.0130 26.70 40.94 0.65 11.37 1.37 0.70 0.00 Calculated
28 Pipe-52 Pipe SD#7 SD#6 142.84 688.68 684.00 3.2800 24.000 0.0130 30.17 40.95 0.74 12.34 1.42 0.73 0.00 Calculated
29 Pipe-53 Pipe SD#6 SD#5 165.35 683.50 678.11 3.2600 30.000 0.0130 35.04 74.06 0.47 10.41 1.62 0.65 0.00 Calculated
30 Pipe-54 Pipe 51365 SD#4 55.62 677.91 676.18 3.1100 30.000 0.0130 39.79 72.34 0.55 9.75 2.01 0.81 0.00 Calculated
31 Pipe-55 Pipe SD#17 513616 124.69 719.95 719.21 0.6000 18.000 0.0130 2.80 8.11 0.35 3.93 0.64 0.43 0.00 Calculated
32 Pipe-56 Pipe SD#16 513614 76.38 719.01 718.55 0.6000 18.000 0.0130 3.75 8.15 0.46 4.10 0.77 0.51 0.00 Calculated
33 Pipe-57 Pipe SIki19 WET-POND 70.50 675.35 673.89 2.0700 36.000 0.0130 63.05 95.98 0.66 11.13 2.15 0.75 0.00 Calculated
34 Pipe-58 Pipe SD#41 SD#39 125.32 711.90 707.66 3.3800 24.000 0.0150 14.00 36.06 0.39 9.69 0.94 0.47 0.00 Calculated
35 Pipe-59 Pipe SD#39 SD#37 123.11 707.66 703.51 3.3700 24.000 0.0150 15.05 36.00 0.42 6.96 1.43 0.73 0.00 Calculated
36 Pipe-60 Pipe SD#37 513636 160.19 703.36 700.42 1.8400 24.000 0.0150 15.93 26.56 0.60 9.78 1.12 0.56 0.00 Calculated
37 Pipe-62 Pipe SD840 SD#39 6.28 707.77 707.66 1.7500 15.000 0.0150 1.59 7.41 0.22 2.00 0.87 0.71 0.00 Calculated
38 Pipe-63 Pipe SD#38 SD#37 15.00 706.35 706.00 2.3300 18.000 0.0130 0.89 16.05 0.06 4.16 0.27 0.18 0.00 Calculated
39 Pipe-64 Pipe SD#49 SD#48 110.00 729.50 725.85 3.3200 18.000 0.0130 1.51 19.13 0.08 7.28 0.26 0.17 0.00 Calculated
40 Pipe-65 Pipe SD#47 SD#46 63.00 720.15 716.75 5.4000 18.000 0.0130 3.43 24.40 0.14 8.27 0.43 0.28 0.00 Calculated
41 Pipe-66 Pipe SD#45 SD#44 31.36 715.17 714.91 0.8300 15.000 0.0150 5.75 5.10 1.13 6.66 0.82 0.66 0.00>CAPACITY
42 Pipe-67 Pipe SD#43 513642 31.90 713.66 713.34 1.0000 15.000 0.0150 6.66 5.61 1.19 6.90 0.91 0.73 0.00>CAPACHY
43 Pipe-72 Channel POND-OUP STREAM-CONNECT 136.00 666.00 662.76 2.3800 90.000 0.0500 18.50 6086.27 0.00 1.74 0.29 0.04 0.00
44 Pipe-73 Channel STREAM-CONNECT OUIFALL-1 289.00 662.76 651.20 4.0000 90.000 0.0500 32.49 7886.39 0.00 2.73 0.32 0.04 0.00
45 STREAM Channel SD#36 STRE5M-CONNECT 1735.00 700.42 662.76 2.1700 90.000 0.0500 15.38 4559.59 0.00 1.70 0.28 0.04 0.00

Link Summary
SNElement Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/ Peak Flow Peak Flow Peak Flow Total lime Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/ Surcharged Condition
Node Elevation Elevation Ratio 'IotalDapth
Ratio
(ft) (ft) (8) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)
46 SWALE-1 Channel SD#48 SDk47 162.37 725.85 720.15 3.5100 15.000 0.0300 1.50 53.86 0.03 1.64 0.31 0.25 0.00
47 SWALE-2 Channel SD#46 SDN45 143.29 716.75 715.17 1.1000 15.000 0.0300 3.42 30.19 0.11 0.97 0.84 0.68 0.00
48 SWALE-3 Channel SD#44 50943 30.04 714.91 713.66 4.1600 15.000 0.0300 5.75 58.64 0.10 1.55 0.82 0.66 0.00
49 SWALE-4 Channel S0942 SD/41 110.08 713.34 711.90 1.3100 15.000 0.0300 6.65 32.88 0.20 2.26 0.75 0.61 0.00
50 LOW--ORIF Orifice WET-POND OS 667.25 667.25 11.000 3.92
51 LOW-ORIF-2 Orifice WET-POND OS 667.25 667.25 11.000 3.92
52 LDW-ORIF-3 Orifice WET-POND OS 667.25 667.25 11.000 3.92
53 WQ Orifice WET-POND OS 667.25 667.25 5.000 1.42
54 FM-SPILLWAY Weir WE-POND POND-OUT 667.25 666.00 0.00
55 WEIR(TOP OF BOX) Weir WET-POND OS 667.25 667.25 0.00
56 WElR 1 Weir WET-POND OS 667.25 667.25 1.78
57 WElR2 Weir WE-POND OS 667.25 667.25 1.78
58 WFR3 Weir WECPOND OS 667.25 667.25 1.78

Subbas in Hydrology
Subbasin:POST-201
Input Data
Area(ac) 0.14
Peak Rate Factor 484
Weighted Curve Number 66.43
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
50-75%grass cover,Fair 0.1 B 69
Woods,Fair 0.04 B 60
Composite Area&Weighted CN 0.14 66.43
Time ofConcentration
'WC
Sheet How Equation:
Tc=(0.007*((n*If)^0.8))/((P^0.5)*(Sf`0.4))
Where:
Tc=Time of Concentration(hr)
n =Manning's roughness
If=Flow Length(ft)
P =2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(Sf`0.5)(unpaved surface)
V=20.3282*(Sf`0.5)(paved surface)
V=15.0*(Sf`0.5)(grassed waterway surface)
V=10.0*(Sf`0.5)(nearlybare&untffied surface)
V=9.0*(Sf`0.5)(cultivated straight rows surface)
V=7.0*(Sf`0.5)(short grass pasture surface)
V=5.0*(Sf`0.5)(woodland surface)
V=2.5*(SF 0.5)(forest w/heavy litter surface)
Tc=(If/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(It)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(SF 0.5))/n
R=Aq/Wp
Tc=(If/V)/(3600 sec/hr)
Where:
Tc='lime of Concentration(hr)
Lf=Flow Length(It)
R=Hydraulic Radius(ft)
Pq=Flow Area(ft')
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n=Manning's roughness

Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.4 0 0
Flow Length(ft): 50 0 0
Slope(%): 1.72 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.07 0 0
Computed Flow Time(min): 12.53 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 204 0 0
Slope(%): 2.52 0 0
Surface Type: Woodland Unpaved Unpaved
Velocity(ft/sec): 0.79 0 0
ComputedFlowlime(min): 4.3 0 0
Total TOC(min) 16.83
Subbasin RunoffResults
Total Rainfall(in) 5.1
Total Runoff(in) 1.83
Peak Runoff(cfs) 0.3
Weighted Curve Number 66.43
Time of Concentration(days hh:mm:ss) 0 00:16:50

Subbasin:POST-201
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m -
IY 3
2.5
2
1.5
1
0.5
O 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
0.31
0.3
0.29
0.28
0.27
0.26
0.25
0.24
0.23
0.22
0.21
0.2
0.19
0.18
0.17
• 0.16
O 0.15
c
� 0.14
0.13
0.12
0.11
0.1
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
•
O 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:POST-301
Input Data
Area(ac) 6.59
Peak Rate Factor 484
Weighted Curve Number 76.53
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
50-75%grass cover,Fair 0.56 B 69
50-75%grasscover,Fair 3.74 C 79
Woods,Fair 0.09 B 60
Woods,Fair 1.75 C 73
Existing Pond Surface 0.26 C 98
>75%grass cover,Good 0.19 B 61
Composite Area&Weighted CN 6.59 76.53
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.4 0 0
Flow Length(ft): 100 0 0
Slope(%): 5.48 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.12 0 0
Computed Flow Time(min): 13.72 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 776 157 225
Slope(%): 5.48 0.5 5.68
Surface Type: Woodland Unpaved Unpaved
Velocity(ftlsec): 1.17 1.14 3.85
Computed Flow Tune(min): 11.05 2.3 0.97
Total TOC(min) 28.04
Subbasin RunoffResults
Total Rainfall(in) 5.1
Total Runoff(in) 2.67
PeakRunoff(cfs) 16.13
Weighted Curve Number 76.53
Time of Concentration(days hh:mm:ss) 0 00:28:02

Subbasin:POST-301
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
c 4
m
c 3.5
m -
C 3
2.5
2
1.5
1
0.5
O 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
18
17- -
16- •
15
14-
13-
12
11
10
U .
9
O
C
• 8-
7-
6
5
4-
3
2
1
O 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-101
Input Data
Area(ac) 32.85
Peak Rate Factor 484
Weighted Curve Number 70.41
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
50-75%grass cover,Fair 1.25 B 69
50-75%grasscover,Fair 1.8 C 79
Urban industrial,72%imp 3.88 B 88
Urban industrial,72%imp 1.56 C 91
Woods,Fair 7.76 C 73
Woods,Fair 14.73 B 60
Existing Roadway 0.6 B 98
Proposed paved parking&roofs 0.2 B 98
>75%grass cover,Good 0.51 B 61
>75%grass cover,Good 0.56 C 74
Composite Area&Weighted CN 32.85 70.41
Time ofConcentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
lvhnning's Roughness: 0.4 0 0
Flow Length(ft): 100 0 0
Slope(%): 1 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.06 0 0
Computed Flow Time(min): 27.09 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 810 485 1982
Slope(%): 3.15 2.56 2.56
Surface Type: Grass pasture Paved Unpaved
Velocity(ft/sec): 1.24 3.25 2.58
Computed FlowTime(min): 10.89 2.49 12.8
Total TOC(min) 53.27
Subbasin RunoffRe sults
Total Rainfall(in) 5.1
Total Runoff(in) 2.14
Peak Runoff(cfs) 41.18
Weighted Curve Number 70.41
Time of Concentration(days hh:mm:ss) 0 00:53:16

Subbasin:PS-101
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m -
C 3
2.5
2
1.5
1
0.5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
44
42-
40-
38
36
34
32
30-
28
26-
24-
22
o .
S 20
18
16
14
12
10-
8-
6
4
2-
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-104
Input Data
Area(ac) 1
Peak Rate Factor 484
Weighted Curve Number 86.58
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
>75%grass cover,Good 0.14 B 61
>75%grass cover,Good 0.26 C 74
Paved parking&roofs 0.57 C 98
Pavedparking&roofs 0.03 B 98
Composite Area&Weighted CN 1 86.58
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
tvbnning's Roughness: 0.4 0.01 0
Flow Length(ft): 66 34 0
Slope(%): 20 3.95 0
2 yr,24 hr Rainfall(in): 3.5 3.5 0
Velocity(ft/s ec): 0.19 1.64 0
Computed Flow lime(mm 5.86 0.34 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 278 0 0
Slope(%): 3.95 0 0
Surface Type: Paved Unpaved Unpaved
Velocity(ft/sec): 4.04 0 0
Computed Flow lime(min): 1.15 0 0
Total lOC(min) 7.35
Subbasin Runoff Results
Total Rainfall(in) 5.1
Total Runoff(in) 3.62
Peak Runoff(ca) 5.24
Weighted Curve Number 86.58
lime of Concentration(days hh:mm:ss) 0 00:07:21

Subbasin:PS-104
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m -
C 3
2.5
2
1.5
1
0.5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
5.4
5.2-
5-
4.8-
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
w 3
U
2.8
0 2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.
0.4 2
0.
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-105
Input Data
Area(ac) 1
Peak Rate Factor 484
Weighted Curve Number 87.3
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
>75%grass cover,Good 0.05 C 74
>75%grass cover,Good 0.26 B 61
Paved parking&roofs 0.23 B 98
Pavedparking&roofs 0.47 C 98
Composite Area&Weighted CN 1.01 87.3
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
tvbnning's Roughness: 0.4 0.01 0
Flow Length(ft): 80 20 0
Slope(%): 15 3.67 0
2 yr,24 hr Rainfall(in): 3.5 3.5 0
Velocity(ft/s ec): 0.17 1.43 0
Computed Flow lime(min): 7.67 0.23 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 307 0 0
Slope(%): 3.67 0 0
Surface Type: Paved Unpaved Unpaved
Velocity(ft/sec): 3.89 0 0
Computed Flow-rime(min): 1.32 0 0
Total IOC(min) 9.22
Subbasin Runoff Results
Total Rainfall(in) 5.1
Total Runoff(in) 3.69
Peak Runoff(ca) 5.07
Weighted Curve Number 87.3
lime of Concentration(days hh:mm:ss) 0 00:09:13

Subbasin:PS-105
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m -
IY 3
2.5
2
1.5
1
0.5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
5.2
5-
4.8-
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
N
3
U 2.8
2.6
O
S 2.4
K 2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-106
Input Data
Area(ac) 0.99
Peak Rate Factor 484
Weighted Curve Number 88.02
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved parking&roofs 0.07 C 98
>75%grass cover,Good 0.27 B 61
Pavedparking&roofs 0.65 B 98
Composite Area&Weighted CN 0.99 88.02
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.4 0.01 0
Flow Length(ft): 70 30 0
Slope(%): 15.71 3.68 0
2 yr,24 hr Rainfall(in): 3.5 3.5 0
Velocity(ft/sec): 0.17 1.56 0
Computed Flow Time(min): 6.77 0.32 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 350 0 0
Slope(%): 3.68 0 0
Surface Type: Paved Unpaved Unpaved
Velocity(ft/sec): 3.9 0 0
Computed Flow Tune(min): 1.5 0 0
Total TOC(min) 8.58
Subbasin Runoff Results
Total Rainfall(in) 5.1
Total Runoff(in) 3.77
Peak Runoff(cfs) 5.2
Weighted Curve Number 88.02
Time of Concentration(days hh:mm:ss) 0 00:08:35

Subbasin:PS-106
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m
3
2.5
2
1.5
1
0.5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
5.2
5 I
4.8-
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
N
3
U 2.8
2.6
O
S 2.4
K 2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-107
Input Data
Area(ac) 0.83
Peak Rate Factor 484
Weighted Curve Number 84.63
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
>75%grass cover,Good 0.3 B 61
Paved parking&roofs 0.53 B 98
Composite Area&Weighted CN 0.83 84.63
Time ofConcentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.4 0.01 0
Flow length(ft): 78 22 0
Slope(%): 10.9 3.55 0
2 yr,24 hr Rainfall(in): 3.5 3.5 0
Velocity(ft/sec): 0.15 1.44 0
Computed Flow Time(min): 8.54 0.25 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 372 0 0
Slope(%): 3.55 0 0
Surface Type: Unpaved Unpaved Unpaved
Velocity(ft/sec): 3.04 0 0
Computed Flow lune(min): 2.04 0 0
Total IOC(min) 10.84
Subbasin RunoffResults
Total Rainfall(in) 5.1
Total Runoff(in) 3.42
Peak Runoff(cfs) 3.82
Weighted Curve Number 84.63
lime of Concentration(days hh:mm:ss) 0 00:10:50

Subbasin:PS-107
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m -
C 3
2.5
2
1.5
1
0.5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
4.2
4-
3.8-
3.6-
3.4-
3.2
3
2.8
2.6-
N 2.4-
2.2
c 2_
1.8
1.6
1.4
1.2-
1-
0.8
0.6
0.4-
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-108
Input Data
Area(ac) 0.64
Peak Rate Factor 484
Weighted Curve Number 95.11
Rain Gage 1D 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved parking&roofs 0.59 B 98
>75%grass cover,Good 0.05 B 61
Composite Area&Weighted CN 0.64 95.11
Time ofConcentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.4 0.01 0
Flow Length(ft): 65 35 0
Slope(%): 10.15 3.63 0
2 yr,24 hr Rainfall(in): 3.5 3.5 0
Velocity(ft/sec): 0.14 1.6 0
Computed Flow Time(min): 7.6 0.37 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 296 0 0
Slope(%): 3.63 0 0
Surface Type: Paved Unpaved Unpaved
Velocity(ft/sec): 3.87 0 0
Computed Flow lune(min): 1.27 0 0
Total'OC(min) 9.24
Subbasin RunoffResults
Total Rainfall(in) 5.1
Total Runoff(in) 4.53
Peak Runoff(cfs) 3.73
Weighted Curve Number 95.11
lime of Concentration(days hh:mm:ss) 0 00:09:14

Subbasin:PS-108
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m -
C 3
2.5
2
1.5
1
0.5
•
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
3.8
3.6
3.4
3.2-
3-
2.8- -
2.6
2.4-
2.2-
m
46 2
2 1.8-
K 1.6-
1.4-
1.2
1
0.8
0.6
0.4
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-109
Input Data
Area(ac) 0.5
Peak Rate Factor 484
Weighted Curve Number 97.26
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
>75%grass cover,Good 0.01 13 61
Paved parking&roofs 0.49 13 98
Composite Area&Weighted CN 0.5 97.26
Time ofConcentration
User-Defined TOC override(minutes):6.00
Subbasin Runoff Results
Total Rainfall(in) 5.1
Total Runoff(in) 4.78
PeakRunoff(cfs) 3.24
Weighted Curve Number 97.26
Time of Concentration(days hh:mm:ss) 0 00:06:00

Subbasin:PS-109
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m -
C 3
2.5
2
1.5
1
0.5
O 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
3.6
3.4- -
3.2- •
3
2.8-
2.6-
2.4
2.2
2-
U .
1.8
0
c '
• 1.6-
1.4
1.2
1
0.8-
0.6
0.4
0.2
O 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-110
Input Data
Area(ac) 0.9
Peak Rate Factor 484
Weighted Curve Number 96.36
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
>75%grass cover,Good 0.04 13 61
Paved parking&roofs 0.86 13 98
Composite Area&Weighted CN 0.9 96.36
Time ofConcentration
User-Defined TOC override(minutes):6.00
Subbasin Runoff Results
Total Rainfall(in) 5.1
Total Runoff(in) 4.67
PeakRunoff(cfs) 5.81
Weighted Curve Number 96.36
Time of Concentration(days hh:mm:ss) 0 00:06:00

Subbasin:PS-110
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m -
C 3
2.5
2
1.5
1
0.5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
6.2
6
5.8
5.6
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
0 3
S 2.8
2.6
2.4
2.2
2
1.8
1.6 -
1.4
1.2
1
0.8
0.6
0.4
0.2
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-112
Input Data
Area(ac) 0.44
Peak Rate Factor 484
Weighted Curve Number 75.3
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved parking&roofs 0.17 13 98
>75%grass cover,Good 0.27 B 61
Composite Area&Weighted CN 0.44 75.3
Time ofConcentration
User-Defined TOC override(minutes):6
Subbasin Runoff Results
Total Rainfall(in) 5.1
Total Runoff(in) 2.56
PeakRunoff(cfs) 1.74
Weighted Curve Number 75.3
Time of Concentration(days hh:mm:ss) 0 00:06:00

Subbasin:PS-112
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
c 4
m
c 3.5
m -
C 3
2.5
2
1.5
1
0.5
O 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
1.8
1.7- —
1.6-
1.5
1.4-
1.3-
1.2
1.1
w 1-
U .
w 0.9
O
C
• 0.8-
0.7
0.6
0.5
0.4-
0.3-
0.2
0.1
O 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-113
Input Data
Area(ac) 0.98
Peak Rate Factor 484
Weighted Curve Number 91.2
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
>75%grass cover,Good 0.18 13 61
Paved parking&roofs 0.8 13 98
Composite Area&Weighted CN 0.98 91.2
Time ofConcentration
User-Defined TOC override(minutes):6
Subbasin Runoff Results
Total Rainfall(in) 5.1
Total Runoff(in) 4.1
PeakRunoff(cfs) 5.87
Weighted Curve Number 91.2
Time of Concentration(days hh:mm:ss) 0 00:06:00

Subbasin:PS-113
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m -
C 3
2.5
2
1.5
1
0.5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
6.2
6
5.8
5.6
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
ow 3.4
3.2
0 3
S 2.8
2.6
2.4
2.2
2
1.8
1.6 -
1.4
1.2
1
0.8
0.6
0.4
0.2
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-114
Input Data
Area(ac) 0.27
Peak Rate Factor 484
Weighted Curve Number 97.04
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
>75%grass cover,Good 0.01 13 61
Paved parking&roofs 0.26 13 98
Composite Area&Weighted CN 0.27 97.04
Time ofConcentration
User-Defined TOC override(minutes):6
Subbasin Runoff Results
Total Rainfall(in) 5.1
Total Runoff(in) 4.75
PeakRunoff(cfs) 1.74
Weighted Curve Number 97.04
Time of Concentration(days hh:mm:ss) 0 00:06:00

Subbasin:PS-114
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m -
C 3
2.5
2
1.5
1
0.5
•
O 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
1.9
1.8
1.7
1.6-
1.5-
1.4- -
1.3
1.2-
1.1-
m
1
• 0.9-
• 0.8-
0.7-
0.6
0.5
0.4
0.3
0.2
0.1
O 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-115
Input Data
Area(ac) 0.54
Peak Rate Factor 484
Weighted Curve Number 84.63
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved parking&roofs 0.34 13 98
>75%grass cover,Good 0.18 0 61
1/2 acre lots,25%impervious 0.02 0 70
Composite Area&Weighted CN 0.54 84.63
Time of Concentration
User-Defined TOC override(minutes):6
Subbasin RunoffRe sults
Total Rainfall(in) 5.1
Total Runoff(in) 3.42
PeakRunoff(cfs) 2.8
Weighted Curve Number 84.63
Time of Concentration(days hh:mm:ss) 0 00:06:00

Subbasin:PS-115
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m -
C 3
2.5
2
1.5
1
0.5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
2.9
2.8
2.7
2.6
2.5
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
U
1.5
0 1.4
z 1.3
1.2
1.1
1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1 .
•
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-116
Input Data
Area(ac) 0.21
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage lD 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved parking&roofs 0.21 B 98
Composite Area&Weighted CN 0.21 98
Time of Concentration
User-Defined TDC override(minutes):6
Subbasin RunoffRe sults
Total Rainfall(in) 5.1
Total Runoff(in) 4.86
Peak Runoff(cfs) 1.38
Weighted Curve Number 98
Time of Concentration(days hh:mm:ss) 0 00:06:00

Subbasin:PS-116
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m -
IY 3
2.5
2
1.5
1
0.5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
1.45
1.4
1.35
1.3
1 25
1.2
1.15
1.1
1.05
1
0.95
0.9
0.85
0.8
U
0.75
0 0.7
c
0.65
0.6
0.55
0.5
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-117
Input Data
Area(ac) 0.64
Peak Rate Factor 484
Weighted Curve Number 90.01
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
1/2 acre lots,25%impervious 0.11 B 70
Paved parking&roofs 0.48 B 98
>75%grass cover,Good 0.06 B 61
Composite Area&Weighted CN 0.65 90.01
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.3 0 0
Flow Length(ft): 100 0 0
Slope(%): 2 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.1 0 0
Computed Flow Time(min): 16.31 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 166 12 34
Slope(%): 3.14 2 33.33
Surface Type: Paved ass pastrass pasture
Velocity(ft/sec): 3.6 0.99 4.04
Computed Flow Time(min): 0.77 0.2 0.14
Total TOC(min) 17.42
Subbasin Runoff Results
Total Rainfall(in) 5.1
Total Runoff(in) 3.97
Peak Runoff(cfs) 2.87
Weighted Curve Number 90.01
Time of Concentration(days hh:mm:ss) 0 00:17:25

Subbasin:PS-117
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m -
C 3
2.5
2
1.5
1
0.5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
3.1
3
2.9
2.8
2.7
2.6
2.5
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
0 1.5
S 1.4
1.3
1.2
1.1
1
0.9
0.8 -
0.7
0.6
0.5
0.4
0.3
0.2
0.1
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-119
Input Data
Area(ac) 0.59
Peak Rate Factor 484
Weighted Curve Number 97.19
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved parking&roofs 0.12 13 98
>75%grass cover,Good 0.02 C 74
Paved parking&roofs 0.45 C 98
Composite Area&Weighted CN 0.59 97.19
Time of Concentration
User-Defined TOC override(minutes):6
Subbasin RunoffRe sults
Total Rainfall(in) 5.1
Total Runoff(in) 4.77
PeakRunoff(cfs) 3.82
Weighted Curve Number 97.19
Time of Concentration(days hh:mm:ss) 0 00:06:00

Subbasin:PS-119
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m
3
2.5
2
1.5
1
0.5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
4
3.8-
3.6-
3.4-
3.2
3
2.8
2.6-
2.4
2.2-
o
2
o
C
1.8
1.6-
1.4
1.2-
1-
0.8
0.6-
0.4
0.2
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-120
Input Data
Area(ac) 0.59
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved parking&roofs 0.34 C 98
Paved parking&roofs 0.25 13 98
Composite Area&Weighted CN 0.59 98
Time ofConcentration
User-Defined TOC override(minutes):6
Subbasin Runoff Results
Total Rainfall(in) 5.1
Total Runoff(in) 4.86
PeakRunoff(cfs) 3.83
Weighted Curve Number 98
Time of Concentration(days hh:mm:ss) 0 00:06:00

Subbasin:PS-120
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m -
C 3
2.5
2
1.5
1
0.5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
4.2
4-
3.8-
3.6-
3.4-
3.2
3
2.8
2.6-
N 2.4-
2.2
c 2_
1.8
1.6
1.4
1.2-
1-
0.8
0.6 —
0.4
0.2
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-121
Input Data
Area(ac) 0.8
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved parking&roofs 0.43 C 98
Paved parking&roofs 0.37 13 98
Composite Area&Weighted CN 0.8 98
Time ofConcentration
User-Defined TOC override(minutes):6
Subbasin Runoff Results
Total Rainfall(in) 5.1
Total Runoff(in) 4.86
PeakRunoff(cfs) 5.21
Weighted Curve Number 98
Time of Concentration(days hh:mm:ss) 0 00:06:00

Subbasin:PS-121
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m -
C 3
2.5
2
1.5
1
0.5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
5.4
5.2-
5
4.8-
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
w 3
U
2.8
0 2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-122
Input Data
Area(ac) 0.66
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved parking&roofs 0.05 C 98
Paved parking&roofs 0.61 13 98
Composite Area&Weighted CN 0.66 98
Time ofConcentration
User-Defined TOC override(minutes):6
Subbasin Runoff Results
Total Rainfall(in) 5.1
Total Runoff(in) 4.86
Peak Runoff(cfs) 4.29
Weighted Curve Number 98
Time of Concentration(days hh:mm:ss) 0 00:06:00

Subbasin:PS-122
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m
3
2.5
2
1.5
1
0.5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
4.6
4.4
4.2 —
4
3.8-
3.6
3.4
3.2-
3
2.8: —
3 2.6-
2.4
c 2.2
K 2- —
1.8
1.6-
1.4
1.2
1
0.8- —
0.6-
0.4-
•
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-123
Input Data
Area(ac) 0.72
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved parking&roofs 0.03 C 98
Paved parking&roofs 0.69 13 98
Composite Area&Weighted CN 0.72 98
Time ofConcentration
User-Defined TOC override(minutes):6
Subbasin Runoff Results
Total Rainfall(in) 5.1
Total Runoff(in) 4.86
PeakRunoff(cfs) 4.71
Weighted Curve Number 98
Time of Concentration(days hh:mm:ss) 0 00:06:00

Subbasin:PS-123
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m -
IY 3
2.5
2
1.5
1
0.5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
5
4.8-
4.6-
4.4
4.2-
4
3.8
3.6
3.4
3.2-
3
w 2.8-
2.6-
o 2.4
c
K 2.2
2-
1.8-
1.6-
1.4-
1.2
1
0.8-
0.6-
0.4
0.2
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-124
Input Data
Area(ac) 0.83
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved parking&roofs 0.1 C 98
Paved parking&roofs 0.73 13 98
Composite Area&Weighted CN 0.83 98
Time ofConcentration
User-Defined TOC override(minutes):6
Subbasin Runoff Results
Total Rainfall(in) 5.1
Total Runoff(in) 4.86
PeakRunoff(cfs) 5.42
Weighted Curve Number 98
Time of Concentration(days hh:mm:ss) 0 00:06:00

Subbasin:PS-124
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
O 4
m
c 3.5
m -
C 3
2.5
2
1.5
1
0.5
•
O 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
5.6
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
w 3.2
t 3
• 2.8
0
• 2.6
K 2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
O 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-125
Input Data
Area(ac) 0.9
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage lD 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved parking&roofs 0.9 0 98
Composite Area&Weighted CN 0.9 98
Time of Concentration
User-Defined TDC override(minutes):6
Subbasin RunoffRe sults
Total Rainfall(in) 5.1
Total Runoff(in) 4.86
Peak Runoff(cfs) 5.88
Weighted Curve Number 98
Time of Concentration(days hh:mm:ss) 0 00:06:00

Subbasin:PS-125
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m -
C 3
2.5
2
1.5
1
0.5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
6.2
6
5.8
5.6
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
ow 3.4
3.2
0 3
S 2.8
2.6
2.4
2.2
2
1.8
1.6 -
1.4
1.2
1
0.8
0.
0.4 2
0.
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-126
Input Data
Area(ac) 0.83
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage lD 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved parking&roofs 0.83 B 98
Composite Area&Weighted CN 0.83 98
Time of Concentration
User-Defined TDC override(minutes):6
Subbasin RunoffRe sults
Total Rainfall(in) 5.1
Total Runoff(in) 4.86
Peak Runoff(cfs) 5.42
Weighted Curve Number 98
Time of Concentration(days hh:mm:ss) 0 00:06:00

Subbasin:PS-126
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
O 4
m
c 3.5
m -
C 3
2.5
2
1.5
1
0.5
•
O 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
5.6
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
3.4
w 3.2
t 3
• 2.8
0
• 2.6
K 2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.6
0.4
0.2
O 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-127
Input Data
Area(ac) 0.89
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage lD 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved parking&roofs 0.89 B 98
Composite Area&Weighted CN 0.89 98
Time of Concentration
User-Defined TDC override(minutes):6
Subbasin RunoffRe sults
Total Rainfall(in) 5.1
Total Runoff(in) 4.86
Peak Runoff(cfs) 5.79
Weighted Curve Number 98
Time of Concentration(days hh:mm:ss) 0 00:06:00

Subbasin:PS-127
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m -
C 3
2.5
2
1.5
1
0.5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
6.2
6
5.8
5.6
5.4
5.2
5
4.8
4.6
4.4
4.2
4
3.8
3.6
ow 3.4
3.2
0 3
S 2.8
2.6
2.4
2.2
2
1.8
1.6 -
1.4
1.2
1
0.8
0.6
0.4
0.2
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-128
Input Data
Area(ac) 0.93
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage lD 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved parking&roofs 0.93 0 98
Composite Area&Weighted CN 0.93 98
Time of Concentration
User-Defined TDC override(minutes):6
Subbasin RunoffRe sults
Total Rainfall(in) 5.1
Total Runoff(in) 4.86
Peak Runoff(cfs) 6.04
Weighted Curve Number 98
Time of Concentration(days hh:mm:ss) 0 00:06:00

Subbasin:PS-128
Rainfall Intensity Graph
7.5
7
6.5-
6
•
5.5
5-
4.5
s`
O 4
m
c 3.5
m -
C 3
2.5
2
1.5
1
0.5
O 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
7
6.5
6-
5.5
5
4.5-
w 4-
U
w 3.5
0
c
K• 3
2.5-
2
1.5
1
0.5 •
O 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-129
Input Data
Area(ac) 0.16
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage lD 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved parking&roofs 0.16 0 98
Composite Area&Weighted CN 0.16 98
Time of Concentration
User-Defined TDC override(minutes):6
Subbasin RunoffRe sults
Total Rainfall(in) 5.1
Total Runoff(in) 4.86
Peak Runoff(cfs) 1.04
Weighted Curve Number 98
Time of Concentration(days hh:mm:ss) 0 00:06:00

Subbasin:PS-129
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m -
IY 3
2.5
2
1.5
1
0.5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
1.1
1.05
1-
0.95
0.9
0.85
0.8
0.75-
0.7
0.65-
0.6-
w 0.55
o .
o 0.5
0.45
0.4-
0.35-
0.3
0.25
0.2-
0.15
0.1- •
,nl
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-130
Input Data
Area(ac) 0.24
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage lD 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved parking&roofs 0.24 0 98
Composite Area&Weighted CN 0.24 98
Time of Concentration
User-Defined TDC override(minutes):6
Subbasin RunoffRe sults
Total Rainfall(in) 5.1
Total Runoff(in) 4.86
Peak Runoff(cfs) 1.58
Weighted Curve Number 98
Time of Concentration(days hh:mm:ss) 0 00:06:00

Subbasin:PS-130
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m -
C 3
2.5
2
1.5
1
0.5
•
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
1.7
1.6
1.5-
1.4
1.3-
1.2-
1.1
1-
--
0.9-
c 0.8
7
0.7
0.6-
0.5
0.4
0.3-
0.2
0.1
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-131
Input Data
Area(ac) 0.78
Peak Rate Factor 484
Weighted Curve Number 98
Rain Gage lD 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved parking&roofs 0.78 0 98
Composite Area&Weighted CN 0.78 98
Time of Concentration
User-Defined TDC override(minutes):6
Subbasin RunoffRe sults
Total Rainfall(in) 5.1
Total Runoff(in) 4.86
Peak Runoff(cfs) 5.08
Weighted Curve Number 98
Time of Concentration(days hh:mm:ss) 0 00:06:00

Subbasin:PS-131
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m -
C 3
2.5
2
1.5
1
0.5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
5.4
5.2-
5
4.8-
4.6
4.4
4.2
4
3.8
3.6
3.4
3.2
w 3
U
2.8
0 2.6
2.4
2.2
2
1.8
1.6
1.4
1.2
1
0.8
0.
0.4 2
0.
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-132
Input Data
Area(ac) 0.59
Peak Rate Factor 484
Weighted Curve Number 92.95
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved parking&roofs 0.49 B 98
>75%grass cover,Good 0.02 B 61
1/2 acre lots,25%impervious 0.08 B 70
Composite Area&Weighted CN 0.59 92.95
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.3 0 0
Flow Length(ft): 100 0 0
Slope(%): 5 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.15 0 0
Computed Flow Time(min): 11.31 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 196 20 0
Slope(%): 2.37 25 0
Surface Type: Paved ass paste Unpaved
Velocity(ft/sec): 3.13 3.5 0
Computed Flow Tune(min): 1.04 0.1 0
Total TOC(min) 12.45
Subbasin Runoff Results
Total Rainfall(in) 5.1
Total Runoff(in) 4.29
Peak Runoff(cfs) 3.09
Weighted Curve Number 92.95
Time of Concentration(days hh:mm:ss) 0 00:12:27

Subbasin:PS-132
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m -
C 3
2.5
2
1.5
1
0.5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
3.4
3.2-
3-
2.8
2.6-
2.4-
2.2
2 —
m -
46 1.8-
c 1.6
z
1.4
1.2-
1
0.8
0.6-
0.4
0.2
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-133
Input Data
Area(ac) 0.72
Peak Rate Factor 484
Weighted Curve Number 80.79
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved parking&roofs 0.3 B 98
>75%grass cover,Good 0.07 B 61
1/2 acre lots,25%impervious 0.35 B 70
Composite Area&Weighted CN 0.72 80.79
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.3 0 0
Flow Length(ft): 50 0 0
Slope(%): 3.09 0 0
2yr,24hr Rainfall cm): 3.5 0 0
Velocity(ft/sec): 0.11 0 0
Computed Flow Time(min): 7.87 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 75 18 112
Slope(%): 1.2 33.33 3.09
Surface Type: Paved ass pastrass pasture
Velocity(ft/sec): 2.23 4.04 1.23
Computed Flow Time(min): 0.56 0.07 1.52
Total TOC(min) 10.02
Subbasin Runoff Results
Total Rainfall(in) 5.1
Total Runoff(in) 3.05
Peak Runoff(cfs) 3.05
Weighted Curve Number 80.79
Time of Concentration(days hh:mm:ss) 0 00:10:01

Subbasin:PS-133
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m -
IY 3
2.5
2
1.5
1
0.5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
3.4
3.2
3-
2.8
2.6-
2.4-
2.2
246 —
m
1.8-
c 1.6
z
1.4
1.2-
1
0.8
0.6-
0.4
0.2
-.)111/4%."'"
•
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-134
Input Data
Area(ac) 0.98
Peak Rate Factor 484
Weighted Curve Number 78.34
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
>75%grass cover,Good 0.15 B 61
Paved parking&roofs 0.34 B 98
1/2 acre lots,25%impervious 0.49 B 70
Composite Area&Weighted CN 0.98 78.34
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.3 0 0
Flow Length(ft): 100 0 0
Slope(%): 3.23 0 0
2yr,24hr Rainfall cm): 3.5 0 0
Velocity(ft/sec): 0.12 0 0
Computed Flow Time(min): 13.47 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 202 55 20
Slope(%): 1.4 3.23 50
Surface Type: Paved ass pastrass pasture
Velocity(ft/sec): 2.41 1.26 4.95
Computed Flow Time(min): 1.4 0.73 0.07
Total TOC(min) 15.66
Subbasin Runoff Results
Total Rainfall(in) 5.1
Total Runoff(in) 2.83
Peak Runoff(cfs) 3.38
Weighted Curve Number 78.34
Time of Concentration(days hh:mm:ss) 0 00:15:40

Subbasin:PS-134
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
O 4
m
c 3.5
m -
C 3
2.5
2
1.5
1
0.5
O 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
3.6
3.4- -
3.2-
3
2.8-
2.6-
2.4
2.2
m 2-
U .
w 1.8
0
c •
• 1.6-
1.4
1.2
1
0.8-
0.6
0.4
0.2
O 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-135
Input Data
Area(ac) 0.28
Peak Rate Factor 484
Weighted Curve Number 79.5
Rain Gage 1D 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Paved parking&roofs 0.14 B 98
>75%grass cover,Good 0.14 B 61
Composite Area&Weighted CN 0.28 79.5
Time ofConcentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.4 0 0
Flow Length(ft): 50 0 0
Slope(%): 1.72 0 0
2yr,24hr Rainfall(m): 3.5 0 0
Velocity(ft/sec): 0.07 0 0
Computed Flow Time(min): 12.53 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 151 10 0
Slope(%): 1.2 1.72 0
Surface Type: Paved ass paste Unpaved
Velocity(ft/sec): 2.23 0.92 0
Computed Flow Time(min): 1.13 0.18 0
Total TOC(min) 13.84
Subbasin RunoffResults
Total Rainfall(in) 5.1
Total Runoff(in) 2.93
Peak Runoff(cls) 1.05
Weighted Curve Number 79.5
Time of Concentration(days hh:mm:ss) 0 00:13:50

Subbasin:PS-135
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m -
IY 3
2.5
2
1.5
1
0.5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
1.1
1.05
1-
0.95
0.9
0.85
0.8
0.75-
0.7
0.65-
4,5 0.6-
w 0.55
o .
o 0.5
0.45
0.4-
0.35-
0.3
0.25
0.2-
0.15
0.1
0.05
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-138
Input Data
Area(ac) 0.58
Peak Rate Factor 484
Weighted Curve Number 62.21
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
>75%grass cover,Good 0.2 B 61
Woods,Fair 0.26 B 60
50-75%grasscover,Fair 0.12 B 69
Composite Area&Weighted CN 0.58 62.21
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.4 0 0
Flow Length(ft): 100 0 0
Slope(%): 2.71 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.09 0 0
Computed Flow Time(min): 18.18 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(B): 63 60 0
Slope(%): 2.71 6.47 0
Surface Type: Woodland ass pasty Unpaved
Velocity(ft/sec): 0.82 1.78 0
Computed Flow Time(min): 1.28 0.56 0
Total TOC(min) 20.03
Subbasin Runoff Results
Total Rainfall(in) 5.1
Total Runoff(in) 1.52
Peak Runoff(cfs) 0.91
Weighted Curve Number 62.21
Time of Concentration(days hh:mm:ss) 0 00:20:02

Subbasin:PS-138
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
•
4.5
s`
c 4
m
c 3.5
m -
C 3
2.5
2
1.5
1
0.5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
0.95
0.9
0.85
0.8-
0.75-
0.7- -
0.65
0.6-
0.55-
N
0.5
g 0.45- -
z
0.4-
0.35-
0.3
0.25
0.2
0.15
0.1
0.05-
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-140
Input Data
Area(ac) 0.39
Peak Rate Factor 484
Weighted Curve Number 80.49
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Existing Roadway 0.16 B 98
>75%grass cover,Good 0.02 B 61
50-75%grasscover,Fair 0.21 B 69
Composite Area&Weighted CN 0.39 80.49
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.4 0 0
Flow Length(ft): 50 0 0
Slope(%): 4.26 0 0
2yr,24hr Rainfall cm): 3.5 0 0
Velocity(ft/sec): 0.1 0 0
Computed Flow Time(min): 8.72 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 190 0 0
Slope(%): 4.26 0 0
Surface Type: Grass pasture Paved ass pasture
Velocity(ft/sec): 1.44 0 0
Computed Flow Time(min): 2.2 0 0
Total TOC(min) 10.91
Subbasin Runoff Results
Total Rainfall(in) 5.1
Total Runoff(in) 3.03
Peak Runoff(cfs) 1.6
Weighted Curve Number 80.49
Time of Concentration(days hh:mm:ss) 0 00:10:55

Subbasin:PS-140
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m -
C 3
2.5
2
1.5
1
0.5
•
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
1.7
1.6
1.5-
1.4
1.3-
1.2-
1.1
1-
--
0.9-
c 0.8
7
0.7
0.6-
0.5
0.4
0.3-
0.2
0.1- J�
. . . . . . . . . . . . . . . . .
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-141
Input Data
Area(ac) 8.64
Peak Rate Factor 484
Weighted Curve Number 67.94
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Woods&grass combination,Fair 5.17 B 65
Existing Buildings 0.23 B 98
Proposed Roadway 0.13 B 98
Existing Roadway 0.14 B 98
1 acre lots,20%impervious 2.97 B 68
Composite Area&Weighted CN 8.64 67.94
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.4 0 0
Flow Length(ft): 100 0 0
Slope(%): 1 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Uelocity(ft/sec): 0.06 0 0
Computed Flow Tune(min): 27.09 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 510 145 258
Slope(%): 2.96 1 1.99
Surface Type: Grass pasture Paved ass pasture
Velocity($/sec): 1.2 2.03 0.99
Computed Flow Tune(min): 7.08 1.19 4.34
Total TOC(min) 39.71
Subbasin Runoff Results
Total Rainfall(in) 5.1
Total Runoff(in) 1.95
Peak Runoff(cfs) 11.89
Weighted Curve Number 67.94
Time of Concentration(days hh:mm:ss) 0 00:39:43

Subbasin:PS-141
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m
3
2.5
2
1.5
1
0.5
•
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
12.5
12-
11.5-
11
10.5-
10
9.5
9
8.5
8-
7.5
77
15- 6.5-
o 6
c
K 5.5
5-
4.5-
4-
3.5
3
2.5
2-
1.5-
1_0.5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-143
Input Data
Area(ac) 0.27
Peak Rate Factor 484
Weighted Curve Number 75.81
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
>75%grass cover,Good 0.06 B 61
Existing Roadway 0.05 B 98
Proposed Roadway 0.03 B 98
50-75%grasscover,Fair 0.13 B 69
Composite Area&Weighted CN 0.27 75.81
Time ofConcentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.4 0 0
Flow Length(ft): 50 0 0
Slope(%): 5.07 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.1 0 0
Computed Flow Time(min): 8.13 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow length(ft): 75 0 0
Slope(%): 5.07 0 0
Surface Type: Grass pasture Unpaved Unpaved
Velocity($/sec): 1.58 0 0
Computed Flow Tune(min): 0.79 0 0
Total TOC(min) 8.92
Subbasin Runoff Results
Total Rainfall(in) 5.1
Total Runoff(in) 2.6
Peak Runoff(cfs) 0.99
Weighted Curve Number 75.81
Time of Concentration(days hh:mm:ss) 0 00:08:55

Subbasin:PS-143
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m -
IY 3
2.5
2
1.5
1
0.5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
1.05
1-
0.95-
0.9-
0.85-
0.8
0.75
0.7
0.65-
w 0.6-
0.55
0.5
K 0.45
0.4
0.35
0.3-
0.25-
0.2-
0.15
0.1
0.05
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-145
Input Data
Area(ac) 0.51
Peak Rate Factor 484
Weighted Curve Number 86.29
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Existing Roadway 0.17 B 98
Proposed Roadway 0.16 B 98
>75%grass cover,Good 0.09 B 61
1 acre lots,20%impervious 0.03 B 68
50-75%grass cover,Fair 0.06 B 69
Composite Area&Weighted CN 0.51 86.29
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.4 0 0
Flow Length(ft): 50 0 0
Slope(%): 4.52 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Uelocity(ft/sec): 0.1 0 0
Computed Flow Tune(min): 8.51 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 101 0 0
Slope(%): 4.52 0 0
Surface Type: Grass pasture Unpaved Unpaved
Velocity($/sec): 1.49 0 0
Computed Flow Time(min): 1.13 0 0
Total TOC(min) 9.64
Subbasin Runoff Results
Total Rainfall(in) 5.1
Total Runoff(in) 3.59
Peak Runoff(cfs) 2.51
Weighted Curve Number 86.29
Time of Concentration(days hh:mm:ss) 0 00:09:38

Subbasin:PS-145
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m -
C 3
2.5
2
1.5
1
0.5
O 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
2.6
2.5:
2.4
2.3
2.2
2.1
2
1.9
1.8
1.7
1.6
m
1.5
U 1.4
• 1.3
0
z 1.2
K 1.1
1
0.9
0.8
0.7
0.6
0.5
0.4
0.3
0.2
0.1
•
O 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-147
Input Data
Area(ac) 0.37
Peak Rate Factor 484
Weighted Curve Number 91.51
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
Existing Roadway 0.13 B 98
Proposed Roadway 0.16 B 98
1 acre lots,20%impervious 0.08 B 68
Composite Area&Weighted CN 0.37 91.51
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.4 0 0
Flow Length(ft): 50 0 0
Slope(%): 6.85 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.12 0 0
Computed Flow Time(min): 7.21 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 123 0 0
Slope(%): 6.85 0 0
Surface Type: Grass pasture Unpaved Unpaved
Velocity(ft/sec): 1.83 0 0
Computed Flow Tune(min): 1.12 0 0
Total TOC(min) 8.33
Subbasin Runoff Results
Total Rainfall(in) 5.1
Total Runoff(in) 4.13
Peak Runoff(cfs) 2.1
Weighted Curve Number 91.51
Time of Concentration(days hh:mm:ss) 0 00:08:20

Subbasin:PS-147
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m -
C 3
2.5
2
1.5
1
0.5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
2.1
2-
1.9-
1.8-
1.7-
1.6
1.5
1.4
1.3-
N 1.2-
1.1
o 1
0.9
0.8
0.7
0.6-
0.5-
0.4
0.3
0.20.1
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-149
Input Data
Area(ac) 0.39
Peak Rate Factor 484
Weighted Curve Number 78.05
Rain Gage ID 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
1 acre lots,20%impervious 0.16 B 68
Existing Roadway 0.11 B 98
1/2 acre lots,25%impervious 0.08 B 70
>75%grass cover,Good 0.02 B 61
Proposed Roadway 0.02 B 98
Composite Area&Weighted CN 0.39 78.05
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.4 0 0
Flow Length(ft): 50 0 0
Slope(%): 4.89 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Uelocity(ft/sec): 0.1 0 0
Computed Flow Tune(min): 8.25 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 146 0 0
Slope(%): 4.89 0 0
Surface Type: Grass pasture Unpaved Unpaved
Velocity($/sec): 1.55 0 0
Computed Flow Tune(min): 1.57 0 0
Total TOC(min) 9.82
Subbasin RunoffResults
Total Rainfall(in) 5.1
Total Runoff(in) 2.8
Peak Runoff(cfs) 1.52
Weighted Curve Number 78.05
Time of Concentration(days hh:mm:ss) 0 00:09:49

Subbasin:PS-149
Rainfall Intensity Graph
7.5
7
6.5-
6
5.5
5-
4.5
s`
c 4
m
c 3.5
m -
C 3
2.5
2
1.5
1
0.5
•
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
1.7
1.6
1.5-
1.4
1.3-
1.2-
1.1
1-
--
0.9-
c 0.8
7
0.7
0.6-
0.5
0.4
0.3
0.2
0.1
•
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Subbasin:PS-POND
Input Data
Area(ac) 1.76
Peak Rate Factor 484
Weighted Curve Number 92.27
Rain Gage lD 1
Composite Curve Number
32 Area Soil Curve
Soil/Surface Description (acres) Group Number
>75%grass cover,Good 0.42 C 74
Proposed Pond Surface 1.34 C 98
Composite Area&Weighted CN 1.76 92.27
Time of Concentration
Subarea Subarea Subarea
Sheet Flow Computations A B C
Manning's Roughness: 0.4 0 0
Flow Length(ft): 100 0 0
Slope(%): 10.69 0 0
2 yr,24 hr Rainfall(in): 3.5 0 0
Velocity(ft/sec): 0.16 0 0
Computed Flow Time(min): 10.5 0 0
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length(ft): 59 184 0
Slope(%): 10.69 0.5 0
Surface Type: Grass pasture Unpaved Unpaved
Velocity(ft/sec): 2.29 1.14 0
Computed Flow Time(min): 0.43 2.69 0
Total TOC(min) 13.62
Subbasin Runoff Results
Total Rainfall(in) 5.1
Total Runoff(in) 4.22
Peak Runoff(c1s) 8.93
Weighted Curve Number 92.27
Time of Concentration(days hh:mm:ss) 0 00:13:37

Subbasin:PS-POND
Rainfall Intensity Graph
7.5
7
6.5-
6
•
5.5
5-
4.5
s`
c 4
m
c 3.5
m -
IY 3
2.5
2
1.5
1
0.5
•
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)
Runoff Hydrograph
9.5
9
8.5
8-
7.5-
7- —
6.5-
6- —
5.5-
m
5
4.5-
K 4-
3.5-
3
2.5
2
1.5
•
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160
Time(hrs)

Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft') (in)
1 NULL.1 0.00 4.00 4.00 0.00 0.00 4.00 0.00 0.00 0.00
2 NULL.2 0.00 4.00 4.00 0.00 0.00 4.00 0.00 0.00 0.00
3 OS 667.25 679.00 11.75 667.25 0.00 679.00 0.00 0.00 0.00
4 POND-OUP 666.00 679.00 13.00 666.00 0.00 679.00 0.00 0.00 0.00
5 SD#10 711.16 716.46 5.30 711.16 0.00 716.46 0.00 0.00 0.00
6 SD#11 713.02 719.27 6.25 713.02 0.00 719.27 0.00 0.00 0.00
7 SD#12 713.55 717.24 3.69 713.55 0.00 717.24 0.00 0.00 0.00
8 SD#13 714.50 717.99 3.49 714.50 0.00 717.99 0.00 0.00 0.00
9 SD#14 718.25 721.68 3.43 718.25 0.00 721.68 0.00 0.00 0.00
10 SD#15 719.15 721.90 2.75 719.15 0.00 721.90 0.00 0.00 0.00
11513916 719.01 722.58 3.57 719.01 0.00 722.58 0.00 0.00 0.00
12 513 917 719.95 722.66 2.71 719.95 0.00 722.66 0.00 0.00 0.00
13 513919 675.35 681.18 5.83 675.35 0.00 681.18 0.00 0.00 0.00
14 SDN20 683.90 689.12 5.22 683.90 0.00 689.12 0.00 0.00 0.00
15 513921 689.89 692.86 2.97 689.89 0.00 692.86 0.00 0.00 0.00
16 513922 690.80 693.76 2.96 690.80 0.00 693.76 0.00 0.00 0.00
17 SDH23 693.25 695.97 2.72 693.25 0.00 695.97 0.00 0.00 0.00
18 513924 687.45 693.12 5.67 687.45 0.00 693.12 0.00 0.00 0.00
19 S13925 699.20 704.19 4.99 699.20 0.00 704.19 0.00 0.00 0.00
20 SD#26 701.63 705.43 3.80 701.63 0.00 705.43 0.00 0.00 0.00
21 S13927 702.95 705.69 2.74 702.95 0.00 705.69 0.00 0.00 0.00
22 513928 710.80 714.28 3.48 710.80 0.00 714.28 0.00 0.00 0.00
23 513929 712.58 716.69 4.11 712.58 0.00 716.69 0.00 0.00 0.00
24 SD#30 714.20 716.92 2.72 714.20 0.00 716.92 0.00 0.00 0.00
25 SD#31 716.25 719.60 3.35 716.25 0.00 719.60 0.00 0.00 0.00
26 SD#32 717.25 720.20 2.95 717.25 0.00 720.20 0.00 0.00 0.00
27 513133 718.50 721.22 2.72 718.50 0.00 721.22 0.00 0.00 0.00
28 517934 718.57 722.27 3.70 718.57 0.00 722.27 0.00 0.00 0.00
29 5DN35 718.90 721.68 2.78 718.90 0.00 721.68 0.00 0.00 0.00
30 SD#36 700.42 711.54 11.12 700.42 0.00 711.54 0.00 0.00 0.00
31 513937 703.36 713.58 10.22 703.36 0.00 713.58 0.00 0.00 0.00
32 513938 706.35 709.12 2.77 706.35 0.00 709.12 0.00 0.00 0.00
33 513939 707.66 712.07 4.41 707.66 0.00 712.07 0.00 0.00 0.00
34 51394 675.98 680.68 4.70 675.98 0.00 680.68 0.00 0.00 0.00
35 SDN40 707.77 712.07 4.30 707.77 0.00 712.07 0.00 0.00 0.00
36 513941 711.90 715.90 4.00 711.90 0.00 715.90 0.00 0.00 0.00
37 513942 713.34 714.90 1.56 713.34 0.00 714.90 0.00 0.00 0.00
38 513943 713.66 716.67 3.01 713.66 0.00 716.67 0.00 0.00 0.00
39 S13944 714.91 716.67 1.76 714.91 0.00 716.67 0.00 0.00 0.00
40 SD#45 715.17 720.43 5.26 715.17 0.00 720.43 0.00 0.00 0.00
41 SD#46 716.75 720.38 3.63 716.75 0.00 720.38 0.00 0.00 0.00
42 513947 720.15 723.09 2.94 720.15 0.00 723.09 0.00 0.00 0.00
43 513948 725.85 729.59 3.74 725.85 0.00 729.59 0.00 0.00 0.00
44 513949 729.50 732.23 2.73 729.50 0.00 732.23 0.00 0.00 0.00
45 SD#5 677.91 682.40 4.49 677.91 0.00 682.40 0.00 0.00 0.00
46 SD#6 683.50 687.69 4.19 683.50 0.00 687.69 0.00 0.00 0.00
47 SD#7 688.68 692.26 3.58 688.68 0.00 692.26 0.00 0.00 0.00
48 51398 694.15 697.77 3.62 694.15 0.00 697.77 0.00 0.00 0.00
49 51399 704.10 707.83 3.73 704.10 0.00 707.83 0.00 0.00 0.00
50 STREAM-CONNECT 662.76 679.00 16.24 662.76 0.00 679.00 0.00 0.00 0.00

Junction Results
SN Element Peak Peak MaxHGL MaxHGL Max Mn Average HGL Average HGL Tune of Time of Total Total Tune
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth MaxHGL Peak Flooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft) (days hh:mm) (days hh:mm) (ac-in) (min)
1 NULL-1 0.00 0.00 0.00 0.00 0.00 4.00 0.00 0.00 0 00:00 0 00:00 0.00 0.00
2 NULL-2 0.00 0.00 0.00 0.00 0.00 4.00 0.00 0.00 0 00:00 0 00:00 0.00 0.00
3 OS 18.50 0.00 670.97 3.72 0.00 8.03 667.45 0.20 0 12:26 0 00:00 0.00 0.00
4 POND-OUT 18.50 0.00 666.27 0.27 0.00 12.73 666.02 0.02 0 12:26 0 00:00 0.00 0.00
5 SD#10 20.21 5.77 712.18 1.02 0.00 4.28 711.18 0.02 0 12:01 0 00:00 0.00 0.00
6 SD#11 14.85 0.00 714.46 1.44 0.00 4.81 713.05 0.03 0 12:01 0 00:00 0.00 0.00
7 SD#12 14.87 1.70 715.47 1.92 0.00 1.77 713.59 0.04 0 12:01 0 00:00 0.00 0.00
8 SD#13 13.34 5.83 716.27 1.77 0.00 1.72 714.54 0.04 0 12:01 0 00:00 0.00 0.00
9 SD#14 7.65 1.73 719.04 0.79 0.00 2.64 718.27 0.02 0 12:00 0 00:00 0.00 0.00
10 513 915 2.77 2.77 719.84 0.69 0.00 2.06 719.17 0.02 0 12:00 0 00:00 0.00 0.00
11 513916 3.77 1.37 719.84 0.83 0.00 2.74 719.03 0.02 0 12:05 0 00:00 0.00 0.00
12 SD#17 2.81 2.81 720.61 0.66 0.00 2.05 719.97 0.02 0 12:10 0 00:00 0.00 0.00
13 SD919 63.05 3.80 678.06 2.71 0.00 3.12 675.41 0.06 0 12:01 0 00:00 0.00 0.00
14 SDN20 59.44 3.81 685.70 1.80 0.00 3.42 683.94 0.04 0 12:01 0 00:00 0.00 0.00
15 513921 13.91 5.18 691.02 1.13 0.00 1.84 689.92 0.03 0 12:00 0 00:00 0.00 0.00
16 513922 8.94 4.27 692.08 1.28 0.00 1.68 690.83 0.03 0 12:00 0 00:00 0.00 0.00
17 513923 4.69 4.69 693.92 0.67 0.00 2.05 693.27 0.02 0 12:00 0 00:00 0.00 0.00
18 SD924 42.21 5.40 689.20 1.75 0.00 3.92 687.49 0.04 0 12:01 0 00:00 0.00 0.00
19 S13925 37.25 5.85 700.85 1.65 0.00 3.34 699.24 0.04 0 12:02 0 00:00 0.00 0.00
20 SD#26 11.05 5.40 703.30 1.67 0.00 2.13 701.86 0.23 0 12:01 0 00:00 0.00 0.00
21 S11927 5.77 5.77 704.06 1.11 0.00 1.63 702.98 0.03 0 12:00 0 00:00 0.00 0.00
22 S11928 21.23 6.02 711.81 1.01 0.00 2.47 710.83 0.03 0 12:05 0 00:00 0.00 0.00
23 SD#29 16.41 1.04 714.14 1.56 0.00 2.55 712.62 0.04 0 12:05 0 00:00 0.00 0.00
24 SD#30 1.57 1.57 714.67 0.47 0.00 2.25 714.21 0.01 0 12:00 0 00:00 0.00 0.00
25 S13#31 14.34 5.06 717.48 1.23 0.00 2.12 716.28 0.03 0 12:05 0 00:00 0.00 0.00
26 SD#32 6.12 3.09 718.30 1.05 0.00 1.90 717.27 0.02 0 12:05 0 00:00 0.00 0.00
27 SDN33 3.03 3.03 719.06 0.56 0.00 2.16 718.51 0.01 0 12:05 0 00:00 0.00 0.00
28 513934 4.24 3.26 719.26 0.69 0.00 3.01 718.59 0.02 0 12:10 0 00:00 0.00 0.00
29 513935 1.02 1.02 719.37 0.47 0.00 2.31 718.91 0.01 0 12:05 0 00:00 0.00 0.00
30 SD#36 15.93 0.00 700.67 0.25 0.00 10.87 700.43 0.01 0 12:16 0 00:00 0.00 0.00
31 513937 15.92 0.00 705.57 2.21 0.00 8.01 703.41 0.05 0 12:12 0 00:00 0.00 0.00
32 SD938 0.89 0.89 706.65 0.30 0.00 2.47 706.36 0.01 0 12:10 0 00:00 0.00 0.00
33 SD939 15.06 0.00 708.60 0.94 0.00 3.47 707.69 0.03 0 12:15 0 00:00 0.00 0.00
34 SD94 44.65 5.01 678.16 2.18 0.00 2.52 676.02 0.04 0 12:03 0 00:00 0.00 0.00
35 SDN40 1.60 1.60 708.61 0.84 0.00 3.46 707.79 0.02 0 12:07 0 00:00 0.00 0.00
36 SD941 14.02 11.78 712.87 0.97 0.00 3.03 711.93 0.03 0 12:11 0 00:00 0.00 0.00
37 513942 6.66 0.00 713.93 0.59 0.00 0.97 713.35 0.01 0 12:06 0 00:00 0.00 0.00
38 SD#43 6.66 0.98 715.23 1.57 0.00 1.44 713.69 0.03 0 12:05 0 00:00 0.00 0.00
39 S13944 5.75 0.00 715.32 0.41 0.00 1.35 714.92 0.01 0 12:06 0 00:00 0.00 0.00
40 S13945 5.87 2.47 716.56 1.39 0.00 3.87 715.20 0.03 0 12:05 0 00:00 0.00 0.00
41 S13946 3.43 0.00 717.19 0.44 0.00 3.19 716.76 0.01 0 12:05 0 00:00 0.00 0.00
42 S13947 3.45 1.96 720.57 0.42 0.00 2.52 720.16 0.01 0 12:05 0 00:00 0.00 0.00
43 SD#48 1.51 0.00 726.06 0.21 0.00 3.53 725.85 0.00 0 12:05 0 00:00 0.00 0.00
44 S11949 1.51 1.51 729.82 0.32 0.00 2.41 729.51 0.01 0 12:05 0 00:00 0.00 0.00
45 SD 5 39.79 4.92 680.00 2.09 0.00 2.40 677.95 0.04 0 12:03 0 00:00 0.00 0.00
46 S1396 35.04 4.94 684.89 1.39 0.00 2.80 683.53 0.03 0 12:02 0 00:00 0.00 0.00
47 SD#7 30.18 3.81 690.31 1.63 0.00 1.95 688.71 0.03 0 12:02 0 00:00 0.00 0.00
48 SD98 26.69 3.58 695.54 1.39 0.00 2.23 694.18 0.03 0 12:02 0 00:00 0.00 0.00
49 SD#9 23.23 3.22 705.26 1.16 0.00 2.57 704.13 0.03 0 12:01 0 00:00 0.00 0.00
50 STREAM-CONNECT 33.13 0.00 663.08 0.32 0.00 15.92 662.78 0.02 0 12:28 0 00:00 0.00 0.00

Channe 1 Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance Exit/Bend Additional Initial Flap
ID Invert Invert Invert Invert Drop Slope Roughness Losses Losses Losses Flow Gate
Elevation Offset Elevation Offset
(ft) (ft) (ft) (ft) (ft) (ft) (%) (ft) (ft) (cft)
1 Pipe-72 136.00 666.00 0.00 662.76 0.00 3.24 2.3800 Trapezoidal 7.500 81.000 0.0500 0.5000 0.5000 0.0000 0.00 No
2 Pipe-73 289.00 662.76 0.00 651.20 0.00 11.56 4.0000 Trapezoidal 7.500 81.000 0.0500 0.5000 0.5000 0.0000 0.00 No
3 STREAM 1735.00 700.42 0.00 662.76 0.00 37.66 2.1700 Trapezoidal 7.500 51.000 0.0500 0.5000 0.5000 0.0000 0.00 No
4 SWALE-1 162.37 725.85 0.00 720.15 0.00 5.70 3.5100 lapezoidal 1.250 9.500 0.0300 0.5000 0.5000 0.0000 0.00 No
5 SWAIE2 143.29 716.75 0.00 715.17 0.00 1.58 1.1000'Iapezoidal 1.250 9.500 0.0300 0.5000 0.5000 0.0000 0.00 No
6 SWAIE3 30.04 714.91 0.00 713.66 0.00 1.25 4.1600 Trapezoidal 1.250 9.500 0.0300 0.5000 0.5000 0.0000 0.00 No
7 SWALE-4 110.08 713.34 0.00 711.90 0.00 1.44 1.3100 Trapezoidal 1.250 9.500 0.0300 0.5000 0.5000 0.0000 0.00 No

Channel Results
SNElement Peak Time of DesignFlow PeakFlow/ PeakFlow Travel PeakFlow PeakFlow TotalTime Froude Reported
ID Flow PeakFlow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs) (days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 Pipe-72 18.50 0 12:26 6086.27 0.00 1.74 1.30 0.29 0.04 0.00
2 Pipe-73 32.49 0 12:28 7886.39 0.00 2.73 1.76 0.32 0.04 0.00
3 STREAM 15.38 0 12:16 4559.59 0.00 1.70 17.01 0.28 0.04 0.00
4 SWALE1 1.50 0 12:05 53.86 0.03 1.64 1.65 0.31 0.25 0.00
5 SWALE2 3.42 0 12:05 30.19 0.11 0.97 2.46 0.84 0.68 0.00
6 SWALE3 5.75 0 12:06 58.64 0.10 1.55 0.32 0.82 0.66 0.00
7 SWALE-4 6.65 0 12:06 32.88 0.20 2.26 0.81 0.75 0.61 0.00

Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Ivlanning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) N (in) (in) (cfs)
1 NULLPIPE 90901.97 0.00 0.00 0.00 0.00 0.00 0.0000 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
2 Pipe-25 93.00 667.25 0.00 666.00 0.00 1.25 1.3400 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
3 Pipe-26 187.17 693.25 0.00 691.00 0.20 2.25 1.2000 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
4 Pipe-27 61.31 690.80 0.00 690.09 0.20 0.71 1.1600 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
5 Pipe-28 154.91 689.89 0.00 684.90 1.00 4.99 3.2200 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
6 Pipe-29 166.31 683.90 0.00 675.85 0.50 8.05 4.8400 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
7 Pipe-31 59.00 675.98 0.00 674.04 6.79 1.94 3.2900 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
8 Pipe-32 183.41 702.95 0.00 702.03 0.40 0.92 0.5000 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
9 Pipe-33 183.42 701.83 0.20 699.70 0.50 2.13 1.1600 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
10 Pipe-34 292.34 699.20 0.00 687.95 0.50 11.25 3.8500 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
11 Pipe-35 82.97 687.45 0.00 684.10 0.20 3.35 4.0400 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
12 Pipe-36 184.45 714.20 0.00 713.28 0.70 0.92 0.5000 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
13 Pipe-37 183.43 712.58 0.00 711.00 0.20 1.58 0.8600 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
14 Pipe-38 312.33 710.80 0.00 699.40 0.20 11.40 3.6500 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
15 Pipe-39 85.00 718.50 0.00 717.45 0.20 1.05 1.2400 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
16 Pipe-40 50.00 717.25 0.00 716.80 0.55 0.45 0.9000 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
17 Pipe-41 333.38 716.25 0.00 712.78 0.20 3.47 1.0400 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
18 Pipe-42 24.98 718.90 0.00 718.77 0.20 0.13 0.5200 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
19 Pipe-43 142.91 718.57 0.00 716.80 0.55 1.77 1.2400 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
20 Pipe-44 119.35 719.15 0.00 718.55 0.30 0.60 0.5000 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
21 Pipe-45 146.98 718.25 0.00 715.00 0.50 3.25 2.2100 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
22 Pipe-46 149.60 714.50 0.00 713.75 0.20 0.75 0.5000 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
23 Pipe-47 65.68 713.55 0.00 713.22 0.20 0.33 0.5000 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
24 Pipe-48 197.03 713.02 0.00 711.36 0.20 1.66 0.8400 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
25 Pipe-49 138.57 711.16 0.00 704.30 0.20 6.86 4.9500 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
26 Pipe-50 286.75 704.10 0.00 694.35 0.20 9.75 3.4000 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
27 Pipe-51 160.88 694.15 0.00 688.88 0.20 5.27 3.2800 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
28 Pipe-52 142.84 688.68 0.00 684.00 0.50 4.68 3.2800 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
29 Pipe-53 165.35 683.50 0.00 678.11 0.20 5.39 3.2600 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
30 Pipe-54 55.62 677.91 0.00 676.18 0.20 1.73 3.1100 CIRCULAR 30.000 30.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
31 Pipe-55 124.69 719.95 0.00 719.21 0.20 0.74 0.6000 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
32 Pipe-56 76.38 719.01 0.00 718.55 0.30 0.46 0.6000 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
33 Pipe-57 70.50 675.35 0.00 673.89 6.64 1.46 2.0700 CIRCULAR 36.000 36.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
34 Pipe-58 125.32 711.90 0.00 707.66 0.00 4.24 3.3800 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
35 Pipe-59 123.11 707.66 0.00 703.51 0.15 4.15 3.3700 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
36 Pipe-60 160.19 703.36 0.00 700.42 0.00 2.94 1.8400 CIRCULAR 24.000 24.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
37 Pipe-62 6.28 707.77 0.00 707.66 0.00 0.11 1.7500 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
38 Pipe-63 15.00 706.35 0.00 706.00 2.64 0.35 2.3300 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
39 Pipe-64 110.00 729.50 0.00 725.85 0.00 3.65 3.3200 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
40 Pipe-65 63.00 720.15 0.00 716.75 0.00 3.40 5.4000 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
41 Pipe-66 31.36 715.17 0.00 714.91 0.00 0.26 0.8300 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1
42 Pipe-67 31.90 713.66 0.00 713.34 0.00 0.32 1.0000 CIRCULAR 15.000 15.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1

Pipe Results
SN Element Peak Time of DesignFlow PeakFlow/ PeakFlow Travel PeakFlow PeakFlow TotalTime Froude Reported
ID Flow PeakFlow Capacity Design Flow Velocity Time Depth Depth/ Surcharged Number Condition
Occurrence Ratio TotalDepth
Ratio
(cfss) (days hh:mm) (cfs) ($/sec) (min) ($) (min)
1 NDLL.PIPE 0.00 0 00:00 0.01 0.00 0.00 0.00 0.00 0.00 Calculated
2 Pipe-25 18.50 0 12:26 26.23 0.71 10.07 0.15 1.13 0.57 0.00 Calculated
3 Pipe-26 4.70 0 12:00 11.52 0.41 4.43 0.70 0.86 0.58 0.00 Calculated
4 Pipe-27 8.83 0 12:00 11.30 0.78 6.14 0.17 1.12 0.76 0.00 Calculated
5 Pipe-28 13.90 0 12:00 18.85 0.74 10.61 0.24 1.02 0.69 0.00 Calculated
6 Pipe-29 59.44 0 12:01 90.24 0.66 14.16 0.20 1.91 0.80 0.00 Calculated
7 Pipe-31 44.65 0 12:03 74.38 0.60 11.88 0.08 1.83 0.74 0.00 Calculated
8 Pipe-32 5.72 0 12:00 7.44 0.77 4.00 0.76 1.13 0.78 0.00 Calculated
9 Pipe-33 10.60 0 12:01 11.32 0.94 6.68 0.46 1.24 0.87 0.00 Calculated
10 Pipe-34 37.21 0 12:02 44.38 0.84 14.49 0.34 1.47 0.76 0.00 Calculated
11 Pipe-35 42.21 0 12:01 82.42 0.51 12.37 0.11 1.61 0.67 0.00 Calculated
12 Pipe-36 1.55 0 12:00 7.42 0.21 2.88 1.07 0.64 0.43 0.00 Calculated
13 Pipe-37 16.36 0 12:05 21.00 0.78 6.75 0.45 1.44 0.72 0.00 Calculated
14 Pipe-38 21.22 0 12:02 43.22 0.49 11.35 0.46 1.19 0.61 0.00 Calculated
15 Pipe-39 3.03 0 12:05 11.67 0.26 3.73 0.38 0.70 0.47 0.00 Calculated
16 Pipe-40 6.10 0 12:05 9.97 0.61 5.18 0.16 0.94 0.63 0.00 Calculated
17 Pipe-41 14.31 0 12:05 23.08 0.62 6.67 0.83 1.29 0.65 0.00 Calculated
18 Pipe-42 1.02 0 12:05 7.58 0.13 2.29 0.18 0.47 0.32 0.00 Calculated
19 Pipe-43 4.24 0 12:10 11.69 0.36 5.72 0.42 0.67 0.45 0.00 Calculated
20 Pipe-44 2.73 0 12:00 7.45 0.37 3.65 0.54 0.65 0.44 0.00 Calculated
21 Pipe-45 7.66 0 12:01 15.62 0.49 7.44 0.33 0.98 0.68 0.00 Calculated
22 Pipe-46 13.21 0 12:01 16.02 0.82 4.58 0.54 1.65 0.87 0.00 Calculated
23 Pipe-47 14.85 0 12:01 16.04 0.93 5.34 0.20 1.60 0.83 0.00 Calculated
24 Pipe-48 14.84 0 12:02 20.76 0.71 6.61 0.50 1.31 0.67 0.00 Calculated
25 Pipe-49 20.21 0 12:01 50.33 0.40 13.10 0.18 0.95 0.49 0.00 Calculated
26 Pipe-50 23.24 0 12:01 41.71 0.56 12.14 0.39 1.12 0.59 0.00 Calculated
27 Pipe-51 26.70 0 12:02 40.94 0.65 11.37 0.24 1.37 0.70 0.00 Calculated
28 Pipe-52 30.17 0 12:02 40.95 0.74 12.34 0.19 1.42 0.73 0.00 Calculated
29 Pipe-53 35.04 0 12:02 74.06 0.47 10.41 0.26 1.62 0.65 0.00 Calculated
30 Pipe-54 39.79 0 12:03 72.34 0.55 9.75 0.10 2.01 0.81 0.00 Calculated
31 Pipe-55 2.80 0 12:10 8.11 0.35 3.93 0.53 0.64 0.43 0.00 Calculated
32 Pipe-56 3.75 0 12:05 8.15 0.46 4.10 0.31 0.77 0.51 0.00 Calculated
33 Pipe-57 63.05 0 12:01 95.98 0.66 11.13 0.11 2.15 0.75 0.00 Calculated
34 Pipe-58 14.00 0 12:11 36.06 0.39 9.69 0.22 0.94 0.47 0.00 Calculated
35 Pipe-59 15.05 0 12:11 36.00 0.42 6.96 0.29 1.43 0.73 0.00 Calculated
36 Pipe-60 15.93 0 12:12 26.56 0.60 9.78 0.27 1.12 0.56 0.00 Calculated
37 Pipe-62 1.59 0 12:05 7.41 0.22 2.00 0.05 0.87 0.71 0.00 Calculated
38 Pipe-63 0.89 0 12:10 16.05 0.06 4.16 0.06 0.27 0.18 0.00 Calculated
39 Pipe-64 1.51 0 12:05 19.13 0.08 7.28 0.25 0.26 0.17 0.00 Calculated
40 Pipe-65 3.43 0 12:05 24.40 0.14 8.27 0.13 0.43 0.28 0.00 Calculated
41 Pipe-66 5.75 0 12:06 5.10 1.13 6.66 0.08 0.82 0.66 0.00 >CAPACITY
42 Pipe-67 6.66 0 12:05 5.61 1.19 6.90 0.08 0.91 0.73 0.00 >CAPACITY

Storage Nodes
Storage Node:WET-POND
Input Data
Invert Elevation(It) 667.25
Max(Rim)Elevation(ft) 679
Max(Rim)Offset(ft) 11.75
Initial Water Elevation(ft) 671.75
Initial Water Depth(ft) 4.5
Ponded Area(fP) 0
Evaporation Loss 0
Storage Area Volume Curves
Storage Curve:WET-POND
Stage Storage Storage
Area Volume
(ft) (IP) (ft')
0 17731.4226 0
0.75 23716.2067 15542.86
1.75 25690.0166 40245.97
2.75 27718.8964 66950.43
3.75 29802.8462 95711.3
4.75 33166.7722 127196.11
5.75 37312.7556 162435.87
6.75 40807.6177 201496.06
7.75 44110.6921 243955.21
8.75 47498.5108 289759.81
9.75 50978.9143 338998.52
10.75 54551.9027 391763.93
11.75 58217.4759 448148.62

Storage Area Volume Curves
Storage Volume(fti
0 50,000 100,000 150,000 200,000 250,000 300,000 350,000 400,000 450,000
11.5—.i....................... ... ..... __ ....... ___. ...............................i.............. 11.5
11—..................................
..................................<................................................................................................................................ ......................... 4. ........................ ..... ....................-11
10.5-.i.................................>................................................................................................................................................................................................... ............. ....... ......................... -10.5
10- ................................................................................................._i................................................................_................................_................................. ............... ........ .......................... .-10
8.5— ................................._..................................................................................................._................................................... ......................... .................._............................ ,^8.5
8_........................................................................................................................................................................ ............................ .................................................................................................. g
7.5—......................................................................................................................................................................................... ..........i...................................................................................................-7.5
.................................o.................................o..................................................................o...... ........................i......... ................. ......................... ........................ .............................�7
— .............................................................................................................................. ................................ ................................._............................. ........................ .......................... -6.5 6.5
y 6 •
-6 y
a) a)
a . - a
-
y5.5—...................................................................;.................................; ..............................;. ................................................................................................p.................................i............................. .Y5.5 co
.................................>.................................................................i...... ........................>................................................................................................ ........................ ......................... 4-4.5
.
-i i i
3.5-.i......................................................... ......g................ ..................................................................................................................i..................................................................i................................. 3.5
2.5—.................................._..... ........................................................................................._...................................................................................................._..................................................................N-2.5
y_.i...............................-............................ ..a..................................................................<............................................................ ......................... ........................ ......................... -2
1.5-.i................................................... ...........................................:..................................................................:..................................i...................................................................................................-1.5
1_.i...............................o...............................o.................................i.................................o. ........................ ......................... ......................... 4. ........................ ......................... -1
0.5-....... .................... .,................................................................................................................................................................. ......................... ........................ ......................... r0.5
20,000 25,000 30,000 35,000 40,000 45,000 50,000 55,000
Storage Area(fr)
— Storage Area —Storage Volume II

Storage Node:WET-POND(continued)
Outflow Weirs
SN Element Weir Flap Crest Crest length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 EMSPIILWAY Trapezoidal No 677.60 10.35 30.00 1.40 3.33
2 WEIR(TOP OF BOX) Rectangular No 677.00 9.75 12.00 1.50 3.33
3 WEIR-1 Rectangular No 675.75 8.50 1.00 1.25 3.33
4 WEIR-2 Rectangular No 675.75 8.50 1.00 1.25 3.33
5 WEIR-3 Rectangular No 675.75 8.50 1.00 1.25 3.33
Outflow Orifices
SN Element Orifice Orifice Flap Circular Rectangular Rectangular Orifice Orifice
ID Type Shape Gate Orifice Orifice Orifice Invert Coefficient
Diameter Height Width Elevation
(in) (in) (m) (ft)
1 IAW--ORIF Side CIRCULAR No 11.00 674.50 0.61
2 IAW-ORIF-2 Side CIRCULAR No 11.00 674.50 0.61
3 LOW-ORIF-3 Side CIRCULAR No 11.00 674.50 0.61
4 WQ Side CIRCULAR No 5.00 671.75 0.61
Output Summary Results
Peak Inflow(cfs) 114.84
Peak Lateral Inflow(cfs) 8.86
PeakOutflow(cfs) 18.5
Peak Ffiltration Flow Rate(cfm) 0
Max HGLElevation Attained(ft) 676.41
MaxHGLDepth Attained(ft) 9.16
Average HGLElevation Attained(ft) 672.42
Average HGLDepth Attained(ft) 5.17
Time of MaxHGLOccurrence(days hh:mm) 0 12:25
Total Fxflltration Volume(1000-ft3) 0
Total Flooded Volume(ac-in) 0
Total Time Flooded(min) 0
Total Retention Time(sec) 0

C-SWPPP
Fulfilled Engineering LLC
APPENDIX H: CONSTRUCTION PHASE PLANS
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EXTREME AND SHALL BE SUITABLE FOR THE INTENDED USE STORM DRAINAGE PIPES SHALL HAVE A MINIMUM F-
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CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING UNDERGROUND - — -200— — — EXISTING CONTOUR
UTILITIES(HORIZONTAL&VERTICAL)PRIOR TO CONSTRUCTION
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UNLESS STATED OTHERWISE IN CONTRACT WITH OWNER,THE PROJECT BOUNDARY 80 40 0 80 160 240 PROJECT
CONTRACTOR SHALL INCLUDE ANY UTILITY RELOCATION COSTS IN HIS —:o— s.-- PROPOSED STORM DRAINAGE I I I I I I I NO.
ORIGINAL AGREEMENT WITH THE OWNER SCALE IN FEET 22008 OF 39

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LEGEND: _r _ \ \\ \_--_-_--- -_ y_ /i/,/ / / I 1 l I I I II DIVERSON SWALLEE((AS NEEDED % OI\ I j it \I
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CONTRACTORS AND ANY SUBCONTRACTORS SHALL BE AWARE THAT UNKNOWN CONDITIONS OR --- \\\ \\ o co,„ l\ ` 1---- ^\\ \ \ I o LL v . m
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,
SEDIMENT LADEN RUNOFF TO APPROPRIATE TREATMENT AREAS OR STABLE OUTLETS.THE CONTRACTOR \ \ I I I \ 1 \ \\\\,1� 11 �� , I \
SHALL CONFIRM POSITIVE DRAINAGE TO PROPOSED DRAINAGE STRUCTURES TO ENSURE THAT PONDING / T j' \`"` \\\ 1 1 \ I ` \ ��, L2 l\
DOES NOT OCCUR THIS PERTAINS TO PAVED AND UNPAVED AREAS SLOPES TO STRUCTURES SHALL NOT BE -_'^--- / \\ • / 55 RBIRE
EXTREME AND SHALL BE SUITABLE FOR THE INTENDED USE.STORM DRAINAGE PIPES SHALL HAVE A MINIMUM i� '>,ij/ / \I / ,// I\\ II\ I\ \\ \I I\ \I r• :1111::11:4-I:trillEli
- O - - / ' I `4 a
OF ONE FOOT OF COVER \?@ '/�/ / ---" > \I\ \ \ I I `� I _- --- / /'/ / I \\ \ ST'ARTOF IENGLE-^ - _--- ---
1 /�\ `.-1 ' \ ` \\ \ \ SILT FENC ,PJ �/ � -CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING UNDERGROUND /y% \ / / ��� \ \ 'y,�, I /
UTILITIES(HORIZONTAL&VERTICAL)PRIOR TO CONSTRUCTION -\ / ,, ��\\`��\�\ \\ \\ \I// \\ i MINI-CLATRDR100'PUBLICRIGHT OF AY35 MPH /(INCLUDING BUT NOT LIMITED TO:GAS LINES,WATER LINES,SEWER LINES, ' -"ELECTRICAL AND TELECOMMUNICATION LINES,AND FIBER OPTIC CABLES). ,' `�' `� ` � - ,LE - •� ROfECT REFERENCE N0.1-2571 CPS FBA
O. ) I
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' __- -- , / / , -- a2 DATE JANUARY 4,2024
North • ','
Carolinas _ j � _
8. ° PARCEL ID:052 090 I r=ao 1
www.ncenore MARVIN ALEXANDER CRESS JR / / ' \- - - si { \ C 1 2
UNLESS STATED OTHERWISE IN CONTRACT WITH OWNER,THE p / /> --- --- --_ ,�— �I \ 0 1 I 40 20 0 40 80 120 PROJECT
CONTRACTOR SHALL
INCLUDE
ANY UTILITY UWITN RELOCATION
COSTS IN HIS DEED BOOK 951-931 - / 1 'jam' �S E ° -'- - OHE -� ��! �,' I\ II I I I I I I I NO.
ZONING: C-85 (1-85 COMMERCIAL DISTRICT) / 1 Ti —ONE off - \ SCALE IN FEET 22008 °F 39
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SHALL CONFIRM POSITIVE DRAINAGE TO PROPOSED DRAINAGE STRUCTURES TO ENSURE THAT PONDING ���//� i ,"' , , ___ \ 1 1 \ \ \ \ 111117114:14t*A-11g411111.1-:-'
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1 North 8 -' - —.7 \/ 2• ______ ________________ j DATE.JANUARY024
4 2
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Carolina PARCEL ID:052 090 / / ' - --------------- r=ao
ENWW.ncen.ors MARVIN ALEXANDER CRESS JR /% \- '----------- ---- - ` �� {\\ { C15
UNLESS STATED OTHERWISE IN CONTRACT WITH OWNER,THE p - / // '' ''� ____-__ ,�— �� \ O I I 4O 2O 0 40 80 120 PROJECT
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RELOCATION
L OWNER COSTS IN HIS DEED BOOK 951—931 /'/'ii /� E ,O OHE � �,! ,'' \\ II I I I I I I I NO.
ZONING: C-85 (1-85 COMMERCIAL DISTRICT) / - T—OWE OH I ,HE/ SCALE IN FEET 22008 OF 39

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www.ncellorg TWELFTH STREET ASSOCIATED LLC
UNLESS STATED OTHERWISE IN CONTRACT WITH OWNER,THE DEED BOOK 920-587 40 20 0 40 80 120 PROJECT
CONTRACTOR SHALL INCLUDE ANY UTILITY RELOCATION COSTS IN HIS ZONING: C-85 (1-85 COMMERCIAL DISTRICT) 1 1 1 1 1 ( 1 ND'
ORIGINAL AGREEMENT WITH THE OWNER OF 39
SCALE IN FEET 22008

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DEED BOOK 981-931 -
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SHALL CONFIRM POSITIVE DRAINAGE TO PROPOSED DRAINAGE STRUCTURES TO ENSURE THAT PONDING
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EXTREME AND SHALL BE SUITABLE FOR THE INTENDED USE.STORM DRAINAGE PIPES SHALL HAVE A MINIMUM I-
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UTILITIES(HORIZONTAL&VERTICAL)PRIOR TO CONSTRUCTION
(INCLUDING BUT NOT LIMITED TO:GAS LINES,WATER LINES,SEWER LINES, 200 EXISTING CONTOUR
ELECTRICAL AND TELECOMMUNICATION LINES,AND FIBER OPTIC CABLES). 'C: PROPOSED CONTOUR DATE:JANUARY 4,2024
No_rth 8 EXISTING PROPERTY LINE
C a ro l i n a w —s° PROPOSED PARCEL LINE
SCALE:
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UNLESS STATED OTHERWISE IN CONTRACT WITH OWNER,THE SLOPE STABILIZATION 80 40 0 80 160 240 PROJECT
CONTRACTOR SHALL INCLUDE ANY UTILITY RELOCATION COSTS IN HIS PROJECT BOUNDARY I I I I I I I NO.
ORIGINAL AGREEMENT WITH THE OWNER SCALE IN FEET 22008 OF 39

PARCEL ID:052084 i i
LINDA ANN PITMAN mo II J I\ moo
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THESE PLANS AND DETAILS ARE INTENDED TO SHOW MINIMUM REQUIREMENTS.MEASURES,AND METHODS `/ / -- i I\ I II \ o\ `•• \I \ - i I ~ I. N �/ -
TO RESTRICT RUNOFF AND CONTROL EROSION.ADDITIONAL MEASURES MAY BE NECESSARY.THE // '. \ / I \. \\ �`', \ -- /-` --\ , w 0 CO
CONTRACTORS AND ANY SUBCONTRACTORS SHALL BE AWARE THAT UNKNOWN CONDITIONS OR _ i' ----- /' \ / o `O • '�\ \\ I Ly V a' {/)
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UNFORESEEN OCCURRENCES MAY REQUIRE IMMEDIATE ACTION TO PROTECT THE SITE AND DOWNSTREAM '-' - i �' \\ - I \ \ '\ I SLOE STABILIZATION co A ) \ 'i1.t,' _ \ - \\ / I ' 1 a = a
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PROPERTIES.NOTIFY THE DESIGN ENGINEER IMMEDIATELY IF SUCH A CONDITION OR OCCURRENCE IS KNOWN --______ i' i /_-> / i' ,' -------------- V I/ // / \I\ I I , \I \ I \\ R) O \i•� \\ \ �,\' ,� O� \\ \ ,� I L 0 y O
TO EXIST OR ARISE.FIELD DETERMINED TEMPORARY DIVERSIONS BERMS AND/OR DITCHES SHALL BE _----' \ \ / ' /�'� \ \ \ 1 ♦ ,_ - `� /_ / O
CONSTRUCTED,WHERE NECESSARY,TO PROTECT AREAS FROM UPSLOPE RUNOFF AND/OR TO DIVERT __ - \\` i _ //' \I \ II 1 \I I \I \\ \\ :�1 T!Y\���..\ •1fj: ����� \\/ I / tiI >Z
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SEDIMENT LADEN RUNOFF TO APPROPRIATE TREATMENT AREAS OR STABLE OUTLETS.THE CONTRACTOR _ - - \� I I I 1 \ \ \ I \\\ V. IH0v�s _-__ $ I • \ > Q
DOESLNOTNOC OCCUR THISFIRM PERTVE AINSA TOE PAVED AND TO SUNPAED VEVEID AREAS.SLOPES TONAGE STRUCTURES TSSTTRUC STRUCTURES SHAL ENSURE THAT L NOT BE _1 'NDING '//iL�////j// / '� —- �S\\I ' ' \�\\ \I \I \\ \I ,����L _ �' ��2/ �� '' - -LS O ~ Q
EXTREME AND SHALL BE SUITABLE FOR THE INTENDED USE.STORM DRAINAGE PIPES SHALL HAVE A MINIMUM _ J, /,/j// / // / / /' ---' I / \ l \ \ \ \ \/,:-.1114111:11-11-'
���G•. ------ -' �� LROF ONE FOOT OF COVER !'^\�O _--' '/// i / - _ I / � \ \ \ \ \ �2�'� ______ � -' F -__
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CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING UNDERGROUND /` / / _ �� \ 'UTILITIES(HORIZONTAL&VERTICAL)PRIOR TO CONSTRUCTION >- \ `�Y��''b - / // f T/ / �' .- - / . -----`-- , I \\ \ . `\ 0 •��LSD �NTC.'.R DR I(�'PUBLICRIGHT OF WAY II/
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(INCLUDING BUT NOT LIMITED TO:GAS LINES,WATER LINES,SEWER LINES, -�- "- / / s= / /' `--/ ,- \ \ \-\_ 10. ROJE(-T REFERENCE NO,1-ZSII CP SHEET NO.ISJ I
ELECTRICAL AND TELECOMMUNICATION LINES,AND FIBER OPTIC CABLES). ...../ / . s_ �- -__-_-__ �__� -_ •,�
North 8� �� /r/ _--__ ______ -----------______ \ I
DATE.JANUARY024
4 2
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/ • , - I SCALE:
Carolina PARCEL ID:052 090 I r=ao
www.ncen.ore MARVIN ALEXANDER CRESS JR ' '/ ---------
___- \\` C18 UNLESS STATED OTHERWISE IN CONTRACT WITH OWNER,THE p p-/ -I / //'/':' /'� E / '' ''-____ _ __ _• it ����I \ \ I 40 20 0 40 80 120 PROJECT 1 (•J
CONTRACTOR OSHALL RDINAL INCLUDE
AGREEMENT WITH RELOCATION
OWNER COSTS IN HIS DEED BOOK 9(J I-93l - //�/.ii "O OHE OBE�,� /' '\\ '\I I NO. OF 39
ZONING: C-85 (1-85 COMMERCIAL DISTRICT) l OHE _ SCALE IN FEET 22008
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PROPERTIEi NOTIYRTHEDESIGN ENG NERENCES MAY IER IMMEDIATELY FSUCHACONDITION ORE IMMEDIATE ACTION TO PROTECT ERSOCCUR ENCE IS KNOWN .`o` •1•S���f�♦�S,♦` -♦ •���`� ♦ ♦�e�♦.--���5♦♦♦!—��♦♦����� , ���j \`-- 8g` /- Q aUNFORESE Q Q
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SHASEDILLENT CONFRMNPOSITNE DRAINAGE TO APPROPRIATE
PROPOSED DRAINAGE STRUCTURES OUTLETS.
TO ENSURE THAT CONTRACTOR
PONDING \`\� TPOOLSTBE EARTHEN
REPLACED I �� \`'Da 0♦♦♦♦ ♦��Q♦�♦♦♦_♦♦���Aj♦� /_/• •,� \\\
DOES NOT OCCUR THIS PERTAINS TO PAVED AND UNPAVED AREAS SLOPES TO STRUCTURES SHALL NOT BE .PERMANEN RIP-RAP VELOCITY `. ♦♦♦ ♦♦®♦♦♦♦�♦ ♦ ♦ . `pD'\� LOD -`- •D -684 GE
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EXTREME AND SHALL BE SUITABLE FOR THE INTENDED USE.STORM DRAINAGE PIPES SHALL HAVE A MINIMUM �� BREAERS AT PIPBOUJLETS UPON `-----_�`�♦" - ♦♦♦♦♦♦000 �0���.\\ ___ CO I-
OF ONE FOOT OF COVER . \FINAL SITE STABIUZALON \ ao;'-♦ ♦`♦♦♦♦♦�y.0� i . - -- --_ U
CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING UNDERGROUND _ - s. _ _ (-
UTILITIES(HORIZONTAL&VERTICAL)PRIOR TO CONSTRUCTION �_ _ - \ w
(INCLUDING BUT NOT LIMITED TO:GAS LINES,WATER LINES,SEWER LINES, --_ - - `� W
ELECTRICAL AND TELECOMMUNICATION LINES,AND FIBER OPTIC CABLES). .. �. -__--____
North 81 r _- / -`` ` ` �` �— J n DATE JANUARY 4,2024
W
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Carolina _ - PARCEL 1D:052 091 40 C19
www.ncen.grg TWELFTH STREET ASSOCIATED LLC
UNLESS STATED OTHERWISE IN CONTRACT WITH OWNER,THE DEED BOOK 920-587 40 20 0 40 80 120 PROJECT
CONTRACTOR SHALL INCLUDE ANY UTILITY RELOCATION COSTS IN HIS ZONING: C-85 (1-85 COMMERCIAL DISTRICT) 1 I I I I 4 •fNo' OF 39
ORIGINAL AGREEMENT WITH THE OWNER SCALE IN FEET 22008

VARIES VARIES SEE NOTE#2 DOUBLE CHECK VALVE ASSEMBLY (DCVA) DOUBLE CHECK VALVE ASSEMBLY (DCVA) COPPERSETTER FOR 2" FLANGED METER VALVE Box >ww
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JOINT FITTING (TEE, VALVE, BEND) PLAN P V� v�rx s'OF WASHED STOry W • •S a
•
O T- BOLTS I.DCVA MUST CONFORM TO SALISBURY-ROWAN UT1 TES SPECIFICATIONS. MCOMAEN°e WATER MAIN \ 4
_ _ `STANDAR➢VALVE TAMPED BACKFILL Z W
TAPPING SADDLE BOX BOTTOM V M RACKET OW ASSFMRI Y MIDST RE INSTN I FD BEFORE SERVICE I IMF IS CO R PIPES. ��PLAN wV EW SECTION
w 2( XCEPT AS AUTHORIZED BY THE WATER PIIRVTYORI WATER LINE MUST BF EXPOSED FOR INSPECTION n n n� o _ o
z RETAINER GLAND ,L FROM METER TO BACKFLOW PREVENTER I DCVTES:A
1.BY-PASS INCLUDES A BALL VALVE WITH PADLOCK WINGS. INSTALLATION h
(MEGA-LUGS OR SNIP _• 11� 1.DcvA MUST CONFORM TO SALISBURY-ROWAN ummes SPECIFICATIONS FOR
3.SALISBURY-ROWAN APPROVED DCVA INCLUDES SHUT OFF VALVES R AND N2 AS PART OF THE ASSEMBLY. S 3/4 -2' 2.BRACE PIPE EYELETS ARE STANDARD-BRACE PIPE NOV INCLUDED.
RINGS ONLY) FOR NO 9JBSDNTIONS SHALL BE PERMITTED. 2.EBACKFLOW PSSEMBLYNMOSTERF INSTAII ED BEFORE SERVICE I INN IS C.ONNFCTFD TO ANY OTHER PIPES EXEMPT AS.
,
DUCTILE IRON PIPE 0 4.TEST COCK g1 SHALL BE UPSTREAM OF SHUT OFF VALVE y1 AND IS PART OF THE APPROVED ASSEMBLY. AIUTHOORI 2D BY THE WATER PURVEYOR 1 WATER UNE MUST BE EXPOSED FOR INSPECTION FROM METER TO BACKFLOW 3.INLET IS COPPER TUBE PACK JOINT EXTENSION
5.SUPPORT OF 3--10-DCVA SHALL BE DESIGNED BY OWNER. 3.SALISBURY-ROWAN APPROVED DCVA INCLUDES SHUT OFF VALVES#1 AND/2 AS PART OF THE ASSEMBLY. 4.OUTLET IS FEMALE IRON PIPE THREADS. ��
®SEE CURRENT APPROVED PRODUCT NO SUBSTITUTIONS SHALL BE PERMITTED. Q
MANUFACTURERS SHEET FOR B.ISALISBURY-ROWANDOORINSTALAn0NASHAEL BE PERMITTED I A ASHES WHERE ADEQUATE SPACE Is NOT AVAILABLE OUTSIDE. 4.TEST COCK
IKS/1 SHALL BE UPSTREAM OF SHUT DFF VALVE yt AND IS PART OF THE ASSEMBLY. 5.OUTLET SIDE ALL ALSO HAVE 2"X24"BRASS NIPPLE AND A 2"HAMMOND 606 GATE z 'In
ALL VALVE.METER BOX SHALL BE THE SAME AS USED FOR 1"METER.
Lt 5.INDOORPREEVVEINON DDEVIIICCENSS NOT LONLY
AVAILABLE POUTSIIDE.SALISBURY-ROWAN SBUURRY ROWANAUDRW ES WILL REVIEW ON A CASE
BY In
APPROVED TYPES (APPENDIX 'A') I0u REVIEW O CASE BY MAIN BASIS. BE u - vI THE �— c P\ 0 Am
J.ALL PIPE 3'-10"SHALL BE DIP FROM THE TAP AT THE MAIN To 5'PAST SHUT OFF VALVE M2 CASE BASIS. 6.SEE CURRENT APPROVED PRODUCT MANUFACTURERS SHEET FOR /A��A// C
e RESTRAINED JOINTS SHALL BE MN MEGA LUG RESTRAINTS OR APPROVED EQUAL. 6.SUPPORT OF BACKFLOW PREVENRON ASSEMBLY SHALL BE DESIGNED BY OWNER AS REQUIRED. APPROVED TYPES.(APPENDIX"A") m.LJ L N N M
DATE, OCTOBER 17, 2006DATE, FEBRUARY 3,2009 DATED JANUARYI,1991 CITY OF SALISBURY,N,C, STANDARD DETAIL DATE, JANUARY 1,1991 GJ R
CITY OF SALISBURY,N.C. STANDARD DETAIL CITY OF SALISBURY,NC. STANDARD DETAIL DATE, FEBRUARY 3,2009 CITY OF SALISBURY,N.C. STANDARD DETAIL AMENDED! JULY 19,2022 CITY OF SALISBURY, N.C. STANDARD DETAIL AMENDED, MAY 19,2009 —w C Q I^°U
AMENDED, MAY 19, 2009 AMENDED JULY 19,2022 WATER SYSTEMS NOT TO SCALE 6Z Di
WATER SYSTEMS NOT TO SCALE STANDARD DETAIL BACK FLOW PREVENTION NOT TO SCALE STANDARD DETAIL BACKFLOW PREVENTION NOT TO SCALE WATER SYSTEMS NOT TO SCALE 0=1'1"I = Z O
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3" - 10" DCVA INDOOR STANDARD BF-10 3/4" - 2" DCVA INDOOR STANDARD BF-5 2 " METER CONNECTION STANDARD W-10 VALVE BOX INSTALLATION STANDARD W-5 F_
FIRE HYDRANT STANDARD w-3
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DEVICE BOX OR VAULT 1, MINIMUM THICKNESS FOR PIPE SEE NOTE #tSTEELFBORTSTAINLESS + F—&COVER V V Do m
u STANDARD FRAME
,� SIZES a' AND SMALLER IS 1', 7 5/a' _ O °p ry
MINIMUM THICKNESS FOR PIPE - BUTYL MASTIC BETWEEN �� '- a N Lo
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MIN, MODIFIED DRAWING PRE-CAST RINGS 11Mt m O
EARTH THE ENGINEER SHALL SPECIFY _ MAXIMUM OF 11 1/2° W 2'
- \ / THE THICKNESS & WIDTH FOR THE THRUST �E INCLUDING BUTYL MASTIC. -p O d:i
♦ / CONCRETE THRUST BLOCK SCHEDULE / \ W
PIPE COLLAR, BUT IT MUST MEET THE O \ cu Z a 1-
METER BOX SIZES (APPROX.)FOR. A H C \ W CLASS A SIZE 90(TEE) 45' HEN021/2 111/4 MINIMUM THICKNESS NOTED HERE. ` A PRE-CAST BARREL
3000 PSI SECTIONS)2,3,6
3/4'METER 13' 24' 18' 5.
pr.:".
CONCRETE INCHES H L H L H L HI_ �� 4 FT.SECTIONS O 2H 75' 1L, 44,1
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- 4' LG' 30' 1.0' 25 1,0' LS' 10' 1,0' �4 'P� in 1'TO 2'METER 17' 30' 18' IA \� 6' 2,0' 40' IS' 35' 1,0' 30' 10' 15' MINIMUM 3000 PSI r BUTYL RUBBER >N L.L
1, 11 11 , SEALS
18.. 10' 30' 6.5' 25' 50' 20' 4,0' 1,0' 3,0' CONCRETE, 11 11 - BENCH
II 11 WATER D =� £ WALL MONOLITHIC BASE
¢ II 11 WRAP OUTSIDE MANHOLE SECTION
METER BOXES x FOR DESIGN PRESSURE=200 PSI SPLIT MEGA-LUG I 6 l/a°
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II 11 8'WIDE BUTYL TAPE PRECAST INVERTS
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PLACE ON MINIMUM OF • 4Wl.h, :
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/ 'I ELEVATION I �i �,• "A SEE NOTE as ®'''' :s"o <, 2-
0.75'+1• il
._ I 7 5/16' ► OS'INSIDE DIAMETER MANHOLES ,MANHOLE
NHOLES :~d,a 3//24 -
TOP VIEW C 1/2 L 1/2 L \ ti I 1 N i / SHALL HAVE 5'THICK MALLS v 'p'1'P MANHOLE TO CONFORM WITH O J`''
REMDVALE M I 'ss➢IN `o z 3000 PSI 3100 PS[ �C TYPICAL CONCRETE UNDISTURBED MATERIAL TRENCH •1`,U 1 5 1/4' i j ,y ����� A SHALL Hav 4'INSIDE e 6E THICK WALLS
SECTION z�ALL JOINTS SHALL LATEST REVISION %,M O
PIPE ENTRY £ CONCRETE CONCRETE t" THRUST COLLAR. MIN. I 1 Ic; 3,STEPSATOMBE4
AREAlia
FOF 12 INTO I ° CONC.SUPPORT DR DuV PER CITY STAND L CONFORM """,,,,,,,,,,,,"`
(MINIMUM) ♦ ¢ ASTM C47H OR
43,
, _ ■ ■ / \ PLASTIC
SHORT SIDE VIEW 125� LNG SIDE VIEW WIDTH MIN. ¢ \ 5 3/8
/ COMPACTED 867 STONE STANDARDS.
UNDISTURBED UNDISTURBED I � 5 3/4 � UNDER EACH PIPE
�� EARTH EARTH j :5 UNDISTURBED SUIL. 1 -' --- 4,BUTYL RUBBER SEALANT TD MEET
'� / < Z 7' FEDERAL SPECIFICATION(GSA-MSS)
_ RESTRAINED JOINT PIPE \ g. RUBBER BOOT Ao.
MAY BE USED IN PLACE CAST IN BASE _ sae'mA,M.H.,PIPES e•-ta°
OF THRUST COLLAR. THE SECTION A-A SECTION Lai \ 1 6D ➢Ia M.H,PIPES zD-3D" J
NOTES I I I ° o' CL ¢ q: - \. 6.MANHOLES WITH A DEPTH OF 10'DR
FOOTAGE OF PIPE/NUMBER OF .J ` e ` GREATER MUST BE G'➢IAMETER Q
/' JOINTS TO BE RESTRAINED " 7.ALL MANHOLES ARE REQUIRED TO I-
3/4°METER BOX-SEE CURRENT APPROVED PRODUCT MANUFACTURERS SHEET FOR % � �` I / JOINTS
SHALL BE SPECIFIED BY I 8'
APPROVED TYPES(APPENDIX A) // \ % EARTH THE DESIGN ENGINEER a 1/2" NOTE BE VACUUM TESTED. W
$y Z MANHOLES MUST NOT HAVE T—F H NO LATERALS OR CORES IN 0
1"&2'METER BOX-SEE CURRENT APPROVED PRODUCT MANUFACTURERS SHEET FDR .N g NOTED ANY LARGE CHIPPED AREAS, MANHOLE CONE SECTION,
APPRB WED TYPES(APPENDIX A) SHALL BE AS DESIGNED BY K 'J ( 10 1/4' BROKEN AREAS,CRACKS,DR EXPOSED GIr7_ FLOOR HARDENER Z
I f JJf SEE CURRENT APPROVED PRODUCT REINFORCEMENT,OR OTHER DEFECTS, A ..7%. ON BENCH WALLS w AN ENGINEER ( / 0 LL
0
PLAN - TEE PLAN - BEND MANUFACTURERS SHEET FOR APPROVED DEFECTIVE MANHOLES WILL NOT A (. &INVERT-MIN.
TYPES (APPENDIX A) BE ACCEPTED, PLAN vz"THICKNESS N H 0
#5 REBAR REINFORCING CITY OF SALISBURY, N.C. STANDARD ➢ETAIL DATE, MAY 19, 2009 .�.
CITY OF SALISBURY,N.C. STANDARD DETAIL DATE, JANUARY 1,1991 CITY OF SALISBURY, N.C. STANDARD ➢ETAIL DATED JANUARY 1, 1991 AMENDED JULY 19, 2022 ce
CITY OF SALISBURY, N,C. STANDARD DETAIL DATE: MAY 19, 2009 AMENDED JULY 19, 2022 CITY OF SALISBURY,NC, STANDARD DETAIL DATE; OCTOBER 17, 2006 SEWER SYSTEMS NOT TO SCALE (-
WATER SYSTEMS NOT TO SCALE WATER SYSTEMS NOT TO SCALE WATER SYSTEMS NOT TO SCALE WATER SYSTEMS NOT TO SCALE PRECAST MANHOLE STANDARD SS-1 In
Z
METER BUXES AND VAULTS STANDARD W-9A THRUST BLOCKING STANDARD W-1 THRUST COLLAR STANDARD W-2 VALVE BOX STANDARD W-4 0
OUTDOOR IN-GROUND GREASE INTERCEPTORG D=E'MINIMUM DIA STONES
3:1 SIDE SLOPE
111
INLET GROUND LEVEL OUTLET 'flail 3 �,4410:01B'� ,•�/b
t20'MIN- { t20'MIN,y O
PLACE WHEEL STOP
j-I OF TOTAL LENGTH OF INTERCEPTOR-�� 40"FROM END OF CONSTRUCTION SPECIFICATIONS: �I,e,,C / �
PARKING STALL 1. PREPARE THE SUBGRADE FOR THE PLUNGE A A 0-&
1 POOL TO THE REQUIRED LINES AND GRADES �1 II��BII FLARED END GROUTED
/ � �,, 9'MIN. 1 �,xw J 3'DIA. O •. CIA.+0.4'L
FLOW FROM r ► -I COMPACT ANY FILL REQUIRED IN THE B SECTION RIP-RAP �•
KITCHEN + LIQUID LEVEL LIQUID LEVEL 4 1 - TO SEWER SUBGRADE TO DENSITY OF APPROXIMATELY -�
JO•C •d•Oo O O OD o040 OC O LLOWPA6"WIDEKINGCHIGH SILT FENCE(TVP.) THAERIAL. SURROUNDING UNDISTURBED E=d 2E p �.
DO L°v O v O d GREASE;-.,"1,.?.(;()o p GREASE YELLOW PLASTIC PARKING CURB USE MATERIAL. O cc
o.o.00 o0 1•0 �,
SANITARY TEE .� • SANITARY TEE GLOBAL ENGINEODEL ER'S
OR AN �1 \�_�, !� W a
MATS OF
ENGINEER'S APPROVED EQUAL DISTURBANCE(TVPJ / 2 KEEP NOUTLET FREE OFN LINE, DEROSIONE,AND R REMOVED SECTION.OSS / �B�'�aIv.�4, LJ
V O RIDDLE 25%BE THE
DISTANCE FROM BOTTOM -BAFFLE WALL ACCUMULATED SEDIMENT AND DEBRIS.AFTER Z
OF TANK TO WATER LINE. }
TYP,EO%OF WATER DEPTH ISOMETRIC WHEEL STOP DETAIL HIGH FLOWS INSPRST FOR SCOUR.MAKE 12" 10'MIN. W VI OLL (Y
T1 a� N.T.S. NECESSARY REPAIRS IMMEDIATELY. PLAN VIEW 1.F CL
y 'I I �_- �O SLOPE AS
PUN NOTES:THE CULVERT
ERT DIMENSIONS: ;� 0 V g m
Tr
�' 1. TYPE I:PLUNGE POOL IS DEPRESSED 1/2 THE HEIGHT OF
p�
GRADING
SHOWN ON 4j THE CULVERT RISE. F p 0 �
2' Ce I. d I RNI HEO a Q
OE
SETTLED SOLIDS/ + 'fr6(, Si -C=(3xd)+(6xF) T�1 1F 'Y.u 7 'SS�'u♦",\X� Z I- L^
_ v00 y,�" -6=(2xe)+(6xF) 4 12• Q h7
MUTES __
SIDE VIEW a R F WHERE is' I T 0 ~ Q
MI S GEOTEXTILE FABRIC t
CO ALL GREASE INTERCEPTORS SHALL CONFORM TO CHAPTER 10,SEC.1003 AN THE NC PLUMBING CODE AND SHALL BE DESIGNED AND 10 / -d=THE CULVERT DIAMETER OR OOLWIDTH IN FAN IN FEET I
-1.5' J 12„ ID
-
INTERCEPTOR ACCURDIR6 TO THE LATEST PUBLICATIONS IFI OF ASTM CIHIG STANDARD SPECIFICATION FOR PRECAST CONCRETE GREASE s -C=THE PLUNGE POOL WIDTH!IN FEE SECTION A-A I`INTERCEPTOR TANKS OR ASTM F2649 STANDARD SPECIFICATION FOR HIGH DENSITY POLED BYLTHE DIRECTOR.
GREASE INTERCEPTOR TANKS 4 DOUBLE ROW OF -C=THE PLUNGE DIAMETERLENGHT ORS FEET TEMPORARY EARTHEN PLUNGE POOL(TYPE
EXCEPT FIR THE FOLLOWING REQUIREMENTS OR OTHER DESIGNS SPECIFICALLY APPROVED BY THE DIRECTOR, / -E=THE CULVERT DIAMETER SPAN IN FEET EQUAL
SILT FENCE(AS NOTE:
(2)ALL GREASE INTERCEPTORS MUST MEET THE REQUIREMENTS AS OUTLINED IN THE UNIFORM CONSTRUCTION STANDARDS MANUAL I / TO d N.T.S.
DIRECTED PER PLANS) DURING CONSTRUCTION,PROVIDE A"PLUNGE POOL"AT
FOG CONTROL PROGRAM'MINIMUM DESIGN AND STRUCTURAL CRITERIA FOR THE EXTERIOR GREASE INTERCEPTORS', IE^T.�11. -3E=THE PLUNGE POOL BOTTOM LENGTH IN FEET TEMPORARYEARTHEN PLUNGE POOL(TYPE N DIMENSIONS
(3)ALL GREASE INTERCEPTORS SHALL BE SIZED ACCORDING TO THE REQUIREMENTS AS OUTLINED IN THE UNIFORM CONSTRUCTION STANDARDS MANUAL. -2E=THE PLUNGE POOL BOTTOM WIDTH IN FEET - PIPES SD THE PIPE OUTLET FOR PIPES DISCHARGING INTO A BASIN.
-F=PLUNGE POOL DEPTH IN FEET d(FOR TYPE 1) ,.-SDa3&SDu2-50AT PIPES SD.18 PLUNGE POOL"SHALL BE A MINIMUM OF 2'DEEP X 2D DATE:JANUARY 4,2024
(4)TRAFFIC-RATE➢TANKS REQUIRED WHEN LOCATED IN TRAFFIC AREAS.
a _d 2.5-FT 3-FT WIDE 2D LONG.RIP RAP VELOCITY BREAKERS AT THE
(5)GREASE INTERCEPTOR SHALL BE LOCATED SO AS TO BE ACCESSIBLE FOR CLEANING. LIMITS OF DISTURBANCE AND SILT 3. MAINTAIN LINE,GRADE,AND CROSS SECTION.KEEP F 125-ET 1.5-FT BASIN INLETS ARE TO BE INSTALLED AFTER SITE IS 80%
NOTE
(6)INLET AND OUTLET SANITARY TEES SHOULD BE OPEN AT TOP TO ALLOW VENTING. URN 01W curTIS SAONV MWTOP RADIO TxE STABILIZED. SCALE:
FENCE SPACING DETAIL OUTLET FREE OF EROSION.REMOVED ACCUMULATED
(7)ANY VARIANCE FROM THIS DETAIL MUST HAVE PRIOR APPROVAL FROM THE CITY OF SALISHURY, MBTATEHI ENTSOESErnMN UCT1ON AAR SEDIMENT AND DEBRIS.AFTER HIGH FLOWSIMMEDIATELY. C 15-FT 18-E NTSCAROLINA C 3 6
N.T.S.
(8)TANK LENGTH SHALL BE GREATER THAN TANK WIDTH. NS FOR GHWAY MOO FOR SCOUR.MAKE NECESSARY REPAIRS B 12.5-FT DEC1-
CITY OF SALISBURY,N,C, STANDARD DETAIL DATE: APRIL 7,2009 EDITION.
°A EN NOTE: E 25-FT 3-FT PROJECT
1. SEE SILT FENCE DETAIL IN POLLUTION PREVENTION RIP RAP VELOCITY BREAKER
NOT TO.SCALE BARRIER TYPE DETAILS FOR SPECIFIC INSTALLATION INSTRUCTIONS 2E 5-FT 6-FT N.T.S. NO. OF 39
STANDARD SS-aA
SEWER SYSTEMS CREASE INTERCEPTOR CURB&GUTTER 22008
N y 3E 75-FT 9-FT

TWO I'DIA.HOLES FOR
eI
- / PUBLIC PRIVATE Z J UNSEALED MANHOLES °.i o
LATERALS SHALL NET TYLER 6855 SERIES O-p ��
P 10°-TOP SECTION
BE LOCATED ]N DRIVEWAYS, L 1
WALKWAYS, OR SIDEWALKS r5 1/4' DROP LID1110
~ PAVEMENT OR EE'WE-� k1R
aGROUND f DETAIL 1 ����
00
a 18'SQ.x6° 0 1l,Fo TOP OF COVER �' ��
l8'MIN. CONC.PAD j O T.
O C MINIMUM AVERAGE WEIGHT eth b `A �� • p o0.
a 3° (.1:
i
O r Z
F 5'MAX. DEPTH No,67 STONE L COVER 120 lbs, //�� WWW
a UNLESS ADDITIONALll FRAME 190 lbs. 1° _ 84 z
UNIT 310 lbs. IJr
DEPTH IS REQUIRED TO BEND-...,..." I
O 2 2
SERVE THE PARCEL w a u u
--S FIRST BEND 5'
SEE NOTE 4 MINIMUM SLOPE 2% MIf� A A OC6aao wooBOTTOM OF COVERSlr....LN100
‘V‘I'‘\VII\iiiiLF"
� � O��I Lw
z ADO O. TYPE III BEDDING A t •- C%
PWG-FUTURE
SERVICE CONNECTION NOTES. 12' R-...-
'A _ ' m
DIMENSIONS MAY VARY PLAN
V ,-� 4' DIP DR PVC 4°PVC - SCHEDULE 40 OR SLIGHTLY,BUT MANHOLE BOLT HOLE .,a' Si-
a � Z �� 4'DUCTILE IRON PIPE RING AND COVER ARE _ '�r
LATERAL CONNECTION TO HE INTERCHANGEABLE
(ON 45) NO TRANSITIONS BETWEEN WITH DIMENSIONS SHOWN
o MATERIALS
PLAN VIEW OF TREE PROTECTION
aw WYE OR SADDLE _ _ x K ❑� - `^
- 2. HEAVY DUTY 76 CAST IRON, 251' .. ,- /1 u Q
WYE SADDLE AVAILABLE FROM As1m aea6 cLASS 35 zap• 4"-H- /
ONE FOOT FOR EACH INCH \ MUST BE USA MADE
S
OF TRUNK DIAMETER OR CITY(CONTECH OR EQUAL) Q' 4 F
CONTECH PFSP&PFTP QUH 5'TO 8'WALL '� 1LA
-
2 1/2 12 HEIGHT OF TREE- w NOTES. 3. SEALED MANHOLES SHALL Z I-
m WHICHEVER IS GREATER I j BE PROVIDED W/GASKETS r , - Q
a 1,THE FULL LENGTH OF THE SERVICE DITCH SHALL BE COMPACTED IN 6' LAYERS AND A MINIMUM OF 4 U •
• _ 0 a
3'MINIMUM WIDTH IWITH MECHANICAL TAMP,TO 95% STANDARD PROCTOR BOLT DOWNS TWO BOLTS SHALL
BE CITY EF SALISBURY PATTERN
}8 THE CITY SHALL MAKE TAPS ON EXISTING LINES LOCKING BELTS AND TWO "' A. 6'OF THE HEX-HEAD TYPE 3J'
Tr %{•' iI 3,BENDS 1/16, 1/8, 1/4 AS REQUIRED STAINLESS STEEL BOLTS SECTION A-A
NO DISTURBANCE OF ANY KIND
TREE PROTECTION BARRIERS TO BE
ALLOWED WITHIN TREE PROTECTION
4 FIRST BEND SHALL OCCUR BEHIND BACK OF CURB UNLESS SPECIFICALLY
2z
■
CURRENTCITY `/
2X4 MIN.STANDARDS AND EITHER IX4
I
AF EJI
4. SEEOF
a SALISBURY WATER&SEWER 24 H EW R a APPROVED BY THE UTILITIES ENGINEERING MANAGER �' !'
RAILS 3 PER 5®E OR ORANGE ._ J
+..... ... APPROVED PRODUCT �7
Z SAFETY FENCING AROUND PERIMETER3 In S�ALL LATERALS Al'60' OR LONGER SHALL BE 6'. Y
MANUFACTURER'S
SHEET FOR
- +•. APPROVED TYPES-LOCATEDin
6,NO MATERIAL TRANSITIONS (LATERAL&STACK MUST BE ALL PVC OR ALL DIP) IN APPENDIX'A'OF THE \ I.
p�•"�"�..� CITY OF SALISBURY UNIFORM Lo cn M z -. 7,WYES ONLY, ND TEES.SADDLES MAY ONLY BE USED ON EXISTING SEWER LINES. CONSTRUCTION STANDARDS SECTIHN A-A -�
NOTES 0 N N
7. REMOVE ALL TREE PROTECTION BARRIERS UPON COMPLETION OF PROJECT. m IWig. DATE: MAY 19, 2009 CITY OF SALISBURY,N.C. STANDARD DETAIL SATE' JANUARY 1, 1991 W a U R
s TREE PROTECTION OPLANS O FGRIHH�NING PLANS
AND/OR INDICATE LOCATIONS OPALLL CITY OF SALISBURY, N.C. STANDARD DETAIL AMENDED, JULY 19,2022 CITY OF SALISBURY,N.C. STANDARD DETAIL DATE: OCTOBER 17,2006 NOT TO SCALE MM O Z
BE -I II-I I1 -III- III-iNOT To SCALE SEWER SYSTEMS L,IJ = o
LL PROTECTED. J NOT TO SCALE SEWER SYSTEMS NOT TO SCALE SEWER SYSTEMS �� Z O�,
o I-III- 1-I I1- - MANHOLE COVER STANDARD SS-6 PLASTIC MANHOLE STEP STANDARD SS-7 �Z E z Q
Z -I�I-111- ITI- TAP & STUB-DOT STANDARD SS-5
o NDTES: LL ii '-
SLOPE TOP OF 1.MANHOLE BASE SHALL HE 4000 P.S.I. - VI O ti'
E CONCRETE PLACED ON UNDISTURBED BUTYL MASTIC BETWEEN MANHOLE FRAME TO BE
- CONCRETE BASE +4° C 01
i REVISIONS 6'TOWARD EARTH AND MAY BE PLACED AGAINST MANHOLE AND FRAME&COVERI BOLTED DOWN WITH
~ NO DATE BY COMMENT TROUGH SHAPED BANKS IN LIEU OF FERNS, WITH FOUR STAINLESS _ 4'_4" OJ Oy �O N
TOWN of TREE PROTECTION BARRIER STD. A A 2 ALL MASONRY MORTAR SHALL BE STEEL BOLTS 2Z .o x
SPENCER, NC 5.01 dir&TISM
PORTLAND CEMENT 13 MIX RUBBER BOOT - OM` / PRE-CAST RINGSt 2'-2" yI"I"I CI- m 3,CARE MUST BE TAKEN TO FORMA PVC OR DIP Lam'
SMOOTH FINISH TROUGH FROM MAXIMUM OF 11 1/2' O O
o ENTRANCE PIPES TO EXIT PIPE, INCLUDING BUTYL MASTIC. -. CUT 2 45° GROUT OUTSIDE (8',10'OR 12') cu Z 4 i
�-__-; AND IN CURVED MANHOLES THE
TROUGH MUST BE A SMOOTH J
CIRCULAR ARC TANGENT TO THE
10d 10'4P 10W 10'<P INSIDE WALLS OF THE PIPES
12"ETIPANSION JOINT--( 12'F7�ANBION JOINT AT THEIR ENDS. 11
O O0° LL
\\\`r IF+5�� A TEE OQ 0 _
4,PROTECTIVE WALL FOR OUTSIDE DROP O OD O FILL VOID BELOW
SHALL BE A MINIMUM OF 8'MASONRY. �"\,QO OO
J `D O _ PIPE W/No 67
PLAN MANHOLE FRAME TE BE 5,THE SLOPE OF THE OUTSIDE DROP Op0Op WASHED STONE
BELTED DOWN WITH TROUGH SHALL BE 1/4"PER FOOT. 90°BEND p
5'-0'FOR PIPES � """""'.,
OVER 18',4'40'FOR WITH FOUR STAINLESS Q _ ''
a : /> H 8'&SMALLER PIPES STEEL BELTS 6 MANHOLE TO CONFORM WITH ASTM C478 )O STAINLESS STEEL ' L
19 AND PRECAST MANHOLE STD, O _ STRAPS 3'O/C (�y*,.\
STANDARD FRAME 7,RAMSET MASONRY TIES EVERY 12 INCHES 8°COMPACTED MINIMUM 4 .4, y y
&COVER ON OUTSIDE DROP. STONE ) STRAPS =¢,'n w z
B.MANHOLES WITH A DEPTH OF 10.0' -U
1 ' .
FRAME
' WRAP OUTSIDE MAN BE 5'DIAMETER. 6' 5'DIAMETER 6'- f- =5 O N "' ;OR GREATER SHALL _ _ 3'-0"
BUTYL MASTIC PRE-CAST RINGS 9. HOLE SEAMS %~d'°' 3/V2M ��<
ROOVE JOINT BETWEEN y MAXIMUM OF 11 1/2' (JOINTS)WITH MIN,8'WIDE BUTYL TAPE. 3000#CONCRETE WITH#4 BARS O
A SECTION ,� oJ.'
ACE OF CURB PLAN INCLUDING BUTYL MASTIC, il
NOTES: AT 6"EACH WAY.ALL STEEL BARS
1.INSIDE DROPS TO BE USED FOR SHALL BE PLACED 1 1/2"CLEAR FROM "n,,,,,,,,,o"°'
AND COVER y CONE PIPE 12'AND SMALLER SEE GENERAL NOTE#3
DIP AYE
qb4 A BOTTOM OF SLAB.
2,MINIMUM MANHOLE
` D.I.P. 1 gtl' Y b. DIAMETER IS 5' FINISHED I + GRADE
,II` STRAIGHT WALL �I_ yy D VARIES(441.MIN.) * SEE NOTE BELOW .I.P.
w • '� I DROPOPPO PIPE.
BE 4 ; F. ��oB�••~8�Y'R�' -� ,DROPS REQUIRED WHERE INVERT IN 6" 6"
"" .' + 1LOCATED TI 2'OR MORE ABOVE INVERT OUT 16„ T
�1'd" [GROOVE JOINT I2"A" fig" I :•:. o RUBBER BOOTS MANHOLE STEP512"7 I
➢.I P. 3
EE
H
5'-7"VARIABLE j4"pER FEET I 6• RISER���' ____4 SIZE HAS HAINT LINERME DEEPER EEP ' I J
w 7' SLOPE 1 d'�"
. .... +R _ - 5'MANHOLE]➢[MENSIONSIONRL ASTM CO478 O u f Q
y S 4'D
♦ �� :d ,CGS- CONFORM T
PAVEMENT ' a• o• • Na.67 STONE 6,NO LATERALS OR CORES OR T I I-
I I
q • " e - -•• UNDER PIPE IN CONE SECTION EQUIVALENT) } W
b "IF"A IS GREATER THAN S'ADDITIONAL GROOVE JOHT - NOTE:
I SHALL BE REQUIRED AT I2"A" d i c _ MANHOLES MUST NOT HAVE 7,WRAP OUTSIDE MANHOLE SEAMS MINIMUM 18" Q
`H "•,•' 1 • • 1- ANY LARGE CHIPPED AREAS, WITH MIN,8'WIDE BUTYL TAPE MAXIMUM 24"
1�8" t3" m1- A - A - - - 4'INSIDE DIAMETER MANHOLES BROKEN AREAS,CRACKS,OR EXPOSED G •AIA 8.5'INSIDE➢IAMETER MANHOLES g" z
SHALL HAVE 5'THICK WALLS REINFORCEMENT,OR OTHER DEFECTS, A`aa 4:' SHALL HAVE 6'THICK WALLS 0 u_
5'INSIDE DIAMETER MANHOLES DEFECTIVE MANHOLES WILL NOT O
SECTION A-A SECTIHN A sA SHALL HAVE 6'THICK WALLS 6"CONCRETE OR 8" x
BE ACCEPTE➢,
TWO 12.THICK PIECES BITUMINOUS FIBER REQUIRED PLAN CONCRETE BRICK lJ
IF SUBBASE IS CONCRETE. MUST BE SEALED WITH CITY OF SALISBURY,N.C. STANDARD DETAIL DATE: MAY 19, 2009 DATE, MAY 19,2009
APPROVED JOINT SEALER AMENDED' JULY 19,2022 CITY OF SALISBURY,N.C. STANDARD DETAIL AMENDED:JULY 19,2022 #4 BARS OAT ON EACH WAY.WITH Ce
SEWER SYSTEMS NEW CONSTRUCTION NOT To SCALE SEWER SYSTEMS NOT TO SCALE I-
GENERALNOTES: STANDARD SS-3 PRECAST M,H, WITH INSIDE DROP STANDARD SS-2 GENERAL NOTES:
VI
PRECAST I/H, W/ OUTSIDE DROPZ 1. FOR 18"-24"ID PIPES USE 3'X 3'BOX Z
1. AGROOVE JOINT 1'DEEPNMTH 113"RADII SHALL BE REQUIRED IN THE CONCRETE 2. FOR PIPES OVER 24"ID MAKE LENGTH&WIDTH OF C.B= 0
SIDEWALK AT5'INTERVALS.ONE 12.EXPANSION JOINT WILL BE REQUIRED AT 40' ATTACH FILTER FABRIC TO POST GENERAL NOTES: OD OF PIPE+6"EA.SIDE V
INTERVALS.A 12"EXPANSION JOINT WILL BE REQUIRED WHERE THE SIDEWALK JOINS - WITH HEAVY DUTY PLASTIC TIES 3. TOP FRAME AS MANUFACTURED BY U.S.FOUNDRY;TOP:1258BD
ANY RIGID STRI1Cilll1E. SPACED A MAXIMUM OF 6"APART 1. UNIFORMLY GRADE A FRAME:U5F1258BD OR ENGINEER'S APPROVED EQUAL
2. ALL CONCRETE TO REORBS P.S.I.COMPRESSIVE STRENGTH. . SHALLOW DEPRESSION 4. ALL CATCH BASINS MUST HAVE A 3'X 3'FINISHED OPENING
3 APPROACHING THE INLET.
3. SEE STANDARD FOR DETAIL OF EXPANSION JOINT AND GROOVE JOINT. _
4. SEE STANDARD FORDETAILOFDRIVEWAY, - - 19-GAUGE 2. DRIVE STEEL POSTS INTO THE JUNCTION BOX DETAIL
HARDWARE GROUND SURROUNDING THE
5. MONOLITHIC CURB AND SIDEWALK TO BE CONSTRUCTED ONLY WI-EN _ 00000\ CLOTH WITH INLET.SPACE POSTS EVENLY N.T.S.
APPROVED SY THE APPROPRIATE PUBLIC WORKS ENGINEER 1/4"MESH AROUND THE PERIMETER OF THE
OPENINGS INLET,A MAXIMUM OF4 FEET
2' APART. cc
REVISIONS
NO DATE BY COMMENT 16"MIN. 'L 3. SURROUND THE POSTS WITH WIRE V , J
TOWN OF MONOLITHIC CURB AND SIDEWALK STD. 4'MAXIMUM MESH HARDWARE CLOTH.SECURE Z 0
SPENCER, NC 3.02 - SPACING THE WIRE MESH TO THE STEEL W H }
2-FOOT FLAP OF FILTERED POSTS AT THE TOP,MIDDLE,AND
BOTTOM.PLACING A 2-FOOT LAP NNRO SU(tFPPG CL U1 p (=
WIRE MESH WATER OF THE WIRE MESH UNDER THE pUS1-1C�Pp0 w N Y m
(RECOMMENDED) GRAVEL FOR ANCHORING IS __ �� - 9 O U a Ln
RECOMMENDED. ,�""��%, a Q
4. PLACE CLEAN GRAVEL(#57 SLOPE --i �\ Z I- �
1.25 Ib./L.F.STEEL POST STONE)ON A 2:1 SLOPE WITH A /�\. �'''�-- Q V,
HEIGHT OF 16 INCHES AROUND 4�,7� � I-
THE WIRE AND SMOOTH TO AN S� \ / O Q
#57 WASHED STONE _ / (-
EVEN GRADE. BULLDOZER TREADS CREATE GROOVES PERPENDICULAR TO i
�' 5. ONCE THE CONTRIBUTING DRAINAGE
•O •2•2������0 THE SLOPE.THE SLOPE FACE SHOULD NOT BE BACK-BLADED -:.-----...-:-.."-------;-----,..5---...."---:-.."---.-..-"i
•�T ",E AREA HAS BEEN STABILIZED,REMOVE DURING THE FINAL GRADING OPERATION. --,=-
----:'i ii i��
:* 0E ACCUMULATED SEDIMENT,AND i!i-i ii
•� • ESTABLISH FINAL GRADING i-Z.-. "�iii
•• Oa _ DATE JANUARY 4,2024
19-GAUGE •i N ELEVATIONS.
HARDWARE •- •• 6. THE CLEANOUT DEPTH \//�//���//// / SCALE:
CLOTH WITH 0• ---=--- �� OF THE SEGMENT IS AT FINAL GRADING/SEEDBED PREPARATION ` NTS /�)
1/4" �_�
OPENINGS
:• . •:• ••�0 33%OF THE FENCE NGHT .T.S. S
HARDWARE CLOTH AND GRAVEL INLETI PROTECTION NO. ✓
PROJECT
N.T.S.
22008 OF 39

2"-ASPHALTIC SURFACE �,.•,.:,.. .
'/ // // COURSE , : .••._ r.• • + . .. .:' r� Date. Page: >JJ
2.5"-ASPHALTIC BINDER r� 7 "' "-ASPHALTIC SURFACE COURSE : •.:`. '.�9"-4,000 P51 a MIN 00 0 0
COURSE � �� '-2" .• CONCRETE
O O O �8"-CRUSHED AGGREGATE BASE `� `� �-C -CRUSHED AGGREGATE e e c SILT FENCE
G /T f7 10"-CRUSHED AGGREGATE Hi HiI I I I III I I I I-I COURSE(CABC) I /1 I I
0 111 I BASE COURSE(CABC) I-III-III-III-III-III-III-III_ - J�1�11?"-�II1 (IIIII�I I I-=f1TI��I�I I I-1 I BASE COURSE(CABC) .,......:.,.,:.:,.. - O O O O
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O STEEL FENCE POST Ow 9
AUGUST 17,2022 PERFORMED BY GEO-SYSTEMS DESIGN&TESTING,INC.FOR MR.HARRY SINGH. AUGUST 17,2022 PERFORMED BY GEO-SYSTEMS DESIGN&TESTING,INC.FOR MR.HARRY SINGH. 1.PAVEMENT SECTION AS RECOMMENDED IN THE GEOTECHNICAL INVESTIGATION REPORT DATED �.... PLAN o u,✓,
AUGUST 17,2022 PERFORMED BY GEO-SYSTEMS DESIGN&TESTING,INC.FOR MR.HARRY SINGH. WIRE FENCE\ FRONT VIEW \F FILTER W">'
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10'-0" SEE PERER WALL RATION CHERFORATED RISER � �'/ j 1♦A111�
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z >�I�_.J>� z BEGIN ATTHEUP-SE TOP OF THE SLOPE N BY ANCHORITHE TRENCH.HE ANCHOR THE
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9 GAUGE MINIMUM HIGH /0000 00000000 00000000000•� �_
IT �L I� I , TRENCH.BACKFILL AND COMPACT THE TRENCH AFTERSTAPLING.APPLY SEED TO COMPARED SOIL AND FOLD REMAINING t2"(30 CM)PORTION OF RECP'z BACK OVER TENSION WIRE STRAND p
EMERGENCY ❑2 �!' FOREBAY e�-II ' 5.6"DIA.ORIFICE OPENING OF THE RECP'sMPAREO SOILGEOURE RECP5 OVER coM000TRE SOILWITH AROW OF STAPLES/STARE55POCEE APPROXIMATELY tz•(3a CM)APART ACROSS THE WIDTH SHALL BE SECURED TO POST 3'-0" pp00D 0000000❑ 000000000�'-II =
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�1 -�.yr '1E - TUBE WITH A CONSTANT SECURELY FASTENED TO SOIL SURFACE By PLACING STAPLES/STAKES IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE.wHFN USING THE DOT TO 00 00000000 .0000000_-II.
3 MAX. -III III- BAFFLE�` I MI - .T HYDRAULIC HEAD 6" M,STAPLES/STAKES SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN. SUPPORT BAFFLEAL 00 00000000 000000� BAFFLE
( ) �11�-1_ SKIMMER WITH S"HEAD 4 THETEDGES OF PAw.LLEL RECvs MUST aE STAPLED WITH APPROXIMATELY z"-5"(5<M-125 CM)0v[Ruv DEPENDING ON RECv's TYPE. ���...JJJ000 00000000 (0 DOD Dig= MATERIAL
1� III -III BAFFLE�` r , HAM - •r� 5. CONSECUTIVERECP's SPLICED DOWNTHESLOPE MUST BE PLACED END OVER END(SHINGLE SNLE)WITH AN APPROXIMATE 3.(].S CM)OVERLAP.STAPLE THROUGH _ _ _ aD_• ❑DDODOD❑ .DDD_
_ E� OVERLAPPED AREA,APPROXIMATELY 12"(30 CM)APART ACROSS ENTIRE RECP's WIDTH.NOTE'IN LOOSE SOIL CONDRIONS,THE USE OF STAPLE OR STAKE LENGTHS ��� - _
L ' EMI RV I IIE�II L SCHEDULE40PVCPIPE II, I I.- .II II' -II-
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FES I-II COMPACTED III I (BARREL OR ARM) • ''
El I- IMPERVIOUS �V II`I STEEL POST(2'
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0.5%MINIMUM SLOPE FLOAT USE MATTING OF 100%COCONUT FIBER COIR TWINE WOVEN DO NOT SPLICE THE FABRIC,BUT USE A CONTINUOUS -U _ oa_I ANCHOR RISER INTO
IS STABILIZED AND = LANDSCAPE _ u. NN
TO OUTFACE STRUCTURE ( )
_ CONCRETE FOOTING FOREBAY IS REMOVED) _ INTO HIGH STRENGTH MATRIX.(ALTERNATE MATERIAL MAY BE PIECE ACROSS THE BASIN STAPLE 'S O "' 2;
RIP RA II- 18"THICK CONCRETE FOOTER � i MAXIMUM HEIGHT OF FLOAT WHEN NO OTHER STORM %~d;. 3/V24 A`�
Ir •;�I-I�v WATER DISCHARGE OPENINGS EXIST(MAJOR STORM SUBSTITUTED IF CONTRACTOR RECEIVES PRIOR APPROVAL FROM ; O J�VELOCITY � ; WIDTH=RISER DIAMETER L.2'-0" 11=l� TRASH EVENT) THE GOVERNING AUTHORITY) STEEL POST SHOULD BE APPROXIMATELY 1-3/8"WIDE MEASURED '. �,.`
BREAKER TOP VIEW - -.•L RACK ``"•. ' _IL PARALLEL TO THE FENCE,AND HAVEA MINIMUM WEIGHT 1.25 '":,,,rr rr r,,,
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ANTI-SEEP COLLAR(TVP.) N.T.S 36"X 36"INNER
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POND DAM 3 TOP OF FOREBAY POND DAM Il =1-[ WATER QUALITY DISCHARGE . THE LINE OF POSTS
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=679.00 MAX. =679.-1 OPENING
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^�^ DURING CONSTRUCTION.ALL ORIFICES AND -III-III-III-I III-III-III III-I -1 1-III-I I
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OF SKIMMER BECOMING STUCK 8�� V v
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�� PERMANENT POST CONSTRUCTION WET POND G"SKIMMER DISCHARGE SYSTEM WITH OUTLET STRUCTURE
CONFIGURATION MINIMUM 1"(25mm)LETTERING CC
N.T.S. (4)1"[25mm]DIA. (RECESSED FLUSH) ` 4"
FOREBAY DAM DETAIL SKIMMER SHALL BE MANUFACTURED BY VENT HOLES I-
I� 'I NOTCH SCHEDULE N.T.$ W.FAIRCLOTH&SON,VEDEQURANENGINEER'S 18"MIN.
GRASSED APPROVED EQUAL Z
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ELEV SIZE NUMBER
OF NOTCHES _^Q 3.ATTACH THE FILTER FABRIC TO THE 4.BACKFILL AND COMPACT THE
30'WIDE BOTTOM C' qs (2)OPEN PICKHOLES U
r I 675.75 1'(L)x 1.25'(H) 3 TOP OF DAM QJ TF TVP SEE DETAIL ® gag HIRE FENCE E TRENCH. EXCAVATED EXTEND IT INTO EXCAVATED SOIL.
0 3 1 1 3 -679.00- ` IRONEAST JORDAN WORKS ,
ORIFICE SCHEDULE SPILLWAY ELEVATION=677.60 - II O O r 1 1/2"[38mm]
O ELEV SIZE NUMBER I ill I S/ EDGES SHALL BE TAPERED 1 O O �
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IN CUT SECTIOI LLlrrcllnl O• 4 51 -..�` ' NON-TRAFFIC
671.75 NJQ) 5" 1 FP MUD ON THE EDGESI OF ,l •
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674.50 11" 3 SJ� PJ a(�•.,r'' / O 0 T O O
CONTRACTOR TO VERIFY THAT Pp-9 Cp•O
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PERMANENT POOL AT THE DESIGN ELEVATION / '• v .,rl- r•}. # �' MUM Fee� �1, V-1860-1 W d
ELEV.:671.75 lT 4d{� 4-7,0 V*. •
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4011110011111. ORIFICE POST CONSTRUCTION 20'R .�a y,,•.J, Ul 2 C'
N.T.S. USE A SYNTHETIC FILTER FABRIC AS APPROVED BY D.H.E.C. CL
PLUGGED MAINTENANCE ORIFICE `V f :.; ,Irt Y- -. V1 U 02
SCHEDULE ITH REMOVABLE PLUG y !• - 1"(25mm)LETTERING O (� CO
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ELEV SIZE NUMBER •!> •.-,� .•17.14:4� O
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SEDIMENT STORAGE AREA HEIGHT) 2.: ll� N
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CLEANED OUT AND POND ' �` - FILTER FABRIC
18"CO DIA.LAR(ROUND REBAR SQUARE)CONCRETE OF 2 TO 3 INCHES 1.� 2A 3/��FLLL" 2"[51mm]PIP. Q l7
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PLUG SHALL BE REMOVABLE AND CLOSED OFF BY 9. COMPACTED SOIL BACKFILL MIN.8"THICK LAYER DATE:JANUARY 4,2024
/ MIN. [51mm] WORKS V 1860-1 HEAVY DUTY BACKFILL OF GRAVEL
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L. II=11=1 1.-11.-R APPROVED EQUAL NOTES: SCALE:
WET POND BOTTOM ELEV.:667.25 A II=II.' BI IMIL E=E 2.WHENEVER POSSIBLE DIVERT ALL SURFACE RUNOFF AND DRAINAGE FROM THE STONE PAD TO A STORM DRAINAGE LID AND COVER NTS /^�
-=1[=11:;[[FI[P SEDIMENT TRAP,BASIN OR OTHER SEDIMENT TRAPPING STRUCTURE. N.T.S. AST JORDAN IRON WORKS, 1.THE CLEAN OUT DEPTH OF THE SEDIMENT IS AT 33%OF THE FENCE HEIGHT.
6" INC.P.O.BOX 439 EAST 2.THERE SHALL BE 3'SEPARATION BETWEEN DOUBLE ROW SILT FENCE WHEN A SECOND ROW IS
POST-CONSTRUCTION WET POND OUTLET MIN. DETAIL PROVIDED BY LEXINGTON JORDAN,MI.49727 NEEDED. PROJECT
SEDIMENT STAKE DETAIL GRAVEL CONSTRUCTION EXIT COUNTY PUBLIC WORKS DEPARTMENT 1-800-874-4100 FAX TEMPORARY SILT FENCE NO.
STRUCTURE CONFIGURATION 231-536-4458 OF 39
N.T.S. N.T.S N.T.S. N.T.S. 22008

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GENERAL NOTES: m o 1. A GROOVE JOINT 1"DEEP WITH 1/8"RADII SHALL BE REQUIRED
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EXPANSION JOINT WILL BE REQUIRED AT 45'INTERVALS NOT TO ® ® ® ® ® (SEE NOTES)
MINIMUM NUMBER MINIMUM NUMBER OF
�•.ti'.','�a.•. EXCEED 50'AND MATCHING EXPANSION/CONSTRUCTION JOINT IN TOTAL PARKIN SPACES j
OF ACCESSIBLE SPACES ACCESSIBLE SPACES REQUIRED
4" ADJACENT CURB.A SEALED 1/2"EXPANSION JOINT WILL BE PRDV� SPACES REQUIRED TO BE VAN ACCESSIBLE SEE STD.NO / % 0 w w
REQUIRED WHERE THE SIDEWALK JOINS ANY RIGID STRUCTURE. 50.09 FOR j / Z s
TO , , DETAILS / O 2 2
' i 1 . 2. SIDEWALK AT DRIVEWAY ENTRANCES TO BE 8"THICK. !� J
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4. CONCRETE COMPRESSIVE STRENGTH SHALL BE 5600 PSI.IN 28 DAYS. 7BT0100 4 1 8' 8' 5' B' 5' B' 1 '2�,
z GROOVE JOINT IN SIDEWALK 5. ZONING CONDITIONS MAY REQUIRE ADDITIONAL WIDTH SIDEWALKS 101 TO 150 5 1 — ,ACCEVAN
ASIBLE ¢N
a WHICH SHALL SUPERSEDE THESE STANDARD DIMENSIONS SHOWN. 151 T0200 8 1 SPACE 0%m
O 201 T0300 7 I ONE OUT OF EVERY EIGHT(8k1CCESSIBLE SPACES,BUT
NOT LESS THAN ONE,IS REQUIRED TO BE VAN ACCESSIBLE Siw 1/8"RADIUs \\.
f It sm roaao s 1PARKING SPACE PAVEMENT MARKINGSZaPROPOSED CURB&GUTTER 40,7060082PLANTER I •:. • IY EF 1 IN EVERYB Zo STRIP 501 ro 1000 2%CF TOTAL QwACCESSIBLE SPACES
". :, •' + -,. 11B'701H' 4'CONCRETE SIDEWALK O O, e a
. , ,, '' CONCRETE SIDEWALK WITH PLANTER STRIP 1oB,AND OVER 20 I000 FOR ,INEVERYB 1 ♦ � Q F
EACH 1000VER,000 ACCESSIBLE SPACES RESERVED
4 'i' I ACCESSIBLE R� PhRbNG MUTCD PARKING h •❑.k _ ❑a Q
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R7-1
�' SEE 4.1.2,(5)(tl)FOR MEDICAL CAME FACILITIES 72"x18' MUTCD
1@'EXPANSION JOINT olsneLeo
RESERVED
R7Aa
•• NOTES: PARKING PsaF�oFw 12'x1 B"
MUTCD LOADING �0
JOINT FILLER 1. ALL,2'x18'ACCESSIBLE SIGNS(R7-8a&R7-1)SHALL BE MOUNTED AT 7 FEET R78a C'
FROM GRADE TO BOTTOM EDGE OF SIGN FACE(MUTCD).MOUNTING HEIGHT
12• g CAN BE REDUCED TO 5 FEET IF PLACED IN AN AREA BETWEEN SIDEWALK AND 12'x1e' ONLY z •N
a :' BUILDING FACE IN WHICH PEDESTRIANS ARE NOT EXPECTED TO USE. ` • �aeaeaea/ _ V ^ N
TRANSVERSE EXPANSION PROPOSED CURB&GUTTER6 2 rn m
a REFER TO MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES,(MUTCD) R7�o
REQUIRED ACCESSIBLE MAXIMUM
U.S.DEPARTMENT OF TRANSPORTATION AND NORTH CAROUNA 12'5' N N,�
JOINT IN SIDEWALK RESERVED PARKING SIGN PENALTYal DEPARTMENT OF TRANSPORTATION SUPPLEMENT. $250 LU C a `^T
o PROPOSED 4"CONCRETE SIDEWALK .—
a IF REQUIRED AT LOADING SIBLE ROUTE IIZONEA ISREDD SIDEWALK AREA,THEN RAMPS ARE EA. MAXIMUM , . 0_w ' Z O2g
DETAILS SHOWING EXPANSION JOINTS PENALTY R7-BD �z i
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DATE:JANUARY 4,2024
SCALE:
NTS
PROJECT C39
NO. OF 39
22008