SW8050817_HISTORICAL FILE_20050929

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 05of317
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2oo5 o9 Z9
YYYYM M D D

' State Stormwater Management Systems
Permit No. SW8 050817
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Commanding General MCB Camp Lejeune
P-647, New River MCA Water Treatment Facility
White Street & Curtis Road, MCAS New River, Onslow County
FOR THE
construction, operation and maintenance of a wet detention pond and a Vortechnics
Unit, currently in the preliminary evaluation period, in compliance with the provisions of
15A NCAC 2H .1000 (hereafter referred to as the "stormwater rules') and the approved
stormwater management plans and specifications and other supporting data as
attached and on file with and approved by the Division of Water Quality and considered
a part of this permit.
This permit shall be effective from the date of issuance until September 29, 2015, and
shall be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Sections 1.6 and 1.7 on page 3 of this permit. Thy wet
detention pond has been designed to handle the runoff from 88,370 ft and the
Vortecnics Unit has been designed to handle the runoff from 27,443 ft2 of
impervious area. The Vortechnics Unit will require monitoring under the
innovative design guidelines for two full years after construction is complete and
the drainage area is stabilized.
3. The tract will be limited to the amount of built -upon area indicated in Sections 1.5
and 1.6 on page 3 of this permit, and per the approved plans and as listed on the
application. This permit does not provide for any future built -upon area.
4. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
Page 2of9

State Stormwater Management Systems
Permit No. SW8 050817
5.
C
The following design criteria have been provided in the wet detention pond and
must be maintained at design condition:
a
b:
d.
e.
f.
9.
k.
1.
m
n.
Drainage Area, acres:
Onsite, ft :
Offsite, ft2:
Total Impervious Surfaces, ft2:
Design Storm, inches:
Pond Depth, feet:
TSS removal efficiency:
Permanent Pool Elevation, FMSL :
Permanent Pool Surface Ares, ft
Permitted Storage Volume, ft :
Temporary Storage Elevation, FMSL:
Controlling Orifice:
Permitted Forebay Volume, ft3:
Receiving Stream/River Basin:
Stream Index Number:
Classification of Water Body:
3.25
141,570
0
88,370
1
3.5
90%
13.62
11,442
8,515
14.27
1.26"0 pipe
10,541
Strawhorn Creek 1 White Oak
WOK02 19-13-1
"SC HQW NSW"
The following design criteria have been provided in the Vortechnics Unit and
must be maintained at design condition:
a
b:
d.
e.
f.
9•
h.
k.
I.
Drainage Area, Acres:
0nsite, ft :
Offsite, ft2:
Total Impervious Surfaces, ft2:
Design Storm, inches:
Avg. Annual TSS removal efficiency
Volume to be treated, ft3:
Specified Vortechs Model:
Size, LxW, ft.:
Design Treatment CaRacity, cfs:
Sediment Storage, yd :
Receiving Stream/River Basin:
Stream Index Number:
Classification of Water Body:
II. SCHEDULE OF COMPLIANCE
1.24
54,014
0
27,443
1
90%
2,178
Model 4000
12x6
4.5-6.0
2.4
Strawhorn Creek 1 White Oak
WOK02 19-13-1
"SC HQW NSW"
1. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. Decorative spray fountains will be allowed in the wet detention pond, subject to
the following criteria:
a. The fountain must draw its water from less than 2' below the permanent
pool surface.
b. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the
deepest part of the pond.
c. The falling water from the fountain must be centered in the pond, away
from the shoreline.
d. The maximum horsepower for a fountain in this pond is 118 horsepower.
Page 3 of 9

State Stormwater Management Systems
Permit No. SW8 050817
4. The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater systems function at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in
its entirety and maintenance must occur at the scheduled intervals including, but
not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow
spreader, catch basins and piping.
g. Access to the outlet structure must be available at all times.
5. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWG. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
6. The facilities shall be constructed as shown on the approved plans. This permit
shall become voidable unless the facilities are constructed in accordance with
the conditions of this permit, the approved plans and specifications, and other
supporting data.
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
8. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
9. Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
10. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved. plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
11. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
Page 4 of 9

State Stormwater Management Systems
Permit No. SW8 050817
12. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
13. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
III. MONITORING REQUIREMENTS
These monitoring requirements shall be in effect for two years after the project is
completed and the drainage area to the Vortechs Unit has been stabilized.
2. The Vortechs Unit shall be monitored. Grab samples shall be obtained at a point
upstream of the Vortechs Unit and downstream of the Vortechs Unit to
demonstrate the efficiency of the practice (inflow/outflow). The sample locations
will be DI-4 for inflow and somewhere between the outlet of the Vortechs pipe at
the unit and the end of the outlet pipe before it enters surface waters for outflow.
3. Samples shall consist of a grab sample of the first flush inflow and the discharge
outflow. The first flush inflow sample window is within the first 30 minutes of a
discernable inflow from a representative storm event. The discharge outflow
sample window is within the first 30 minutes of discharge from a representative
storm event. Samples must be collected in each quarter of each year of the
permit.
4. Monitoring parameters shall include, at a minimum, the items listed below.
Additional monitoring parameters may be required later to address water quality
issues in the affected area.
a. Total Suspended Solids e. Temperature
b. Turbidity f. Conductivity
C. Fecal Coliform g. Dissolved Oxygen
d. pH
5. All samples shall be collected from a representative storm event. A
representative storm event is an event that measures greater than 0.1 inches of
rainfall and that is preceded by at least 72 hours during which no storm event
measuring greater than 0.1 inches has occurred. A single storm event may
contain up to 10 consecutive hours of no precipitation. For example, if it rains for
2 hours without producing any collectible discharge, and then stops, a sample
may be collected if a rain producing discharge begins again within the next 10
hours. The storm event date, total rainfall and duration must be recorded for both
the storm event prior to the sampled event and the sampled event.
6. The permittee shall split samples with the DWQ for at least one sample event
per year. The permittee shall make arrangements with Regional Office staff to
deliver the samples to a certified laboratory of the State's choosing.
Page 5of9

State Stormwater Management Systems
Permit No. SW8 050817
7. All sample results shall be submitted to NCDENR within 30 days of receiving the
laboratory results. All submitted data shall reference the project name, location,
and permit number. Results must be submitted to:
NCDENR-DWQ ATTN: Ken Pickle
Stormwater and General Permits Unit
1617 Mail Service Center
Raleigh, NC 27699-1617
A copy of the lab sampling results shall also be submitted to:
NCDENR-DWQ ATTN: Linda Lewis
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405.
8. The permittee may petition DWQ to have monitoring requirements modified,
reduced, or eliminated after 20 valid data points have been submitted for each
BMP. A facility may opt to monitor more frequently than quarterly to generate the
10 required data points from 20 different storms, as long as the data is collected
over the course of at least two full years with samples collected in each season.
Modification shall be determined on a case -by -case basis.
9. The permittee shall collect samples at a selected point upstream of the Vortechs
Unit and at the piped outlet of the Vortechs Unit. Upon the submission of the first
laboratory report, the permittee shall submit a plan sheet marked with the sample
locations.
III. GENERAL CONDITIONS
This permit is not transferable except after notice to and approval by the Director.
In the event of a change of ownership, or a name change, the permittee must
submit a formal permit transfer request to the Division of Water Quality,
accompanied by a completed name/ownership change form, documentation
from the parties involved, and other supporting materials as may be appropriate.
The approval of this request will be considered on its merits and may or may not
be approved. The permittee is responsible for compliance with all permit
conditions until such time as the Division approves the transfer request.
2. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
3. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
4. In the event that the facilities fail to perform satisfactorily, including the creation
of nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
5. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
6. The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
Page 6 of 9

State Stormwater Management Systems
Permit No. SW8 050817
7. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
8. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
9. The permittee shall notify the Division any name, ownership or mailing address
changes within 30 days.
Permit issued this the 29th day of September 2005.
NORT CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Klimek, P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 7 of 9

OF W ATE9 Michael F. Easley, Governor
William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
>_
` - Alan W. Klimek, P.E. Director
Division of Water Quality
September 29, 2005
Commander Larry Readal, CDR USN
Commanding General ROICC
1005 Michael Road
Camp Lejeune, NC 28547-2582
Subject: Stormwater Permit No. SW8 050817
P-647 New River MCAS Water Treatment Facility
CC# N62470-02-13-2039
High Density Project
Onslow County
Dear Cdr. Readal:
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for P-647 New River MCAS Water Treatment Facility on September 15, 2005.
Staff review of the plans and specifications has determined that the project, as proposed, will
comply with the Stormwater Regulations set forth in Title 15A-NCAC-2H.1000. We are
forwarding Permit No. SW8 050817 dated September 29, 2005, for the construction of the
subject project.
This permit shall be effective from the date of issuance until September 29, 2015, and shall be
subject to the conditions and limitations as specified therein. Please pay special attention to
the Operation and Maintenance requirements in this permit. Failure to establish an adequate
system for operation and maintenance of the stormwater management system will result in
future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have
the right to request an adjudicatory hearing upon written request within sixty (60) days
following receipt of this permit. This request must be in the form of a written petition,
conforming to Chapter 150B of the North Carolina General Statutes, and filed with the Office of
Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands
are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please
contact Linda Lewis, or me at [phone].
Sincerely,
Edward Beck
Regional Supervisor
Surface Water Protection Section
ENBlarl: S:1WQSISTORMWATIPERMIT1050817.sep05
cc: David Hesier, P.E., McKim and Creed
Linda Lewis
Bradley Bennett, DWQ Central Office
Wilmington Regional Office
Central Files
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone [phone] Customer servicel-877-623-6748
Wilmington Regional Office Wilmington, NC 28405-3845 FAX [phone] Intemet: h2o.enr.state.nc.us
An Equal Opportunity/Affirmative Action Employer — 50% Recycled110% Post Consumer Paper
Nne
orthCarolina
Naturally

State Stormwater Management Systems
Permit No. SW8 05081 l
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Commanding General MCB Camp Lejeune
P-647, New River MCA Water Treatment Facility
White Street & Curtis Road, MCAS New River, Onslow County
FOR THE
construction, operation and maintenance of a wet detention pond and a Vortechnics
Unit, currently in the preliminary evaluation period, in compliance with the provisions of
15A NCAC 2H .1000 (hereafter referred to as the "stormwater rules") and the approved
stormwater management plans and specifications and other supporting data as
attached and on file with and approved by the Division of Water Quality and considered
a part of this permit.
This permit shall be effective from the date of issuance until September 29, 2015, and
shall be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Sections 1.6 and 1.7 on page 3 of this permit. Thee wet
detention pond has been designed to handle the runoff from 88,370 ft and the
Vortecnics Unit has been designed to handle the runoff from 27,443 ft2 of
impervious area. The Vortechnics Unit will require monitoring under the
innovative design guidelines for two full years after construction is complete and
the drainage area is stabilized.
3. The tract will be limited to the amount of built -upon area indicated in Sections 1.5
and 1.6 on page 3 of this permit, and per the approved plans and as listed on the
application. This permit does not provide for any future built -upon area.
4. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
i
Page 2 of 9

State Stormwater Management Systems
Permit No. SW8 050817
5
r
L�
The following design criteria have been provided in the wet detention pond and
must be maintained at design condition:
a. Drainage Area, q.cres:
0nsite, ft :
offsite, ft2:
b. Total Impervious Surfaces, ft2:
C. Design Storm, inches:
d. Pond Depth, feet:
e. TSS removal efficiency:
f. Permanent Pool Elevation, FMSI�:
g. Permanent Pool Surface Areq, ft`:
h. Permitted Storage Volume, ft :
i. Temporary Storage Elevation, FMSL
j. Controlling Orifice:
k. Permitted l"orebay Volume, ft3:
I. Receiving Stream/River Basin:
M. Stream Index Number:
n. Classification of Water Body:
3.25
141,570
0
88,370
1
3.5
90%
13.62
11,442
8,515
14.27
1.26" 0 pipe
10,541
Strawhorn Creek 1 White Oak
WOK02 19-13-1
"SC HQW NSW"
The following design criteria have been provided in the Vortech.nics Unit and
must be maintained at design condition:
a. Drainage Area, acres:
0nsite, ft :
0 site, ft2:
b. Total Impervious Surfaces, ft2:
C. Design Storm, inches:
d. -Avg. Annual TSS removal efficiency:
e. Volume to be treated, ft3:
f. Specified Vortechs Model:
g. Size, LxW, ft.:
h. Design Treatment CaRacity, cfs:
i. Sediment Storage, yd :
j. Receiving Stream/River Basin:
k. Stream Index Number:
I. Classification of Water Body:
II. SCHEDULE OF COMPLIANCE
1.24
54,014
0
27,443
1
90%
2,178
Model 4000
12x6
4.5-6.0
2.4
Strawhorn Creek 1 White Oak
WOK02 19-13-1
"SC HQW NSW"
1. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. Decorative spray fountains will be allowed in the wet detention pond, subject to
the following criteria:
a. The fountain must draw its water from less than 2' below the permanent
pool surface.
b. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the
deepest part of the pond.
c. The falling water from the fountain must be centered in the pond, away
from the shoreline.
d. The maximum horsepower for a fountain in this pond is 118 horsepower.
Page 3 of 9

State Stormwater Management Systems
Permit No. SW8 050817
4. The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater systems function at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in
its entirety and maintenance must occur at the scheduled intervals including, but
not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
f. Debris removal and unclogging of outlet structure, orifice device, flow
spreader, catch basins and piping.
g. Access to the outlet structure must be available at all times.
5. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
6. The facilities shall be constructed as shown on the approved plans. This permit
shall become voidable unless the facilities are constructed in accordance with
the conditions of this permit, the approved plans and specifications, and other
supporting data.
7. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from ari appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
8. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
9. Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
10. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership:
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
11. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
Page 4 of 9

State Stormwater Management Systems
Permit No. SW8 050817
12. A copy of the approved plans and specifications shall be maintained on file by
the Permittee for a minimum of ten years from the date of the completion of
construction.
13. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in writing to the Director
that the changes have been made.
lil. MONITORING REQUIREMENTS
These monitoring requirements shall be in effect for two years after the project is
completed and the drainage area to the Vortechs Unit has been stabilized.
2. The Vortechs Unit shall be monitored. Grab samples shall be obtained at a point
upstream of the Vortechs Unit and downstream of the Vortechs Unit to
demonstrate the efficiency of the practice (inflow/outflow). The sample locations
will be DI-4 for inflow and somewhere between the outlet of the Vortechs pipe at
the unit and the end of the outlet pipe before it enters surface waters for outflow.
3. Samples shall consist of a grab sample of the first flush inflow and the discharge
outflow. The first flush inflow sample window is within the first 30 minutes of a
discernable inflow from a representative storm event. The discharge outflow
sample window is within the first 30 minutes of discharge from a representative
storm event. Samples must be collected in each quarter of each year of the
permit.
4. Monitoring parameters shall include, at a minimum, the items listed below.
Additional monitoring parameters may be required later to address water quality
issues in the affected area.
a. Total Suspended Solids e. Temperature
b. Turbidity f. Conductivity
C. Fecal Coliform g. Dissolved Oxygen
d. pH
5. All samples shall be collected from a representative storm event. A
representative storm event is an event that measures greater than 0.1 inches of
rainfall and that is preceded by at least 72 hours during which no storm event
measuring greater than 0.1 inches has occurred. A single storm event may
contain up to 10 consecutive hours of no precipitation. For example, if it rains for
2 hours without producing any collectible discharge, and then stops, a sample
may be collected if a rain producing discharge begins again within the next 10
hours. The storm event date, total rainfall and duration must be recorded for both
the storm event prior to the sampled event and the sampled event.
6. The permittee shall split samples with the DWQ for at least one sample event
per year. The permittee.shall make arrangements with Regional Office staff to
deliver the samples to a certified laboratory'of the State's choosing.
Page 5 of 9

State Stormwater Management Systems
Permit No. SW8 05081 �
7. All sample results shall be submitted to NCDENR within 30 days of receiving the
laboratory results. Ail submitted data shall reference the project name, location,
and permit number. Results must be submitted to:
NCDENR-DWQ ATTN: Ken Pickle
Stormwater and General Permits Unit
1617 Mail Service Center
Raleigh, NC 27699-1617
A copy of the lab sampling results shall also be submitted to:
NCDENR-DWQ - ATTN: Linda Lewis
Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405.
8. The permittee may petition DWQ to have monitoring requirements modified,
reduced, or eliminated after 20 valid data points have been submitted for each
BMP. A facility may opt to monitor more frequently than quarterly to generate the
10 required data points from 20 different storms, as long as the data is collected
over the course of at least two full years with samples collected in each season.
Modification shall be determined on a case -by -case basis.
9. The permittee shall collect samples at a selected point upstream of the Vortechs
Unit and at the piped outlet of the Vortechs Unit. Upon the submission of the first
laboratory report, the permittee shall submit a plan sheet marked with the sample
locations.
III. GENERAL CONDITIONS
This permit is not transferable except after notice to and approval by the Director.
In the event of a change of ownership, or a name change, the permittee must
submit a formal permit transfer request to the Division of Water Quality,
accompanied by a completed name/ownership change form, documentation
from the parties involved, and other supporting materials as may be appropriate.
The approval of this request will be considered on its merits and may or may not
be approved. The permittee is responsible for compliance with all permit
conditions until such time as the Division approves the transfer request.
2. Failure to.abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
3. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
4. In the event that the facilities fail to perform satisfactorily, including the creation
of nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems.
5. The permittee grants DENR.Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
6. The permit may be modified, revoked and reissued or terminated for cause- The
filing of a request for a permit modification, revocation and reissuance or
termination does not stay any permit condition.
Page 6 of 9

State Stormwater Management Systems
Permit No. SW8 050817
7. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
8. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
9. The permittee shall notify the Division any name, ownership. or mailing address
changes within 30 days.
Permit issued this the 29th day of September 2005.
NORTH ROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
C/1 - -v4-
for Alan W. Klimek, .E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 7 of 9

State Stormwater Management Systems
Permit No. SW8 050817
P-647 New River MCAS Water Treatment Facility
Stormwater Permit No. SW8 050817
CC# N62470-02-B-2039
Onsiow Count
Designer's Certification
I, , as a duly registered _ _, in the
State of North Carolina, having been authorized to observe (periodically/ weekly/ full
time) the construction of the project,
(Project)
for (Project Owner) hereby state that, to the
best of my abilities, due care and diligence was used in the observation of the project
construction such that the construction was observed to be built within substantial
compliance and intent of the approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 8 of 9

State Stormwater Management Systems
Permit No. SW8 050817
Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The outlet/bypass structure elevations are per the approved plan.
6. The outlet structure is located per the approved plans.
7. Trash rack is provided on the outlet/bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. Required drawdown devices are correctly sized per the approved plans.
13. All required design depths are provided.
14. All required parts of the system are provided, such as a vegetated shelf,
and a forebay.
15. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
Page 9 of 9

OFFICE USE ONLY
Date Received Fee Paid Permit Number
-I -Z� # o(py2 -5Zo SA) W O'ogl
State of North Carolina
Department of Environment and Natue-al Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as em original
GENERAL INFORMATION
1. AI)plicants name (specify the name ofthe corporatioti, individual, etc. who owns the project):
Larry Readal Commander USNav - Marine Corps Base, CampLejeune
2. Print Owner/Signing Off-icial's name and title (person legally responsible for facility and compliance):
Larry Iteadal, Commander, US Navy — Public Works Officer
3. Mailing Address for person listed in item 2 above:
Resident Officer in Char,te of Construction, 1005 Michael Rd., Marine Corps Base
City. Camp Lejcune _ State: NC Zip: 28547-2521
Telephone Number: [phone]
4. Project Name (subdivision, facility, or establishment name -should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
WAS New River Water Treatment Facility
5. Location of' Project (street address):
Intersection of White Street and Curtis Road; WAS New River
City: Jacksonville, NC County: Onslow
6. Directions to project (from nearest major intersection):
300 feet south of intersection ol' White Street and Curtis Road
7. Latitude: 340 43' 26" N Longitude: 77' 27' 4" w of project
8. Contact person who can answer questions about the project:
Name: David M. Heiser, Pls Telephone Number [phone]
11. PERMIT INFORMATION:
1. Specify wvhether project is (check one): - X New Renewal Modification
FORM SWU-101 Version3.99 Page 1 of

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number NIA and its issue date (if known)
3. Specify the type of project (check one);
Low Density X High Density Redevelop General Permit Other
4. Additional Project Requirements (check applicable blanks):
CAMA Major X Sedimentation/Crosion Control 404/401 NPDES Stormwater
Information on required permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
Drainage Area I will be conveved to a oronoscd water quality pond, which is designed to release I" of
runoff from 2-5 days. Drainage Area 2 will be treated by a Vortechnics device for the first 1" and will
be discharged to an existing storm water pipe system.
2. Stor nwater runoff from this project drains to the
3. Total Project Area: 3.98 acres
White Oak River basin.
4. Project Built Upon Area: 28 %
5. I -low many drainage basins does the project have? 2
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
(To Pond)
(To Vortechnics Device)
Basin Information
Draina e Area 1
Drainage Area 2
Receiving Stream Name
Stick Creek
Strawhorne Creek
ReceivinE Stream Class
SC; HQW; NSW
SC; I-IGW; NSW
Drainage Area
141,570 SF 3,25 acres
54,014 SF
Existing Impervious* Area
54,547 SF
14,375 SF
Proposed Impervious* Area
33,823 SF
13,068 SF
% Impervious* Area total
62.4 %
51%
lm ervious* Surface Area
-Drainage Area 1
Drainage Area 2
On -site Buildin s
7,388 SF
4,198 SF
On -site Streets
6,098 SF
9,577 SF
On -site Parking
20,337 SF
On -site Sidewalks
Other on-site(Existing Bld s
13,447 SF
615 SF
Off-site(Existing)
41,100 SF
13,053 SF
Total: 88,370 SF 2.03 acres
Total 27,443 SF
*Impervious area is defined as the built upon area inclu ing, but not limited to, buildings, roads, parking
areas, sidewalks, gravel areas, etc. (.1 A T (G s)
FORM SWU-101 Version 3.99 Page 2 of

HOW was tale off -site ilTtpervious area listed above derived'? Survey and USGS Quad mans.
IV. DEED RESTRICTIONS AND I'ROTECTIVE COVENANT'S
"Fhe following italicized (Iced restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. [Plot sizes vary significantly, a table
listing each lot number, size and the allowable built -upon area for each lot must be provided as an attachment.
The fc11101Vrng Covenants are intended to ensure ongoing compliance with state stormmlater management
permit number as issued by the Division of Dater Quality- These
covencmt.s may not be changed or deleted without the consent of the State.
2. No more than square feet of any lot shall be covered by structures or impervious
materials. Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but
do not inclucle hood decking or the water sun face of swimming pools.
.3. Sit ales shrill not be filled in, piped, or altered except as necessary to provide di-Neivay crossings.
1. Built -upon area in excess of the permitted amount requires a state stormlvater management permit
modification prior 10 construction.
5. All permitted runoff from oulparcels or fixture development shall be directed into the permitted stormlvater
controlsystem. These connections to the stormlvater control system shall be performed iri a manner that
maintains the integrity and performance of the system cis permitted
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
clairriirlg under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the Stale, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BNIP specified for this project. Contact: the Stormwater and General Permits Unit at [phone] for the
status and availability of these forms,
Dorm SWU-102
Wet Detention Basin Supplement
Dorm SWU-103
Infiltration Basin Supplcrlient
Dorm SWU-104
Low Density Supplement
Form SWU-105
Curb Outlet System Supplement
Form SWU-106
Off -Site System Supplement
Form SWU-107
UndergroUnd I illltratlon Trench Supplement
Form SWU-108
Neuse River Basin SUppiernent
Form SWU-109
Innovative Best Management Practice Supplement
DORM SWU-101 Version 3.99 • Page 3 of 4

.Aug-11- 2005 9:17AM No•9797 P. 5
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality
(DWQ). A complete package includes all of the items listed below. The complete application package
should be submitted to the appropriate DWQ Regional Office.
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
• Original and one copy of the Stormwater Management Permit Application Form
• One copy of the applicable Supplemental Form(s) for each BMP
• Permit application processing fee of $420 (payable to NCDENR)
• Detailed narrative description of stormwater treatment / management
• Two copies of plans and specifications, including:
- Development 1 Project name
- Engineer and firm
- Legend
_ North arrow
Scale
Revision number & date
- Mean high water line
Dimensioned property I project boundary
- Location map with names streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage basins delineated
Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate submittal authority to another individual or firm so that they map provide information on
your behalf, please complete this section.
Designated agent (individual or firm): McKim & Creed, P.A. 801)4 e%_l w. 0ic-
Mailing Address: 200 MacKenan Court _
City: _ CarX_ State: _. _NC _ Zip: 27511
Phone: [phone] _ _ _ Fax: (9]9) 233-8031
VIII. APPLICANT'S CERTIFICATION
1, (print or type name ofperson listed in Gener l 1 o ation, item 2) Larry Readal, Comman�S Navy,
certify that the infarmati included on this p appl i ation form is, to the best of my knowledge, correct and
that the project w i I i be o1 ted in confor a e with he approved plans, that the required deed restrictions
and protective covena t �li recorded, n� at the oposed project Complies with the requirements of 1 SA
NCAC 2H.1000.
Signature v Date:
FORM SWU-101 Version 3.99 Page 4 of

Winer Line connection to MCAS New Rivcr
Subject: Water Line connection to MCAS New River
From: Linda Lewis <1inda.lewis a ncmai].net>
Date: Tue, 22 Aug 2006 16:12:28 -0400
'ro: David Walker <dwalker a onwasa.com>
Mr. Walker:
The Division received your request to exempt this stormwater project on August 17,
2006. 1 have no problem with the exemption for the water line itself (Contract 41)
however, the plans.do show the Booster Pump Station (Contract 42) to be added at
the site of the previously permitted water treatment plant, which aleady received a
stormwater permit from the Division on September 29, 2005 under SW8 050817.
Unfortunately, the approved plans for the water treatment plant do not show this
new booster pump station, therefore, the stormwater permit for the treatment plant
will need to be modified to include the booster pump station.
To avoid confusion, please remove Contract #2 from this set of plans and submit
Contract 42 as a permit modification to SW8 050817. Only the waterline itself
(Contract 41) can be exempted.
Linda Lewis
t of t - 8/22/2006 4:15 PM

WET DETENTION POND ANALYSIS
FILE NAME: G:IDATAIWPDATAIWQSIPOND1050817.WK1
PROJECT ##: SW8 050817 REVIEWER: L. Lewis
PROJECT NAME: MCAS New River Water Treatment Facility DATE: 27-Sep-05
Receiving Stream: Strawhorn Creek Class: SC HQW NSW
Drainage Basin: White Oak Index No. WOK02 19-13-1
Site Area 3.47 acres
Drainage Area 141.670 G0 square feet Area in Acres 3.25
IMPERVIOUS AREAS
Building
Streets
Parking
Off site
Existing
TOTAL
SURFACE AREA CALCULATION
% IMPERVIOUS 62.42%
Des. Depth 3.5
TSS: 90
Rational C
7388.00
square feet
1.00
6098,00
square feet
1.00
20337.00
square feet
1.00
41100.60
square feet
1.00
square feet
13447.00
square feet
8837=0 0 `;
square feet
Rational Cc= 0.60
SAIDA Ratio 6.24%
Req. SA 8837 sf
Prov. SA ;, 11'42 sf
VOLUME CALCULATION * place a "1" in the box if Rational is used
Rational ?*
Des. Storm
inches
Rv=
0.612
Bottom
10.12
msl
Perm. Pool
�i'. �' ° 13 �21'
msl
Design Pool
14.27
msl
Storage met @elev 14.17
msl
Req. Volume iPll ii I' u7218i', cf
Vol. Prov. at DP 8515'dcf
ORIFICE CALCULATION
Avg. Head =
Flow Q2, cfs
Flow Q5, cfs
No. of Orifices
Diameter, inches
Drawdown =
0.30 ft
0.042 cfs
0,017 cfs
A
I'.2�3a1 =32 mm
:i:ill'3 fi!ii days
FOREBAY
Perm. Pool Volume=
29848
Req. Forebay Volume=
5969.6
Provided Volume=
10541.00
Percent=
Elevation Area
Inc. Vol. Acc. Vol.
13.62 11442.00
0.00 0.00
14.27 14759,00
8515.33 8515,33
02 Area = 2.29
Q5 Area = 0.91
Orifice Area 1.25
Q= 0.023
in x
Surface Area @DP =
Falling Head Drawdown =
COMMENTS
Surface Area , Volume and Orifice are within Design Guidelines
sq. inches
sq. inches
sq. inches
cfs
in
14759 sq. ft.
5.9 days

�M�IQM&CREED
September 13, 2005
Ms. Linda Lewis
NCDENR - DWQ
127 Cardinal Drive Extension
Wilmington, NC 28405-2845
Subject: Stormwater Project No, SW8 050817
MCAS New River Water Treatment Facility
Responses to Request for Additional Information
Dear Ms. Lewis:
We are in receipt of your letter to CDR Readal at the Marine Corps Base Camp Lejeune dated
8/23/05, and have responded herein to each of your comments by number. Per your request,
the following changes have been made to the above referenced project documents:
1. Please submit a copy of the Specifier's Worksheet that your consultant prepared and
which was sent to Vortechnics in order to size the appropriate unit.
M&C Response: Two (2) copies of the Specifier's Worksheet, with attached
calculations, are included herewith,
2. The pond calculations indicate that the built -upon area draining to the pond is 8,210
square meters, or 88,370 square feet, but the application only provides for a total of
74,923 square feet. Please revise the built -upon area in either the calculations or on
the application to match each other.
M&C Response: Page 2 of 4 of the Application was incorrect, and has been revised
accordingly. The original pond calculations in the Design Narrative, revised July 25,
2004, are still the correct figures, with an impervious area of 88,370 SF, or 2.03 acres,
or 8,210 SM. The table on Page 2 did not include the impervious area for the existing
buildings, as has now been corrected. Two (2) copies of this revised page are
included herewith for your files.
3. Please add the Vortechnics unit details to the plans.
4. M&C Response: The details of the proposed Vortechnics unit have been added to
sheet C-104 of the Contract Documents. In addition, a note has been added to sheet
C-102 to reference these details on sheet C-104. Two (2) copies of EACH of these two
drawings have been Included herewith for your files.
RECEMM
SEP��
BY:
200 MACKENAN COURT, CARY, NORTH CAROLINA 27511
TEL [phone] FAX [phone] www.mckimcreed.com
AAM02667

Should you have any questions or need additional assistance, please do not hesitate to contact
me,
Sin erely,
David Heiser, PE, DEE
Senior Environmental Specialist
Cc: David Black, LANTDIV
CDR Readal, MCBCL

�pF WATF9p Michael F. Easley, Governor
`p G William G. Ross, Jr., Secretary
co7 North Carolina Department of Environment and Natural Resources
L ] =1
p Alan W. Klimek, P.E. Director
Division of Water Quality
August 23, 2005
Commander Larry Readal, USN
Public Works Officer/ROICC
1005 Michael Road
Camp Lejeune, NC 28457-2521
Subject: Request for Additional Information
Stormwater Project No. SW8 050817
P-647 MCAS New River Water Treatment Facility
Constr. Contr. No. N62470-02-B-2039
Onslow County
Dear Cdr. Readal:
The Wilmington Regional Office received a Stormwater Management Permit Application
for Water Treatment Facility on August 12, 2005. A preliminary review of that information
has determined that the application is not complete. The following information is needed
to continue the stormwater review:
Please submit a copy of the Specifier's Worksheet that your consultant
prepared and which was sent to Vortechs in order to size the appropriate
unit.
2. The pond calculations indicate that the built -upon area draining to the pond
is 8,210 square meters, or 88,370 square feet, but the application only
provides for a total of 74,923 square feet. Please revise the built -upon area
in either the calculations or on the application to match each other.
3. Please add the Vortechs unit details to the plans.
Please note that this request for additional information is in response to a preliminary
review. The requested information should be received by this Office prior to September
23, 2005, or the application will be returned as incomplete. The return of a project will
necessitate resubmittal of all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for a
time extension to the Division at the address and fax number at the bottom of this letter.
The request must indicate the date by which you expect to submit the required
information. The Division is allowed 90 days from the receipt of a completed
application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is
subject to enforcement action pursuant to NCGS 143-215.6A.
North Carol}na Division of Water Quality 127 Cardinal Drive Extension Phone [phone] Customer Servicel-877-623.6748
Wilmington Regional Office Wilmington, NC 28405-3845 FAX [phone] Internet: h2o.enr.state.nc.us
Nne
orthCarolina
Naturally
An Equal OpportunitylAffirmative Action Employer — 50% Recycled/10%a Post Consumer Paper

Cdr. Readal
August 23, 2005
Stormwater Application No. SW8 050817
Please reference the State assigned project number on all correspondence. Any
original documents that need to be revised have been sent to the engineer or agent. All
original documents must be returned or new originals must be provided. Copies are not
acceptable. If you have any questions concerning this matter please feel free to call me
at [phone].
Sincerely,
Linda Lewis
Environmental Engineer
ENBlarl: S:1WQSlSTORMWATERIADDINFO120051050817.aug05
cc: David Heiser, P.E., McKim and Creed
Linda Lewis
Page 2of2

2. If this application is being submitted as the result ol'a renewal or modification to an existing permit, list the
existing permit number _ NIA and its issue date (if known)
3. Specify the type of project (check one);
Low Density X High Density Redevelop General Permit Other
4. Additional Project Requirements (check applicable blanks):
CAIVIA Major X Sedimentation/Erosion Control 404/401 NPDES Stormwater
Information on required permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
Ill. PRO.IECI' INFORMATION
1. in the space provided below, surnrnarize how storrnwater will be 1rCated. Also attach a detailed narrative
(one to two pages) describing storrnwater management for the project.
DrainaVe Area I will be conveyed to a proposed water quality porid, which is designed to release I" of
runoff from 2-5 days. Draina ke Area 2 will be treated by a Vortechnics device for the first 1" and will
be discharged to an existinl ,7 storm water p pe system.
2. Stormwaler runoff from this project drains to the White Oak I . River basin.
3. Total Project Area: 3.98 acres. 4. Project Built Upon Area: 28 %
5. How many drainage basins does the project stave? 2
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the saine format as below,
l G'nn.) ( vfl�orh -, )
Basin Information
Draina e Area l
Drainage Area 2
Receiving Stream Name
Stick Creek
Strawhorne Creck
Receiving Stream Class
SC; HQW; NSW
SC; I-IGW; NSW
Drainage Area
14 1,5 70 SF
54,014 SF
Existing Impervious* Area
60,113 SF
14,375 SF
Proposed Inl ervious* Area
14,810 SF
13,068 SF
% lnt )ervious* Area (total)
53%
51 %
lin )ervious* Surface Area
Drainage Area 1
Drainage Area 2
On -site Suildin s
7,388 SF
4,198 SF
On -site Streets
6,098 SF
9,577 SF
On -site Parking
20,337 SF -
Orl-site Sidewalks
Other on -site
615 SF
Off -site
41,100 SF
13,053 SF
"total: 74,923 SF
Total 27,443 SF
*lrrrper-vious area is defined as the Guilt upon area including, but not limited to, buildings, roads, parking
areas, sideivalks, gravel areas, etc.
FORM SWU-101 Version 3.99 Page 2 of4

SW8 050817 MCAS New River WIT
Subject: SW8 050817 WAS New River WTF
From: Linda Lewis <[e-mail]>
Date: Thu, 18 Aug 2005 17:23:20 -0400
To: Grant Livengood <[e-mail]>, Marshburn GS13 David V
<MarshbumDV a lejeune.efdlant.navfac.navy.mil>
N62470-02-B-2039
Grant:
I just want to make sure you are aware that because the project is proposing to use
the vortechs system, the permit will require quarterly water quality monitoring.
This required monitoring can be expensive. The use of vortechs is not yet approved
as a "mainstream" BMP. It is still in the preliminary evaluation period, during
which time the Division will permit no more than S of these systems. Monitoring is
necessary to evaluate the effectiveness of the system so that the Division can make
an informed decision regarding the standard use of this BMP statewide.
Additionally, if the system fails to meet the'85% TSS average annual removal
efficiency, alternate stormwater managememt measures will be required to be
installed.
Linda
of 1 10/7/2005 8:54 AM

v MCKIN1&CREED
August 12, 2005
AUG 1 �uu�
Ms. Linda Lewis
NCDENR - DWQ 3.
127 Cardinal Drive Extension
Wilmington, NC 28405-2845 ,l
�Jlo�
Subject: Stormwater Project No. SW8 040421
MCAS New River Water Treatment Facility
Responses to Comments Received Via Email on 10/20/04; ,�(7
Resubmittal Forms and Application Fee
Dear Ms. Lewis:
I am in receipt of your email to Dan Pabst dated 10/20104, and have responded herein to each
of your comments by number. Per your request, the required changes have been made to the
above referenced project documents, in accordance with your comments as follows;
1. A signed and notarized Operation and Maintenance plan for the proposed
Vortechnics device. Required maintenance items can be found in the Technical
Design Manual you provided with the latest submittal.
M&C Response: A signed and notarized O&M Manual is included herewith.
2. Please add a detail sheet to the plans specifying the Vortechnics unit model to be
used, with applicable elevations, inverts, etc.
M&C Response: The detail has been included herewith with requested information.
For the wet pond calculations, please add the orifice equation used to determine
the 1.26" diameter orifice, along with the numbers for the other factors, as listed in
your cover letter.
M&C Response: The Water Quality Basin Dewatering Time Calculation has been
revised to include the orifice equation with a step by step procedure for determining
the dewatering time, and is also attached. The spreadsheet (initially provided)
referenced an incorrect volume for the temporary pool. The correct volume of 8680
ff3 has now been included in the calculation. The revised dewatering time is 4.04
days, which is still within the required time of 2-5 days.
Enclosed are two(2) copies of the Vortechnics detail drawing, two(2) copies of the revised
Water Quality Basin Dewatering Time Calculations, and one(1) original and one (1) copy of the
signed and notarized Operation and Maintenance Manual for the proposed Vortechnics
stormwaier device. In addition, per your request in your 8/9/05 Email, please find enclosed two,
(2) copies of the signed updated Stormwater Management Permit Application Form, two (2)
copies of the signed and notarized updated Wet Detention Basin Supplement form, and an
application fee check for $420.00.
200 MACKENAN COURT, CARY, NORTH CAROLINA 27511
TEL [phone] FAX [phone] www.mckimcreed.com
AA0002667

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FYI, NO drawings or spec's have been revised since last year, thus the drawings, narratives and
supporting calculations, design data for the Vortechnics device, and specifications sent to you
last year are still valid and applicable. No activities have commenced on this project since your
October 2004 Email, as it has taken this past year to procure the full funding for the project, since
the bids came in so much higher than the amount budgeted for. However, the Preconstruction
Meeting with the Contractor will most likely be scheduled for later this month, thus construction
activities will be starting up soon. In accordance with Mr. Beck's letter of August 2, 2005, the
ROICC is aware that no construction of impervious surfaces on this property will be comp€eted
prior to receipt of the Stormwater Management Permit. Should you have any questions or need
additional information or assistance, please do not hesitate to contact me.
Sincerely,
9.,VV ,
David M. Heiser, PE, DEE
Senior Environmental Specialist
Cc: David Black, NAVFAC LANTDIV
RO€CC, MCBCL
Ed Beck, Reg. Supervisor, NC DENR
Tim Baldwin, PE, McKim & Creed
vI WOV&CREED

Dan Pabst
From:
Linda Lewis [[e-mail]]
Sent:
Wednesday, October 20, 2004 11:57 AM
To:
Dan Pabst
Subject:
SW8 040421 New River Water Treatment Facility
Dan
I have reviewed the information regarding the subject stormwater permit application, submitted on July 27,
2004, and have the following comments. Please provide the requested information prior to November 20, 2004,
to continue the review:
1. A signed and notarized Operation and Maintenance plan for the proposed Vortechnics device. Required
maintenance items can be found in the Technical Design Manual you provided with the latest submittal.
2. Please add a detail sheet to the plans specifying the Vortechnics unit model to be used, with applicable
elevelations, inverts, etc.
3. For the wet pond calculations, please add the orifice equation used to determine the 1.26" diameter orifice,
along with -the numbers for the other factors, as listed in your cover letter.
Thanks, Linda

SW8 040421 New River Water Treatment Facility
Subject: SW8 040421 New River Water Treatment Facility
From: Linda Lewis <Linda.Lewis@ncmaiLnet>
Date: Wed, 20 Oct 2004 11:56:45 -0400
To: Dan Pabst <[e-mail]>
Dan
I have reviewed the information regarding the subject stormwater permit
application, submitted on July 27, 2004, and have the following comments. Please
provide the requested information prior to November 2o, 2004, to continue the
review:
1. A signed and notarized Operation and Maintenance plan for the proposed
Vortechnics device. Required maintenance items can be found in the Technical Design
Manual you provided with the latest submittal.
2. Please add a detail sheet to the plans specifying the Vortechnics unit model to
be used, with applicable elevelations, inverts, etc.
3. For the wet pond calculations, please add the orifice equation used to determine
the 1.261, diameter orifice, along with the numbers for the other factors, as listed
in your cover letter.
Thanks, Linda
E of 1 t 0/20/2004 11:56 AM

October 27, 2004
Ms. Linda Lewis
NCDENR - DWQ
127 Cardinal Drive Extension
Wilmington, NC 28405-2845
Subject: Stormwater Project No. SW8 040421
MCAS New River Water Treatment Facility
Responses to Comments received via email on 10/20/04
Dear Ms. Lewis:
RECEIVI ED
vie emz�
AUG 0 9 2005
DWQ
PRaJ # 5 0 4 )4Z f
I am in receipt of your email to me dated 10/20/04, and have responded herein to each of your
comments by number. Per your request, the following changes have been made to the above
referenced project documents:
1. A signed and notarized Operation and Maintenance pla6 for the proposed
Vortechnics device. Required maintenance items can be found in the Technical
Design Manual you provided with the latest submittal.
M&C Response: A signed and notarized O&M'manual ls;provided.
2. Please add:a detail sheet to the plans specifying the Vortechnics unit model to be
used, with applicable elevations, inverts, etc.
M&C Response: Detail has been provided with requested information.
3. For the wet pond calculations, please add the orifice equation used to determine
the l .26" diameter orifice, along with the numbers for the other factors, as listed in
you cover letter.
M&C Response: Water Quality Basin Dewatering Time Calculation has been revised
to include the orifice equation with a;step by step procedure for determining the
dewatering time. The spreadsheet Initially provided referenced an Incorrect volume
for the temporary pool. The correct volume of 8680 ft3 has now been Included In the
calculation. The revised dewatering time Is 4.04 days. This is still within the required
time of 2-5 days.
Enclosed are two(2) copies of the revised drawings, two(2) copies of the revised Water Quality
Basin Dewatering Time Calculations and one(1) original signed and notarized Operation and
Maintenance plan for the proposed Vortechs stormwater device. Should you have any
questions or need additional assistance, please do not hesitate to contact me.
Sincerely,
Dan Pabst, El
Project Engineer

Cc: David Black, LANTDIV
Leonard Harrell,'LANTDIV
Brian Lee, LANTDIV
Dave Heiser, PE, McKim& Creed
Grant Livengood, PE, McKim & Creed

Dan Pabst
From: Linda Lewis [Linda. [e-mail]]
Sent: Wednesday, October 20, 2004 11:57 AM
To: Dan Pabst
Subject: SW8-040421 New River Water Treatment Facility
Dan
,I have reviewed the information regarding the subject stormwater permit applicafion, submitted on July 27,
2004, and have the following comments. Please provide the requested information prior to November 20, 2004,
to continue the review:
1, A signed and notarized Operation and Maintenance plan for the proposed Vortechnics device. Required.
maintenance items can be found in the Technical Design Manual you provided with the latest submittal.
2. Please add a detail sheet to,the plans specifying the Vortechnics unit model to be used, with applicable
elevelations, inverts, etc.
3: For the wet pond calculations, please add the orifice equation used to determine the 1.26" diameter orifice,
along with -the numbers for the other factors, as listed in your cover letter.
Thanks, Linda
17

NOTE:
VorWm Systems Inetalled In a
bypess configum0on require an
upet wm d vecslon &uct rre that
shall be detailed by I ne ConsuMV
Engineer wtth elav *m and weir
width data pmvided by Vwbchnlcs.
INLET may vary,
See notes 8 do 9
A go,
Concrete reinforced
for HS20-44 loading--�
FB
2100
or
2514.60
TYp EL 3.31
3600
Sealant
Aluminum angle flange 150 Concrete
with, neoprene gasket �Typ
Aluminum swirl
00
4
chamb
D)557.78
533.40
'• 633.40
Weir
;
OUTLET may vary, 1800
See note 9 A
Sealant—/ Bcffle Wall —/ \ — Flowl Control Wall
FLAN VIEW B - B
RIM d:5.25 METERS TO
MATCH FINISHED GRADE
7-T
�Risers
by others
des
ault
�Welrand
weir
:Orifice
' Plates
OAT
�°
}avert
,
SECTION A - A
NOTES:
1. Storrnwetsr Tradmard System (SWTS) "I have:
Peak treatnent cepedty;170 Irm per sepend
Sedlment storagestoragec 234 stars
Sediment chamber die:1800 min
2. SWTS shell be contained In one lectervular smim e
3. SWTS removal d kilawy abed be dor:ur wiled based pubdo ame
4. SWTS shwa retain tiontables and trapped sedlrnertt up to and
Indud ng peak trwhT ilt asperity
NOTE:
ALL DIMENSIONS IN DRAWINGS, DETAILS OR NOTES ARE IN METERS IF
t3HOWN WITH DECIMAL POINT (1.00) OR miLumETERf1 IF SHOWN wmioUT
DECIMAL POINT (1000), UNLESS OTHERWISE NOTED.
41 Evergreen Drive
Portland, ME 04103
Tel.: [phone]
Fax: [phone]
Typ I
r.
M o o, o ,n o a�� a s inimum 150 compacted gravel
5. SM Draft In and out drew be at dre tame elevation
a. SWr8 shell not be oompmmised by eifecis of downstream teavmter
7. SWTS abaci have no I :temal acmpoflenta Owt obst ud mentanenoe aoceaa
8. bast pipe mutt be peipendlaller to the sbudule :
0. Pipe orientation may very: we 816e plan for size and location
10. Pumbaser shwa not be responsible for assembly of unh
11. Manhole frelrhea end perforated covers alrpplled wIM system, not kratallod
12. Purchaser to prepare excavativn and provide llf ft equipment
13. Canted Vo ftdwdm ® (207) 87f1-3882 for ardwinp q*=mtlon
NOTE:
TO BE INCLUDED IN CURRENT
CONSTRUCTION DOCUMENTS
ATTACHMENT TO SHEET C-606.
STANDARD DETAIL
STORMWATER` TREATMENT SYSTEM
VORTECHSTM MODEL 4000; U.S. PATENT No. 5,759,415
i

Water Quality Basin Dewatering Time Calculations
Project NEW RIVER - WTF
Project No. 00969-0008
Date 15-Jul-04
Maximum surface area of basin
1,063.0 -square meter
11,442.0 sf
Average head of water above:dewatering hole
0.10 meter
0.33 ft
Orifice coefficient
0.60
0.60
Diameter of each hole
0.03 . meter
1.26 in
Number of holes
1
1
Cross sectional area of each hole =
0.009 square feet
0.009 sf
Cross sectional area of each hole =
0.000804 square meters
1.25 s in
Cross sectional area of dewatering hole(s) =
0.009 square feet
0.009 :.sf
Cross sectional area of dewatering hole(s) =
0:000804 square meters
1.25 s in
Dewatering time for,basin =
t
348679 seconds
348679 s.
Dewatering time for basin =
4.04 days
4.04 d
Notes:
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VORTECHS STORMWATER
TREATMENT SYSTEM
OPERATION AND MAINTENANCE MANUAL

OPERATION
The•Vortechs Stormwater Treatment System isa hydrodynamic separator designed to
enhance gravitational separation of floating and settling materials from stormwater
flows. Stormwater flows enter the unit tangentially to the grit chamber, which promotes a
gentle swirling motion. As polluted water circles within the grit chamber, pollutants
migrate toward the center of the unit where velocities -ore the lowest. The majority of
settlable solids are left behind as stormwater exits the grit chamber through two
apertures on the perimeter of the chamber. Next, buoyant debris and oil and grease are
separated from water flowing under the baffle wall due to their relatively low specific
gravity. As stormwater exits the System through the flow control wall and ultimately
through the outlet pipe, it is relatively free of floating and settling pollutants.
Over time a conical pile'tends to accumulate in the center of the unit containing
sediment and associated metals, nutrients, hydrocarbons and other pollutants. Floating
debris and oil and grease form a floating layer trapped in front of the baffle wall.
Accumulation of these pollutants can easily be assessed through access manholes over
each chamber. Maintenance is typically performed through the manhole over the grit
chamber.
MAINTENANCE
The Vortechs System should be inspected at regular intervals and maintained when
necessary to ensure optimum performance. The rate at which the System collects
pollutants will depend more heavily on site activities than the size of the unit, e.g.,
unstable soils or heavy winter sanding will cause the grit chamber to fill more quickly but
regular sweeping will slow accumulation.
INSPECTION
Inspection is the key to effective maintenance and is easily performed. Vortechnics.
recommends ongoing quarterly inspections of the accumulated sediment. Pollutant
deposition and transport may vary from year to year and quarterly inspections will help
insure that Systems are cleaned out at the appropriate time. Inspections should be
performed more often in the winter months in climates where sanding operations may
lead to rapid accumulations, or in equipment washdown areas. It is very useful to keep a
record of each inspection. A simple form for doing so is attached herewith.
The Vortechs System should be cleaned when inspection reveals that the sediment
depth has accumulated to within six inches of the dry -weather water surface elevation.
This determination can be made by taking 2 measurements with a stadia rod or similar
measuring device: one measurement from the manhole opening to the top of the
sediment pile and the other from the manhole opening to the water surface. The System
should be cleaned out if the difference between the two measurements is six inches or
less. Note: To avoid underestimating the volume of sediment in the chamber, the
measuring device must be lowered to the top of the sediment pile carefully. Finer, silty
particles at the fop of the pile typically offer less resistance to the end of the rod than
larger particles toward the bottom of the pile.

CLEANING
Maintaining the Vortechs System is easiest when there is no flow entering the System: For
this reason, it is a good idea to schedule the cleanout during dry weather. Cleanout of
the Vortechs System with a vacuum truck is generally the most effective and convenient
method of excavating pollutants from the System. If such a truck is not available, a
"clamshell" grab may be used, but it is difficult to, remove all accumulated pollutants
with such devices.
In Vortechs installations where the risk of large petroleum spills is small, liquid
contaminants may not accumulate as quickly as sediment. However, an oil or gasoline
spill should be cleaned out immediately. Motor oil and other hydrocarbons that
accumulate on a more routine basis should be removed when an appreciable layer has
been captured. To remove these pollutants, it may be preferable to use adsorbent pads
since they are usually cheaper to dispose of than the oil water emulsion that may be
created by vacuuming the oily layer. Trash can be netted out if -you wish to separate it
from the other pollutants.
Accumulated sediment is typically evacuated through the manhole over the grit
chamber. Simply remove the cover and insert the vacuum hose into the grit -chamber.
As water is evacuated, the water level outside of the grit chamber will drop to the same
level as the crest of the lower aperture of the grit chamber. It will not drop below this
level due to the fact that the bottom and sides of the grit chamber are sealed to the
tank floor and walls. This "Water Lock" feature prevents water from migrating into the grit
chamber, exposing the bottom of the baffle wall. Floating pollutants will decant into'the
grit chamber.as,the water.level there is.drown down. This.allows.most.flooting .material to
be withdrawn from the some access point above the grit chamber:
If maintenance is not performed as recommended, sediment may accumulate outside
the grit chamber. If this is the case, it may be necessary to pump out all chambers. It is a
good idea to check for accumulation in all chambers during each maintenance event
to prevent sediment build up there.
Manhole covers should be securely seated following cleaning activities, to ensure that
surface runoff does not leak into the unit from above.

ACKNOWLEDGMENT ,
I acknowledge and.agree by my signature below that I am responsible for the
performance of the maintenance procedures as stated above. I agree to notify DWQ of
any problems with the system or prior to any changes to the system or responsible party.
Print Name:
Title:
Address:
Phone:
Signature:
Date:
I, a Notary Public for the State of
County of do hereby certify that
personally appeared before me this day of —and
acknowledge the due execution of the forgoing Vortechs Stormwater Treotment'System
maintenance requirements. Witness my hand and official seal,
SEAL
My commission.expi

- LL LLILLUJ
-' Vortechnics Corporate Headquarters
Specifier's Worksheet ,,, 200EriterpriseDrive, Scarhoraugh,ME 04074
phane: 877.907.8676 fax: [phone]
e-mail: vortechnicsCvortechnics.com
ff
Name: Location (City, State}:
W U w r•j Vt L N L1
Specifier Name: Company:
Phone: Address:
Fax: 6 v ZGG;
'q 1 Gt - 233 - d 3 I G 1k.t- i ! 7 5 i
E-mail Address: AutoCAD Version: 20
"s� �MLIGth+Gr`Re
r
,t,'��:°;�a'f`� i�+��+�s��-n9� � � s §`���.,���"�i� `g4���-,; §� �gr. n I'�s I r �� I}�i :'�"�"+3`".ry°i�'rr✓ i. 7
Stelnfopr�mation
e;l�, y rt-AIt'4._..;.
Site Plan Enclosed*: Sediment Removal Efficiency: �� High Seasonal Groundwater}:
CKYes ❑ No ® Net Annual' T65 Yes ❑ No ,
Date Submitted: 2 If yes, indicate elevation: ���3 960UJ
El Water Quality Design Flow &A eTIIN
Pollutant load description (sediment, trash, debris, liquid contaminants, spills, etc.): G0.>�OCa
PftlD5 TO M66T /VC.0P, LJhi IF9, aOAt. l l i' 4PFA-0 6-Ch1vO kN05
B5'lo -'ss k6tAO U A L_-.
Site Plan
Designation
9
Treatment
System
Model No.
(if known)
Contributing Drainage Area
Water Quality
Q ty
Design Flow4
(cfs - IN
Design
Flow
Recurrence i
Interval 4
Conveyance
System
Capacity
Pipe Size St
Material
InletlOutlet
Elevations
Area
Runoff
Coefficient
tc
Invert
Rim
I
f
f
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i Net Annual Removal: Select this method if the water quality treatment objective is ,based on a net annual total suspended solids
(TSS) load reduction (i.e. 80%TSS removal on a net annual basis).
2 Water Quality Design Flow: Select this method if the water quality objective is based on achieving a specific total suspended
solids (TSS) removal efficiency at a specific water quality design flow rate [i.e. 70% removal at 5 cfs (142 I/s)].'
3 Anti -floatation collar may be required if high water table is within 3 ft. (0.9 m) of finished grade.
4 This parameter is only required if sizing is based on the Water Quality Design Flow method.
I
Specliier's Signature (confirms info is accurate): Date:��Z.
� I

PROJECT
CLIENT
CALCULATION
PROJ, NO,
DATE 7 Lf
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HEADQJAa7Eas 800-743-5557 • www.mckimcreed,com
REMARKS
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CALCULATION
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HEADQUARIERS 800-74M557 • www.mcklmcreed.com

STORMWATER AND EROSION CONTROL
DESIGN NARRATIVE AND
SUPPORTING CALCULATIONS
MCAS New River Water Treatment Facility
Camp Lejeune, North Carolina
Prepared for:
Ben D. Pina, Commander, US Navy
'1005 Michael Road, Marine Corps Base
Camp Lejeune, NC 28547-2521
January 31, 2004
Revised
July 26, 2004
RECEIVED
JUL 2 i 2004 ��15`�'`" 7SEAL ` i
nwQ 28419 ❑
,¢JJJa � � h l V 9 ��,'1ti��•
Prepared by:
McKim & Creed
200 MacKenan Court
Suite 200
Cary, NC 27511
v MCKW&CREED
v

0
1
1
1
1
STORMWATER AND EROSION CONTROL
DESIGN NARRATIVE AND
SUPPORTING CALCULATIONS
MCAS New River Water Treatment Facility
Camp Lejeune, North Carolina
Prepared for:
Ben D. Pina, Commander, US Navy
1005 Michael Road, Marine Corps Base
Camp Lejeune, NC 28547-2521
January 31, 2004
Revised
July 26, 2004
Prepared by:
McKim & Creed
200 MacKenan Court
Suite 200
Cary, NC 27511

' DESIGN NARRATIVE 1 E
' 1. GENERAL
The project site is located south of the intersection of White Street and Curtis Road on the New
River Marine Corps Air Station Campus in Jacksonville, North Carolina. The project site
' consists of a total acreage of 3.47 acres. Sedimentation and erosion control measures will be
in accordance with the State of North Carolina Erosion and Sedimentation Control Planning and
Design Manual requirements.
' The intent of this project is to construct a water treatment facility, along with the appropriate
parking, utilities, and stormwater management features required to serve the project.
2. EXISTING SITE
The project site consists of an existing water treatment facility with a gravel drive used for
' vehicular access to the property. Other existing features include a fence and overhead electric
lines. Existing vegetation consists primarily of grasses and some trees. Surface water
currently flows from the northeast side of the property to the southwest via a constructed
' drainage ditch located along the center of the project site. Overall the site consists of flat
terrain with little slope.
' According to a geotechnical engineering analysis performed by NFE Technologies, inc. the site
consists of Goldsboro Urban Land soils to a depth of approximately 7 feet or greater.
Goldsboro Urban Land soils consist of sandy silts and sandy clays. Furthermore, the analysis
determined the soils to have a high water table ranging from 2 to 3 feet below ground level.
' 3. PROPOSED IMPROVEMENTS
The on -site stormwater runoff from the proposed improvements will be handled through a
series of drop inlets to the northeast of the building and two proposed permanent drainage
ditches to the northwest and southeast of the water treatment facility. The two ditches will
discharge into a wet detention basin located to the southwest of the property. The storm pipe
' system will tie into an existing pipe system and convey the runoff to a settling basin #ccated
approximately 1900 feet to the north of the site along White Street.
' The wet detention basin will provide storm water treatment from the proposed improvements.
The detention basin was sized to store and gradually release runoff from a 1" rainfall event.
The surface area of the permanent water quality pool is 10,429 square feet. The temporary
water quality pool will store 7589 cubic feet of water to be released in a period of two to five
days. A forebay will be used to settle a portion of the sediment. The spillway consists of a 12"
reinforced concrete pipe barrel capped with a bulkhead with a 1" diameter orifice protected by a
rebar trash rack. The 12 inch reinforced concrete pipe will drain by gravity to the roadside ditch
along White Street. An emergency spillway will allow additional water from rainfall up to the
100-year, 24-hr storm event to be discharged from the site without overtopping the pond
embankment.
4. EROSION CONTROL CONSIDERATIONS
A temporary construction entrance will be located at the proposed drive leading into the project
site. A temporary sediment trap will be located at the southwest corner of the project site and
will cleanse water from the site during the construction process. The proposed ditches will
contain temporary liners and will direct construction runoff to the temporary sediment trap. Silt
' fence will be placed at low lying areas to retain sediment from leaving the site. Inlet protection
r-

1
will be established at all proposed and existing catch basins to prevent sediment from leaving
' the site. Ground cover will be established on graded slopes and fills within 15 working days or
30 calendar days, whichever period is shorter, after completion of any phase of grading.
' 5. MAINTENANCE CONSIDERATIONS
Contractors shall be responsible for periodic inspection and maintenance of all indicated
erosion control devices. In addition, inspection and any necessary maintenance will be required
immediately following any significant storm event. Any measure that fails to function as
intended shall be repaired immediately. Upon completion of construction, the property owner
shall be responsible for site maintenance.
' 6. DRAINAGE CALCULATION CONSIDERATIONS
A complete set of calculations is attached.
I

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WATER QUALITY POND CALCULATIONS
Project Name
NEW RIVER - WTF
Project Number
00969-0008
Date
20-Jan-04
3rd revision
2nd revision
1st revision

1
1
1
1
1
1
Water Quality Pond Drainage Area Data
Project
Project No.
Date
Total drainage area
NEW RIVER - WTF
00969-0008
20-Jan-04
13,147 square meter 3.25 acres
Impervious areas
Drainage area to pond
Other Drainage Area
Existing
[SM]
Proposed
[SM]
Change
[SM]
Existing
[SM]
Proposed
[SM]
On -site buildings
0
0
0
0
0
On -site Driveways
0
0
0
0
0
On -site parking
0
0
0
0
0
On -site sidewalks
0
0
0
0
0
All Impervious
5,827
8,210
2,383
0
0
Total off -site impervious
0
0
0
0
0
Total Impervious
5,827
8,210
2,383
0
0
Non -impervious areas
Drainage area to pond
Other Drainage Area
Existing
[SM]
Proposed
[SM]
Change
SM].
Existing
[SM]
Proposed
[SM]
On -site rassltrees
0
0
0
0
0
On -site woods
0
0
0
0
0
Other undeveloped
0
0
0
0
0
All Pervious
7,320
4,937
-2,383
0
0
Total Pervious
7,320
4,937
-2,383
0
0
Total Drainage Area
13,147
13,147
0
0
0
Percent Impervious
44.3
1 62.4
18.1
nla
nla
Notes:
Water Quality Pond Calcs.xls
Site Drainage Area Data
Page 1 of 1 P.rihted 1/21/2004 2:57 PM

Water Quality Pond Surface Area Calculations
' Project
Project No
' Date
NEW RIVER - WTF
11•.• 11�:
10-Jul-04
'
Total on -site drainage area to pond 13,147
square meter ✓ 1 ¢1 510 ^ J4_(S70
Total impervious area in drainage area 8,210
' square meter ­? V570
'
Average water depth of basin at normal pool
3.0 feet Q�1
�2
�¢
'
Location of site Jacksonville
Site region Coastal
�C �T2
% Impervious cover 62.4 percent
7
If the site is in a coastal area, will a vegetative filter be used? no
'
Surface Area/Drainage Area Ratios:
For a site in the Piedmont
2.5 percent
'
For a site in a Coastal County wl Vegetative Filter
For in Coastal County Vegetative Filter
5.2 percent
`-J73 `;
a site a wlout
,i percent
I .,; i-
Required surface area of pond:
For a site in the Piedmont
340.0 square meter
'
For a site in a Coastal County wl Vegetative Filter
For a site in a Coastal County wlout Vegetative Filter
690.0 square meter
j''. ` 1960.�0.e"':�u-,J
square meter
Notes:
1
1
1
Water Quality Pond Calcs Revised 071004.xls
' Pond Surface Area Calcs Page 1 of 1 Printed 7/10/2004 3:21 PM

Water Quality Pond 5tormwater Runoff Volume Calculations
Project
NEW RIVER - WTP
Project No.
00969-0008
Date
20-Jan-04
Drainage area
13,147 square meter
Impervious area
8,210 square meter
Rainfall depth
1.00 inches
Percent Impervious
62.4 percent
R(v)=0.05+0.009*(Percent
impervious)
Runoff coefficient - R(v)
0.61 in/in
Runoff, vol ume=(Design
rarnfall)*(R(v))*(Drainage area) �3
Runoff volume;cubic
meter
Notes:
Water Quality Pond Calcs.xls
Runoff Volume Calcs
Page 1 of 1
Printed 1/21/2004 2:58 PM

'
<< ¢?
r3.f2
1
1.1
1
e
1
Water Quality Pond Volume Calculations
Stage -Storage Data for Pond
Project NEW RIVER - WTF
Project No. 00969-0008
[late 15-Jui-04
Contour ID
Stage
Area
s. m
Area
acres
Incremental
Area
s. ml
Incremental
Area
facreslcu.
Incremental
volume
m
Cumulative
volume
cu. m
3.09
0.00
564.5
0.139
564.5
0.139
0.0
0.0
3.25
0.16
627.9
0.155
63.3
0.016
98.0
98.0
3.50
0.41
733.5
0.181
105.6
0.026
170.2
268.2
3.75
0.66
847.2
0.209
113.7
0.028
197.6
465.8
4.00
0.91
968.9
0.239
121.8
0.030
227.0
692.8
4.15
1.06
1.063.0
0.263
94.1
0.023
152.4
845.2
v'
Water Quality Pond Calcs Revised 071504.xls
Pond Stage -Storage Data Page 1 of 1 Printed 7/23/2004 9:55 AM

1
1
1
1
iiP
I4tj
'
1
1
1
1
1
1
1
1
1
1
1
Water Quality Pond Volume Calculations
Stage -Storage Data for Pond
Project NEW RIVER - WTF
Project No. 00969-0008
Date 15-Jul-04
Contour ID
Stage
Area
s . m.1
Area
Jacres
Incremental
Area
[sq. m.]
Incremental
Area
Jacresl
Incremental
volume
ICU. m,
Cumulative
volume
cu. m.
4.15
0
1,063.0
0.263
1,063.0
0.263
0.0
0.0
4.2
0.05
1,180.5
0.292
1,180.5
0.292
56.1
56.1
4.25
0.1
1,221.6
0.302
158.6
0,039
60.1
116.1
4.35
0.2
1,371.2
0.339
149.6
0.037
129.6
245,8
4.5
0.35
1,441,3
0,356
70.1
0,017
210.9
456.7
4.75
0.6
1.553.2
0.384
111.9
0.028
374.3
831.0
Water Quality Pond Caics Revised 071504,xls
' Pond Volume Below WSEL Page 1 of 1 Printed 7/23/2004 9:57 AM

Water Quality Pond Volume Calculations
Stage -Storage Data for Pond
Project NEW RIVER - WTF
Project No. 00969-0008
Date 15-Jul-04
Note: Sediment forebay is required to be 20% of basin = 138.56 cubic meters
Contour ID
Stage
Area
[sq. m.
Area
acres
Incremental
Area
[sq. ml
Incremental
Area
[acres
Incremental
volume
cu. m
Cumulative
volume
cu. ft
Foreba
3.09
0.00
185.9
0.046
185.9
0.046
0.0
0.0
3,25
0.16
212.1
0.052
26.2
0.006
31.8
31.8
3.50
0.41
256.4
0.063
44.3
0.011
58.6
96.4
3.75
0.66
304.8
0.075
48.4
0.012
70.1
160.5
4,00
0.91
357.2
0,088
52.5
0.013
82.8
243.3
4.15
1.06
378.8
0.094
21.6
0.005
55.2
298.5
I
Water Quality Pond Calcs Revised 071504.xls
' Sediment Forebay Vol. {gage 1 of 1 Printed 7/23/2004 9:57 AM

'
Water QualityBasin Dewatering Time Calculations
9
'
Project NEW RIVER - WTF
Project No, 00969-0008
Date 15-Jul-04
'Maximum
surface area of basin
Average head of water above dewatering hole
1,063.0
0.10
square meter
meter
11,442.0
0.33
sf
ft
Orifice coefficient
0.60
0.60
'Diameter
of each hole
Number of holes
0.03
1
meter
1.26
1
in
'
Cross sectional area of each hole =
Cross sectional area of each hole =
0.009
0.000804
square feet
square meters
0.009
1•.246898
sf
s in
sectional area of dewatering hole(s) =
0.009
square feet
0.009
sf
'Cross
Cross sectional area of dewatering hole(s) =
0.000804
square meters
1.246898
s in
time for basin =
316863.27
seconds
316863.27
s
'Dewatering
Dewatering time for basin =
3.67
days
3.67
d
based on NC Sediment and Erosion Control Manual
'Calculations
Page 8.07.8
'
Notes:
1
I
1,

Water Quality Pond Summary Information
Project NEW RIVER - WTF
Project No. 00969-0008
Date 15-Jul-04
Drainage area to pond
13,147
sq meters = 3.25 acres
Impervious area in drainage area
8,210
sq meters = 2.03 acres
Bottom of pond elevation
3.09
meters
Normal pool elevation
4.15
meters
Pond voiume,at normal pool
845.2
cubic meters
Required volume for design rainfall
204.4
cubic meters
Required surface area for pond
960.0
square meters
Volume provided for storage of design rainfall =
248.3 cubic meters at elevation 4.35
Surface area provided at normal pool 1,063.0 "square meters
Water Quality Pond Calcs Revised 071504.xis
Summary Data Page 1 of 1 Printed 7/23/2004 10:14 AM

SEDCAD 4 for Windows
P'.nnvrinhl IOCIR 0-1n I Crh'.-h
1
1
1
1
1
1
NEW RIVER -WTF
WA TER QUALITY POND
10- -YR
Filename: WaterQualityPond-10yr.GML71304.sc4
•r•
1
Printed 07-16-2004

11
SEDCAD 4 for Windows
Rnr... i. hl taaA i Crh.avh
General Information
Storm Information;
Storm Type: NRCS Type I1I
Design Storm: 10 yr - 24 hr
Rainfall Depth: 7.000 inches
F)
Filename: WaterQualityPond-10yr.GML71304.sc4
Printed 07-16-2004

SEDCAD 4 for Windows
("—,rinhf 100R 93-1n 1 Crh..ioh
0
Structure Networking:
Type
Stu (flows Stu Musk. K Musk. X
I Description
Pond
#1 ==> End I 0.000 0.000
1 WATER QUALITY
Pond
Filename; WaterQualityPond-10yr.GML71304.sc4 Printed 07-16-2004
1

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!`,nn�.rinhl 'I QQQ Pn mnlo I Crhi��oh
1
1
1
1
1
1
1
1
1
1
1
Structure Summary:
Immediate
Total
Peak
Total
Contributing
Contributing
Discharge
Runoff
Area
Area
Volume
(ac)
(ac)
(cfs)
(ac-ft)
In
8.43
1.39
# 1 3.250
3.250
Out
7.88
1.24
51
Filename: WaterQualityPond-10yr.GML71304.sc4
Printed 07-16-2004

I
SEDCAD 4 for Windows
(:. n,rinhf 1GOA Po 1d I CrhMloh
Structure #1 (Pond)
WATER QUALITY
Pond Inputs:
Structure Detail:
Initial Pool Elev: 13.78
Initial Pool; 0.73 ac-ft
Straight Pipe
Barrel Barrel
Entrance Tailwater
Barrel
Manning's Spillway
Diameter Length
Loss Depth
Slope (%}
n Elev:
(in) (ft)
Coefficient (ft)
1.26 32.81 0.50
0.0140 13.61
0.60 0.00
Pond Results:
Broad -crested Weir
Weir Width Spillway Elev
(ft)
5.00 14.27
Peak Elevation: 14.90
Dewater Time. 0.55 days
Dewatering time is calculated from peak stage to lowest spillway
Elevation -Capacity -Discharge Table
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge Dewater
Time
(cfs) (hrs)
10.14
0.139
0.000
0.000
10.64
0.154
0.073
0.000
10,66
0.155
0.076
0.000
11.14
0.170
0.154
0.000
11.48
0.181
0.214
0.000
11.64
0.186
0.243
0.000
12.14
0.203
0.341
0.000
12.30
0.209
0.374
0.000
12.64
0.221
0.447
0.000
13.00
0.235
0.529
0.000
5
Filename: WaterQualityPond-10yr.GML71304.sc4
Printed 07-16-2004

' SEDCAD 4 for Windows
'nIlinhf i60A D� Io i Cnhw h
11
I
1
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge
(cfs)
Dewater
Time
(hrs)
13.12
0.239
0.557
0.000
13.14
0.241
0.562
0.000
13.27
0.251
0.594
0.000
13.61
0.278
0.684
0.000
Spiilway #1
13.64
0.281
0.692
0,000
13.78
0.292
0.733
0.000
13.94
0.302
0.780
0.000
14.14
0.315
0.842
0.000
14.27
0.323
0.883
0.000
Spillway #2
14.64
0.390
1.015
3.474
12.70
14.76
0.413
1.063
5.295
0.25
14.90
0.415
1.121
7.882
0.15
Peak Stage
15.14
0.438
1.225
12.526
15.58
0.467
1.424
23.144
Detailed Discharge Table
Elevation
Straight Pipe
(cfs)
Broad-
crested
ds Weir
Combined
Total
Discharge
(cfs)
10.14
0.000
0.000
0.000
10.64
0.000
0.000
0.000
10.66
0.000
0.000
0.000
11.14
0.000
0.000
0.000
11.48
0.000
0.000
0.000
11.64
0.000
0.000
0.000
12.14
0.000
0,000
0.000
12.30
0.000
0.000
0.000
12.64
0.000
0.000
0,000
13.00
0.000
0.000
0.000
13.12
0.000
0.000
0,000
13.14
0.000
0.000
0.000
13.27
0.000
0.000
0.000
13.61
0.000
0.000
0.000
13.64
0.000
0.000
0.000
13.78
0.000
0.000
0.000
13.94
0.000
0.000
0.000
14.14
0,000
0.000
0.000
14.27
0.000
0.000
0.000
14.64
0.001
3.474
3.474
J
Filename: VVaterQualityPond-10yr.GML71304.Sc4 Printed 07-16-2004
1

SEDCAD 4 for Winnows
f-,,inhf 1 OCR D-Io I crhi.,ah
1
1
1
1
Combined
Straight Pipe
Broad-
Total
Elevation
(cfs)
crested Weir
Discharge
(cfs)
14.76
0.001
5.294
5.295
15.14
0.001
12.525
12.526
15.58
0.001
23.143
23.144
7
Filename: WaterQualityPond-10yr.GML71304.sc4
Printed 07-16-2004

' SEDCAD 4 for Windows
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1
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Subwatershed Hydrology Detail.
Stru $W$
SWS Area
Time of
Musk K Curve
Peak
Runoff
Conc Musk X UH5
Discharge
Volume
# #
(ac)
(hrs) Number
(hrs)
(cfs)
(ac-ft)
# 1 1
3.250
0.083 0.000 0.000 84.000 TR55
8.43
1.392
3.250
8.43
1.392
Filename: VVaterQualityPond-10yr.GML71304.sc4
Printed 07-16-2004

1
1
SEDCAD 4 for Windows
f ;nn.�•in h/ �O(�R Pamalo 1 Cri....ah
NEW RIVER -WTF
WA TER QUALITY POND
25- YR
FDS
Filename: WaterQualityPond -25Yr .GML71304.sc4 Printed 07-16-2004
I

I
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!`,nniminhf �[1QA Pamela I .Crh�vah
Genera/ Information
Storm Information:
Storm Type: NRCS Type III
Design Storm: 25 yr - 24 hr
Rainfall Depth: 8.000 inches
2
Filename: WaterOualityPond -25Yr .GML71304.sc4
Printed 07-16-2004

SEDCAD 4 for Windows
rnrn,rinn/ 100A 0p 1a I Srh­h
Structure Networking:
Type Stru (flows Stru
Musk. K Musk. X
Description
# into) #
(hrs)
Pond I #1 ==> End
I 0.000 0.000
WATER QUALITY
Filename; WaterQualityPond -25Yr ,GML71304.sc4
3
Printed 07-16-2004

SEDCAD 4 for Windows
rnrnninhl 1009 D-1, I C,h—.h
1
1
1
1
1
1
1
4
Structure Summary:
Immediate
Total
peak
Total
Contributing
Contributing
Discharge
Runoff
Area
Area
Volume
(ac)
(ac)
(cfs)
(ac-ft)
In
9.82
1.65
# 1 3.250
3.250
Out
9.28
1.50
Filename: WaterQualityPond -25Yr .GML71304.sc4 Printed 07-16-2004

SEDCAD 4 for Windows
rn.+ inht icon p-i. I Crhumh
1
1
1
1
Structure #1 Ond�1
WATER QUALITY
Pond Inputs:
Structure Detail;
Initial Pool Elev: 1178
Initial Pool: 0.73 ac-ft
Straight Pipe
Barrel Barrel
Entrance Tailwater
Barrel
Manning's Spillway
Diameter Length
Loss Depth
Slope (%)
n Elev
(in) {ft)
Coefficient (ft)
1.26 32.81 0.501 0.0140 13.61 0.60 0.00
Pond Results:
Broad -crested Weir
Weir Width Spillway'Elev
{ft)
S.00 14.27
Peak Elevation: 14.97
Dewater Time: 0.55 days
Dewatering time is calculated from peak stage to lowest spillway
Elevation -Capacity -Discharge Table
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge Dewater
Time
(cfs) (hrs)
10.14
0.139
0.000
0.000
10.64
0.154
0.073
0.000
10.66
0.155
0.076
0.000
11.14
0.170
0.154
0.000
11.48
0.181
0.214
0.000
11.64
0.186
0.243
0.000
12.14
0.203
0.341
0.000
12.30
0.209
0.374
0.000
12.64
0.221
0.447
0.000 T�
13.00
0.235
0.529
0.000
Filename: WaterQualityPond-25Yr.GML71304.sc4
5
Printed 07-16-2004

1
1
1
1
1
1
1
SEDCAD 4 for Windows
r-"i'M 1 ono D­t. I Cr-F�uh
s
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge
(cfs)
Dewater
Time
(hrs)
13.12
0.239
0.557
0.000
13.14
0.241
0.562
0.000
13.27
0.251
0.594
0.000
13.61
0.278
0.684
0.000
Spillway #1
13.64
0.281
0,692
0.000
13.78
0.292
0.733
0.000
13.94
0,302
0.780
0.000
14.14
0.315
0.842
0.000
14.27
0,323
0.883
0.000
Spillway #2
14.64
0,390
1.015
3.474
12.65
14.76
0,413
1,063
5.295
0.30
14.97
0.422
1.152
9.276
0.25
Peak Stage
15.14
0.438
1,225
12.526
15.58
0.467
1.424
23.144
Detailed Discharge Table
Elevation.
Straight Pipe
(cfs)
Broad -
crested Weir
(cfs)
Combined
Total
Dischar e
g
(cfs)
10.14
0.000
0.000
0.000
10.54
0.000
0.000
0,000
10.66
0.000
0.000
0.000
11.14
0.000
0.000
0.000
11.48
0.000
0,000
0,000
11.64
0.000
0.000
0.000
12.14
0.000
0.000
0.000
12.30
0.000
0.000
0.000
12.64
0,000
0.000
0.000
13.00
0.000
0.000
0.000
13.12
0.000
0.000
0.000
13.14
0.000
0.000
0.000
13.27
0.000
0.000
0.000
13.61
0.000
0.000
0.000
13.64
0.000
0.000
0.000
13.78
0.000
0.000
0.000
13.94
0.000
0.000
0.000
14.14
0.000
0.000
0.000
14.27
0.000
0.000
0.000
14.64
0.001
3.474
3.474
Filename: WaterQualityPond -25Yr .GM!_71304.sc4 Printed 07-16-2004

SEDCAD 4 for Windows
C`nnvrin ht 1AOR D-I, I Crh",.K
11
1
i
7
Combined
Straight Pipe
Broad-
Total
Elevation
(cfs)
cresteeds Weir
Discharge
(cfS)
14.76
0.001
5.294
5.295
15.14
0.001
12.525
12.526
15.58
0.001
23.143
23.144
Filename: WaterQualityPond -25Yr .GML71304,sc4 Printed 07-16-2004

SEDCAD 4 for Windows
Rnn.r;n hf lapp Pamola I Crhuoh
1
1
I
Suhwatershed Hydrology Detail;
S#ru 5W5
SWS Area
Time of Musk K Curve
Peak
Runoff
Conc Musk X UHS
Discharge
Volume
# #
(a{)
(hrs) Number
(hrs)
(cfs)
(ac-ft)
#1 1
3.250
0.083 0.000 0.000 84.000 TR55
9.82
1.651
Y-
3.250
9.82
1.651
Filename: WaierqualityPond -25Yr .GML71304.sc4
Printed 07-16-2004

SEDCAD 4 for Windows
C'.— ... inhf 1GOA P-1. I Crh... ok
1
1
1
NEW RIVER -WTF
1
WATER QUALITY POND
1 100- YR
I
1
Filename: WaterQualityPond - 100yr.GML71304.sc4
Printed 07-16-2004

SEDCAD 4 for Windows
1'.—,rinhf 10014 D-1. I Crh—.h
General Information
Storm Information;
Storm Type: NRCS Type III
Design Storm: 100 yr - 24 hr
Rainfall' Depth'. 10.000 inches
Filename: WaterQualityPond - 100yr.GML71304.sc4
2
Printed 07-16-2004

SEDCAD 4 for Windows
r—,,inhhf 10OR < —�. I Cnh,—h
Structure Networking:
Type
Stru (Flaws Stru
# into) #
Musk. K Musk. X
(hrs)
Description
Pond
#1 ==> End
f 0.000 0.000 I WATER QUALITY
1
Filename: WaterQualityPond - 100yr.GML71304.sc4
1
3
Printed 07-16-2004

SEDCAD 4 for Windows
r,—,,inhl loop P—.o. 1 Srh..rnh
Structure Summary:
Immediate
Total
Peak
Total
Contributing
Contributing
Discharge
Runoff
Area
Area
Volume
(ac)
(ac)
(cf5)
(ac-ft)
In
12.56
2.17
#1 3.250
3.250
Out
12.01
2.02
4
Filename: WaterQ ual4y Pond - 100yr.GML71304.sc4
Printed 07-16-2004

SEDCAD 4 for Windows
!`nn.rrinh� tOOA P�mnl� 1 Crhurnh
Structure #1 (Ponds
WATER QUALITY
Pond Inputs:
Structure Detail.
Initial Pool Elev: 13.78
Initial Pool: 0.73 ac-ft
Straight Pipe
Barrel Barrel
Entrance Tailwater
Barrel
Manning's Spillway
Diameter Length
Loss Depth
Slope (%)
n Elev
(in) (ft)
Coefficient (ft)
1.26 32.81 0.50I
0.0140 13.61I
• 0.60 0.00
Pond Results:
Broad -crested Weir
Weir Width (ft) Spillway Elev
5,00 14.27
Peak Elevation: 15.11
DewaterTime: 0.55 days
Dewatering time is calculated from peak stage to lowest spillway
Elevation -Capacity -Discharge Table
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge Dewater
Time
(cfs) (hrs)
10.14
0.139
0.000
0.000
10.64
0,154
0.073
0.000
10,66
0.155
0.076
0.000
11.14
0.170
0.154
0.000
11.48
0.181
0.214
0.000
11.64
0.186
0.243
0.000
12.14
0.203
0.341
0.000
12.30
0.209
0,374
0.000
12.64
0.221
_ 0,447
0,000 r
13.00
0.235
0.529
0.000
Filename: WaterQualityPond - 100yr.GML71304.sc4
5
Printed 07-16-2004

' SEDCAD 4 for Windows
10ag P---1. 1 Crfiuuh
1
�J
1
Elevation
Area
(ac)
Capacity
(ac-ft)
Discharge
(cfs)
Dewater
Time
(hrs)
13.12
0.239
0.557
0.000
13.14
0.241
0.562
0.000
13.27
0,251
0.594
0.000
13.61
0.278
0,684
0.000
Spillway #1
13.64
0.281
0.692
0.000
13.78
0.292
0.733
0.000
13.94
0.302
0,780
0.000
14.14
0.315
0.842
0.000
'
14.27
0.323
0.883
0.000
Spillway #2
14.64
0.390
1.015
3.474
12.60
14.76
0.413
1.063
5.295
0.35
15.11
0.435
1.213
12.007
0.35
Peals Stage
15.14
0.438
1.225
12.526
15.58
0.,167
1.424
23.144
Detailed Discharge Table
Elevation
'Straight Pipe
(cfs)
Broad-
crested Weir
(cfs)
Combined'
Total
Discharge
(cfs)
10.14
0,000
0.000
0.000
10.64
0.000
0.000
0.000
10.66
0.000
0.000
0,000
11.14
0,000
0.000
0.000
11.48
0.000
0.000
0.000
11.64
0.000
0.000
0.000
12.14
0.000
0.000
OMO
12.30
0.000
0.000
0.000
12.64
0.000
0.000
0.000
13.00
0,000
0.000
0.000
13.12
0.000
0.000
0.000
13.14
0.000
0.000
0.000
13.27
0.000
0.000
0.000
13.61
0.000
0,000
0.000
13.64
0.000
0.000
0.000
13.78
0.000
0.000
0.000
13.94
0.000
0.000
0.000
14.14
0.000
0.000
0.000
14.27
0.000
0.000
0.000
14.64
0.001
3.474
3.474
0
Filename: WaterQualityPond - 100yr.GML71304.sc4 Printed 07-16-2004
1

' SEDCAD 4 for Windows
(:nn.rin hl 1OOR P-Jd I
Combined
Broad-
Straight Pipe
Total
Elevation
(cfs)
crested Weir
(cfs)
Discharge
(cfs)
14.76
0.001
5.294
5.295
15.14
0,001
12.525
12.526
15.58
0`001
23.143
23.144
VA
Filename: WatefQualityPond - 100yr.GML71304.sc4
Printed 07-16-2004

SEDCAD 4 for Windows
rllal Hin hf 1ooA Domnlo � Gh..iah ,
{I
Su6lwatershed Hydrology Detail:
Stru 5WS
5W5 Area
Time of
Musk K Curve
Peak
Runoff
Conc Musk X UHS
Discharge
Volume
# #
(ac)
(hrs) (hrs) Number
(cfs)
(ac-ft)
#1 1
3.250
0.083 0.000 0.000 84.000 TR55
12.56
2.175
Z,
3.250
12.56
2.175
Filename: WaterQualityPond - 100yr.GML71304.sc4
Printed 07-16-2004

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' PROJECT PROJ. NO.
CLIENT DATE
SUBJECT (-o 11 4 DES, BY
M �D . CHK. BY
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HEADQUARTERS 800-743-5557 • www.mckimcreed.com
46
McKEM&CREED

SEDCAD 4.0
Cnn,.rin i�f <°aR ❑� Ja I Crh,apn
Temp. Ditch Liner - 1
Material: Straw wl Net
Trapezoidal Channel
Bottom Left Right
Freeboard Freeboard Freeboard
Width (ft) Sidesiope Sideslope Slope (%) Manning's n
Mult. x
Ratio Ratio
Depth (ft) % of Depth (VxD)
2,00 3.0:1 3.0:1 0.3 0.0250
1.00
w10 Freeboard w/ Freeboard
Design Discharge:
2.90 cfs
Depth:
0.51 ft 1.51 ft
Top Width:
S.07 ft 11,07 ft
Velocity:
1,51 fps
X-Section Area:
1.81 sq ft
Hydraulic Radius:
0.345
Froude Number:
0.47
SEDCAD Utility Run
1
Printed 01-28-2004

SEDCAD 4.0
Permanent Ditch-'- 1
Material: Grass mixture
Trapezoidal Channel
Left Right
Bottom g Retardance
Freeboard
Freeboard Freeboard
Limiting
9
Sideslope Sideslope Slope (%)
Width (ft) Ratio Ratio Classes
Mult. x
Depth (ft) %oF Depth
Velocity
(fps)
(VxD)
2.00 3.0:1 3.0:1 0.3 D, B
1.00
5.0
Stability
Class D w/o
Freeboard
Stability
Class D w/
Freeboard
Capacity.
Class B w/o
Freeboard
Capacity
r0assB w/
Freeboard
Design Discharge:
3.54 cfs
3.54 cfs
Depth:
0,96 ft
1.96 ft
1,80 ft
2,80 ft
Top Width:
7.75 ft
13.75 ft
12.77 ft
18.77 ft
Velocity:
0.76 fps
0.27 fps
X-Section Area:
4.68 so ft
13.26 sq ft
Hydraulic Radius:
0.580
0.993
Froude Number•.
0.17
0.05
Roughness Coefficient:
0.0750
0,3040
SEDCAD Utility Run
Printed 01-28-2004

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HEADQUAPTEas 8OG-743-5557 • www.mckimcreed.com
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MCMM&CREED

SEDCAD 4.0
Temporary Ditch Liner - 2
Material; Straw wl Net
Trapezoidal Channel
Bottom Left Right
Freeboard Freeboard Freeboard
Sideslope Sideslope Slope (%). Manning's n
Width (ft)
Mult.ult, .x
Ratio Ratio
Depth (ft) % of Depth
2.00 3.0:1 3.0:1 0.4 0.0250
1.00
w/o Freeboard w/ Freeboard
Design Discharge:
3.82 cfs
Depth:
0.54 ft 1.54 ft
Top Width:
5.26 ft 11.26 ft
Velocity:
1.94 fps
X-Section Area:
1.97 sq ft
Hydraulic Radius:
0.362
Froude Number:
0.56
SEDCAD Utility Run
1
Printed 01-28-2004

SEDCAD 4.0
('—,Ain # Iona ❑o.. . 1 C,h—.h
Permanent Ditch - 2
Material: Grass mixture
Trapezoidal Channel
I
Left Right
Bottom g Retardance
Freeboard
Freeboard Freeboard
Limitin 9
5ideslope Sideslope Slope (°/0)
Width (ft) Ratio Ratio Classes
Mult. x
Depth (ft) % of Depth
Velocity
(fps)
(VxD)
2.00 3.0:1 3.0:1 0.4 D, B
1.00
5.0
Stability
Class D w/o
Freeboard
Stability
Class D w/
Freeboard
Capacity
Class B-w10
Freeboard
Capacity
Class 8 w/
Freeboard
Design Discharge:
4.67 cfs
4.67 cfs
Depth:
.0.98 ft
1.98 ft
1.77 ft
2.77 ft
Top Width:
7.87 ft
13.87 ft
12.63 ft
18.63 ft
Velocity:
0.97 fps
0,36 fps
x-Section Area:
4.83 sq ft
12.95 sq ft
Hydraulic Radius:
0.590
0.981
Froude Number:
0.22
0.06
Roughness Coefficient:
0,0692
0.2612
SEDCAD Utility Run
Printed 01-28-2004

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BUREAU
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HEADWATER SCALES
1963 REVISED MAY 1964
283

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For outlet crown not submerge , compute HW
' I 600 108 by methods described in Sha design procedura 8
500 g6
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400 B4 '
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72
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CONSTRUCTION PRODUCTS INC.
rVortechnics®
(A CONTECH COMPANY)
MCON PROJECT P-647 WATER
TREATMENT FACILITY
JACKSONVILLE, NORTH CAROLINA
VORTECHS MODEL 4000
STORM WATER TREATMENT SYSTEM PROPOSAL
JEIVED
JUL 7riZ�u�
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CONSTRUCTION PRODUCTS INC.
Division of Water Quality
Wilmington Regional Office
Attn: Linda Lewis
127 Cardinal Drive Extension
Wilmington, NC 28405
4917 Waters Edge Dr.
Suite 271
Raleigh, NC 27606
Phone:[phone]
Fax:[phone]
July 26, 2004
RE: MCON PROJECT P-647 WATER TREATMENT FACILITY
JACKSONVILLE, NORTH CAROLINA
VORTECH STORM WATER TREATMENT SYSTEM PROPOSAL BY
VORTECHNICS (A CONTECH COMPANY)
Dear Linda:
Enclosed, please find our preliminary submittal information for the Vortech Stormwater
Treatment System sized to meet or exceed the 85% TSS removal requirement. We have
proposed a Vortechs Model 4000 in an online configuration to meet these requirements
for the above referenced project.
The on-line system is designed to treat the required treatment flow and has the capacity
to handle the hydraulics of the peak design flow.
I have also enclosed the following for your review:
• General specification — we have sized the unit to meet the minimum 85% removal
requirement
• Preliminary sizing calculations
• Online configuration Details
• Vortech Model 4000 Typical Details
Contech appreciates the opportunity to be involved with this project and looks forward to
your review and comments.
Regar4s�
Steve L. Neschleba
Sales Engineer
Contech Construction Products Inc.

otal Stormwater Solutions"
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Committed to
Clean Water TM
Vortechnics-
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Vortechnics°
Committed to Clean Water'M
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Since 1988, Vortechnics has been working with engineers, contractors, regulators, developers and
conservation organizations to meet water quality challenges and ensure that stormwater runoff is as clean
as possible. Working with Vortechnics products, our customers see quicker permitting, better -
"We moved through the
designs, faster installation, easier maintenance, and happier site owners — and in the end,
cleaner water in streams, ponds, and lakes.
National, state and local regulations are looking closely at stormwater as a significant cause of
non -point source pollution. The U.S. Environmental Protection Agency recently cited
stormwater as the leading source of water quality impairment in watersheds around the country.
Traditional land -based stormwater systems are not practical in areas where land values are high
and can be costly to maintain. Vortechnics solutions better capture pollutants from runoff and
protect waterways from damaging, uncontrolled stormwater flows. We provide site -specific
solutions for all applications and rainfall conditions.
I
For the latest inTotal Stormwater Solutions", go to www.vortechnics.com�
W.:..._..:_............................... ... _...............__...._.._............._......._..__
local site plan review process
quickly by using the Vortechs°
System because we were able
to substantiate its perform-
ance. Permitting for a couple
of recent projects has gone
smoothly as a result."
KERRY ANDERSON, OWNER
KDA DEVELOPMENT CORPORATION
SCARBOROUGH, MAINE
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Vortechs° System
Best stand-alone treatment technology on the market
file pOflUtdfltS targeted by most stormwater regulations are sediment, hydn< —Arocarbr�
debris. While other technologies are useful in removing some of these pollutants, the
Vortechs" System is the best stand-alone solution for addressing all of the target
pollutants. Other technologies have inherent design limitations that can compro-
mise treatment efficiency, diminish flow rate capacity and/or obstruct maintenance
access. For more than 15 years, Vortechs® Systems have proven their versatility and
adaptability on more than 2,500 successful installations in North America.
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For a complete list of Vortechnres installations, go to www vortechnics corn

Vortechs° System
Most comprehensive third party testing in the industry
VOrtechnii has become a leader in the stormwater industry in large part because of the company's 10,
unwavering long-term commitment to research and development. Our state-of-the-art laboratory allows us to
put our products through rigorous full-scale testing. We continually retest and refine our products to ensure
maximum reliability and performance in the field. Results from full-scale laboratory tests are used to precisely
calculate removal efficiencies and fine-tune Vortechs® System sizing criteria.
Vortechnics has diligently pursued opportunities to work with third parties to
conduct field tests of the Vortechs® System. These independent studies have
allowed us to corroborate our lab and field data to ensure that actual perform-
ance of our products matches our claims. Vortechnics has successfully
documented that Vortechs® Systems remove 80% or more of total suspended
solids (TSS) on a net annual basis. Our commitment to product testing means
that our customers can be confident that Vortechnics products will meet
site -specific regulatory requirements.
.. _.__._ .......... ..................................
' To learn more about our ongoing testing programs visit wvvwvortechnics.com
"The TSS removal efficiency for the entire
study period was calculated to be 8801o,
exceeding the manufacturers estimated
removal efficiency."
NEW YORK STATE DEPARTMENT
OF ENVIRONMENTAL CONSERVATION,
DIVISION OF WATER, 2001,
0 3 storms sampled from Feb 00-100).
Additional field test results:
UCONN, DEFT OF CIVIL &
ENVIRONMENTAL ENGINEERING
TIMOTHY EDWARDS MIDDLE SCHOOL, CT
770% NET TSS REMOVAL
(Weekly composite samples for
27-month period — Ian 99- Apr 01)
RTP ENVIRONMENTAL ASSOCIATES
HARDING TOWNSHIP REST AREA, Nl
93% NET TSS REMOVAL
(Five storms sampled from Nov 99-Nov 00)
VORTECHNICS, INC.
DELORME MAPPING CO., YARMOUTH, ME
820/4 NET TSS REMOVAL
(20 storms sampled from May 99-Dec 99)

Vortechs° System
Best access to captured pollutants — easiest to maintain
Like any stormwater best management practice (BMI ), Vortechs" Systems require regular
inspection and maintenance to ensure optimal performance. Vortechnics designed the Vortechs®
System specifically to minimize maintenance requirements and make it as easy and inexpensive as
possible to keep the units working properly.
Maintenance frequency will be driven by site conditions, and the key to effective maintenance is
regular inspection. Quarterly visual inspections are recommended, at which time the accumulation of
solid and liquid contaminants can be determined. On average, Vortechs°° Systems require annual
removal of accumulated pollutants.
Cleanout of the Vortechs® System with a vacuum truck is generally the most effective and convenient
method. Typically, a properly maintained Vortechs® System will only require evacuation of the grit
chamber portion of the system. The static water level in Vortechs® Systems is substantially lower than
"The Vortechs® Systems we have
installed have been very effective
in helping to clean our
stormwater. Using our own
vacuum flusher truck, we have
found that periodic mainte-
nance is required — this has
ensured that over 14 tons of
sediment has been captured
before entering the lake."
most systems (especially those that are vertical in design), therefore the volume of liquid that must be removed
/ 'mcl disposed of is substantially less — which reduces disposal costs. Accumulated pollutants removed from
loortechs® Systems in most cases can be disposed of in conventional landfills.
MATT LABOVITES
DIRECTOR OF SEWER OPERATIONS
DEPARTMENT OF PUBLIC WORKS
WORCESTER, MASSACHUSETTS
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' For maintenance recommendations and a maintenance log go to www.vortechnics.com

Vortechnics-
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SPECIFIER'S WORKSHEET
PROJECT / SPECIFIER INFORMATION
Project Location{,
Name: (City, State):
Specifier Name: Phone: E-mail address: AutoCAD Version:
Fax:
Company: Address:
SITE INFORMATION
Site Plan Enclosed*: Date Submitted: Sediment Removal High Seasonal Groundwater**:
Yes No Efficiency (%): Yes_ No _
If yes, please indicate elevation:
Describe Pollutant Load: sediment, liquid contaminants, spills, etc.:
VORTECHSISYSTEM SPECIFICATIONS
Your Site
Plan
Designation
Vortechs®
Model No.
(if known)
Contributing Drainage Area
Design
Flow Rate
(cfs - L/s)
Design Storm
Recurrence
Interval
Pipe Size and
Material
Inlet/Outlet
Elevations
Area
Runoff
Coefficient
Tc
Invert
Rim
I
HYDRO -BRAKE SPECIFICATIONS — ENCLOSE STRUCTURE DETAIL*
Fluidic-Amp"(Sump req'd)
Fluidic -Cone'" (No sump)
Size Desired Flow Specified
(incl. Outlet Dia.) Rate (cfs/L/s) Head (ft/mm)
Wail Opening Dia. or
Pipe Size and Material
Means of Attachment
Sleeve or Plate?
Wortechnics requests that a copy of the site plan or, if a hydro -brake is requested, the structure detail be mailed/e-mailed to us to facilitate the design process.
*`Note: Anti -floatation collar may be required if high water table is within 3 ft, of finished grade.
Specifier's Signature (confirms information is accurate as of date submitted) :

E-111"M
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Vortechnics®
Corporate Headquarters
Vortechnics, Inc. 0 200 Enterprise Drive V Scarborough, Maine 04074
toll -free 877.907.8676 V phone [phone] V fax [phone]
internet vortechnics.com V email [e-mail]
A��i��\ITCA�J National Representative - Corporate Headquarters
� .40 '_ i; WF03 CONTECH Construction Products, Inc. 1001 Grove Street Middletown, Ohio 45044
CONSTRUCTION PRODUCTS INC.
toll -free 800.338.1122 phone [phone] Internet contech-cpi.com
Vortechnics and CONTECH have more than 150 local sales offices to serve you.
To find a representative in your area, call or visit us today at www.vortechnics.com.

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SECTION 02721
STORMWATER TREATMENT SYSTEM
PART 1.00 GENERAL
1.1 DESCRIPTION
A. Work included:
The Contractor, and/or a manufacturer selected by the Contractor and approved
by the Engineer, shall furnish all labor, materials, equipment and incidentals
required and install all precast concrete stormwater treatment systems and
appurtenances in accordance with the Drawings and these specifications.
1.2 QUALITY CONTROL INSPECTION
A. The quality of materials, the process of manufacture, and the finished sections
shall be subject to inspection by the Engineer. Such inspection may be made at
the place of manufacture, or on the work site after delivery, or at both places, and
the sections shall -be subject to rejection at any time if material conditions fail to
meet any of the specification requirements, even though sample sections may
have been accepted as satisfactory at the place of manufacture. Sections
rejected after delivery to the site shall be marked for identification and shall be
removed from the site at once. All sections which have been damaged beyond
repair during delivery will be rejected and, if already installed, shall be repaired to
the Engineer's acceptance level, if permitted, or removed and replaced, entirely
at the Contractor's expense.
B. All sections shall be inspected for general appearance, dimensions, soundness,
etc. The surface shall be dense, close textured and free of blisters, cracks,
roughness and exposure of reinforcement.
C. Imperfections may be repaired, subject to the acceptance of the Engineer, after
demonstration by the manufacturer that strong and permanent repairs result.
Repairs shall be carefully inspected before final acceptance. Cement mortar
used for repairs shall have a minimum compressive strength of 4,000 psi (28
MPa) at the end of 7 days and 5,000 psi (34 MPa) at the end of 28 days when
tested in 3 inch (76 mm) diameter by 6 inch (152 mm) long cylinders stored in the
standard mar. ier. Epoxy mortar may be utilized for repairs.
SOLE_SPECIFICATION_50_MICRO.DOC SECTION 02721 Page 1

1.3 SUBMITTALS
® A. Shop Drawings
The Contractor shall be provided with dimensional drawings and, when specified,
utilize these drawings as the basis for preparation of shop drawings showing
details for construction, reinforcing, joints and any cast -in -place appurtenances.
Shop drawings shall be annotated to indicate all materials to be used and all
applicable standards 'for materials, required tests of materials and design
assumptions for structural analysis. Shop drawings shall be prepared at a scale
of not less than 3/16-inches per foot (1:75). Six (6) hard copies of said shop
drawings shall be submitted to the Engineer for review and approval.
PART 2.00 PRODUCTS
2.1 MATERIALS AND DESIGN
A. Concrete for precast stormwater treatment systems shall conform to ASTM
C 857 and C 858 and meet the following additional requirements:
1. The wall thickness shall not be less than 6 inches (152 mm) or as shown on
the dimensional drawings. In all cases the wall thickness shall be no less
than the minimum thickness necessary to sustain HS20-44 (MS18) loading
requirements as determined by a Licensed Professional Engineer.
2. Sections shall have tongue and groove or ship -lap joints with a butyl mastic
sealant conforming to ASTM C 990.
3. Cement shall be Type Il Portland cement conforming to ASTM C 150,
4. All sections shall be cured by an approved method. Sections shall not be
shipped until the concrete has attained a compressive strength of 4,000 psi
(28 MPa) or until 5 days after fabrication and/or repair, whichever is the
longer.
5. Pipe openings shall be sized to accept pipes of the specified size(s) and
material(s), and shall be. sealed by the Contractor with a hydraulic cement
conforming to ASTM C 595M
B. Internal aluminum plate components shall be '/<" (6 mm) thick aluminum alloy
5052-H32 in accordance with ASTM B 209.
C. Internal aluminum angle components shall be '/" (6 mm) thick aluminum alloy
6063 in accordance with ASTM B 221.
D. Brick or masonry used to build the manhole frame to grade shall conform to
ASTM C 32 or ASTM C 139 and shall be installed in conformance with all local
requirements.
E. Casting for manhole frames and covers shall be in accordance with ASTM A48,
CL.3013 and AASHTO M105. The manhole frame and cover shall be equivalent
' to Campbell Foundry Pattern #1009A custom cast with the VortechniCST" logo
and the words "VortechsT"" Stormwater Treatment System".
SOLE_SPECIFICATION_50_MICRO.DOC SECTION 02721 Page 2

F. A bitumen sealant in conformance with ASTM C 990 shall be utilized in affixing
isthe aluminum swirl chamber to the concrete vault.
2.2 PERFORMANCE
Each stormwater treatment system shall adhere to the following performance
specifications at the design treatment capacities, as listed below:
Table 2.02
=IR � 1/ortechs
R5{�R;RDeslgn�
3�'1-W
x Sedrment
"L. ""
��iModel -
.tdC
F �;,l U Treatment`s �
'M' .F
Eq R°,Storages R
.r
���iN t � sR '�
RI �Capacrtj
a �s(Ya )°�(mg) �
1000
0 -1.6 (0 - 0.91)�
0.7 (0.54)
2000
1.6 - 2.8 (0.91-1.22)
1.2 (0.91)
3000
2.8 - 4.5 (1.22A.52)
1.8 (1.38)
4000
4.5 - 6.0 (1.52-1.83)
2.4 (1.84)
5000
6.0 - 8.5 (1.83-2.13)
3.2 (2.45)
7000
8.5 -11.0 (2.13-2.44)
4.0 (3.06)
9000
11.0 -14.0 (2.44-2.74)
4.8 (3.67)
11000
14.0 -17.5 (2.74-3.05)
5.6 (4.28)
16000
17.5 - 25.0 (3.05-3.66)
7.1 (5.43)
QEach stormwater treatment system shall include a circular aluminum "swirl chamber" (or
"grit chamber') with a tangential inlet to induce a swirling flow pattern that will
accumulate and store settleable solids in a manner and a location that will prevent re -
suspension of previously captured particulates. Each swirl chamber diameter shall not
be less than the diameter listed in Table 2.02 r (neglecting chamber wall thickness).
Each stormwater treatment system shall be of a hydraulic design that . includes flow
controls designed and certified by a professional engineer using accepted principles of
fluid mechanics that raise the water surface inside the tank to a pre -determined level in
order to prevent the re -entrainment of trapped floating contaminants.
Each stormwater treatment system shall be capable of removing 85% of the net annual
Total Suspended Solids (TSS) load based on a 50-micron particle size. Annual TSS
removal efficiency models shall be based on documented removal efficiency
performance from full scale laboratory tests. Annual TSS removal efficiency models
shall only be considered valid if they are corroborated by independent third party field
testing. Said field testing shall include influent and effluent composite samples from a
minimum of ten stornis at one location. Individual stormwater treatment systems shall
have the Design Treatment Capacity listed in Table 2.02, and shall not re -suspend
trapped sediments or re -entrain floating contaminants at flow rates up to and including
the specified Design Treatment Capacity.
Individual stormwater treatment systems shall have usable sediment storage capacity of
not less than the corresponding volume listed in Table 2.02. The systems shall be
designed such that the pump -out volume is less than Y2 of the total system volume. The
systems shall be designed to not allow surcharge of the upstream piping network during
dry weather conditions.
SOLE_SPECIFICATION_50_MICRO.DOC SECTION 02721 Page 3

A water -lock feature shall be incorporated into the design of the stormwater treatment
system to prevent the introduction of trapped oil and floatable contaminants to the
downstream piping during routine maintenance and to ensure that no oil escapes the
system during the ensuing rain event. Direct access shall be provided to the sediment
and floatable contaminant storage chambers to facilitate maintenance. There shall be
no appurtenances or restrictions within these chambers.
Stormwater treatment systems shall be completely housed within one rectangular
structure.
2.3 MANUFACTURER
Each stormwater treatment system shall be of a type that has been installed and used
successfully for a minimum of 5 years. The manufacturer of said system shall have
been regularly engaged in the engineering design and production of systems for the
physical treatment of stormwater runoff during the aforementioned period.
Each stormwater treatment system shall be a VortechsTm System as manufactured by
Vortechnics, Inc., 41 Evergreen Drive, Portland, Maine 04103, phone: [phone],
fax: [phone]; and as protected under U.S. Patent #5,759,415.
PART 3.00 EXECUTION
A3.1 INSTALLATION
A. Each Stormwater Treatment System shall be constructed according to the sizes
shown on the Drawings and as specified herein. Install at elevations and
locations shown on the Drawings or as otherwise directed by the Engineer.
B. Place the precast base unit on a granular subbase of minimum thickness of six
inches (152 mm) after compaction or of greater thickness and compaction if
specified elsewhere. The granular subbase shall be checked for level prior to
setting and the precast base section of the trap shall be checked for level at all
four corners after it is set. If the slope from any corner to any other corner
exceeds 0.5% the base section shall be removed and the granular subbase
material re -leveled.
C. Prior to setting subsequent sections place bitumen sealant in conformance with
ASTM C 990-91 along the construction joint in the section that is already in
place.
D. After setting t` B base and wall or riser sections, install the circular swirl chamber
wall by bolting the swirl chamber to the side walls at the three (3) tangent points
and at the 3-inch (76 mm) wide inlet tab using HILTI brand concrete anchors or
equivalent 1/2-inch (13 mm) diameter by 2-3/4-inch (70 mm) minimum length at
heights of approximately 3-inches (76 mm) off the floor and at the mid -height of
the completed trap (at locations of pre -drilled holes in aluminum components).
Seal the bottom edge of the swirl chamber to the trap floor with the supplied
aluminum angle flange. Adhere '/-inch (6 mm) thick by 1-inch (25 mm) wide
neoprene sponge material to the flange with half of it's width on the horizontal leg
of the flange and half of it's width on the vertical leg. The aluminum angle flange
SOLE SPECIFICATION_50_MICRO.00C SECTION 02721 Page 4

shall be affixed to the floor with a minimum 3/8-inch (10 mm) diameter by 2-3/4-
inch (70 mm) drop in wedge anchor at the location of the predrilled holes. Affix
® the swirl chamber to the flange with hex head '/-inch (6 .mm) x 1-1/2-inch (38
mm) zinc coated self- tapping screws at the location of the predrilled holes. Seal
the vault sidewalls to the outside of the swirl chamber from the floor to the same
height as the inlet pipe invert using butyl mastic or approved equal.
E. Prior to setting the precast roof section, bitumen sealant equal to ASTM C 990
shall be placed along the top of the baffle wall, using more than one.layer of
mastic if necessary, to a thickness at least 1-inch (25 mm) greater than the
nominal gap between the top of the baffle and the roof section. The nominal gap
shall be determined either by field measurement or the shop drawings. After
placement of the roof section has compressed the butyl mastic sealant in the
gap, finish sealing the gap with an approved non -shrink grout on both sides of
the gap using the butyl mastic as a backing material to which to apply the grout.
Also apply non -shrink grout to the joints at the side edges of the baffle wall.
F. After setting the precast roof section of the stormwater treatment system, set
precast concrete manhole riser sections, to the height required to bring the cast
iron manhole covers to grade, so that the sections are vertical and in true
alignment with a'/< -inch (6 mm) maximum tolerance allowed. Backfill in a careful
manner, bringing the fill up in 6-inch (152 mm) lifts on all sides. if leaks appear,
clean the inside joints and caulk with lead wool to the satisfaction of the
Engineer. Precast sections shall be set in a manner that will result in a watertight
joint. In all instances, installation of Stormwater Treatment Systems shall
conform to ASTM specification C 891 "Standard Practice for Installation of
Underground Precast Utility Structures".
AG. Holes made in the concrete sections for handling or other purposes shall be
plugged with a nonshrink grout or by using grout in combination with concrete
plugs.
H. Where holes must be cut in the precast sections to accommodate pipes, do all
cutting before setting the sections in place to prevent any subsequent jarring
which may loosen the mortar joints. The Contractor shall make all pipe
connections.
SOLE -SPECIFICATION 50-MlCRO.DOC SECTION 02721 Page 5

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Vortechnics-
Total Stormwater Solutions'
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Vortechs® Stormwater Treatment System
TECHNICAL
DESIGN MANUAL
INCLUDING:
'DESIGN & OPERATION
• MAINTENANCE
• LABORATORY & FIELD TESTING DATA

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Vortechs` Stormwater Treatment System
DESIGN AND OPERATION
Basic Operation
The Vortechs® Stormwater Treatment System is a hydrodynamic separator designed to enhance
gravitational separation of floating and settling materials from stormwater flows. Stormwater flows
enter the unit tangentially to the grit chamber, which promotes a gentle swirling motion. As polluted
water circles within the grit chamber, pollutants migrate toward the center of the unit where
velocities are the lowest. The majority of settlable solids are left behind as stormwater exits the
grit chamber through two apertures on the perimeter of the chamber. Next, buoyant debris and oil
and grease are separated from water flowing under the baffle wall due to their. relatively low specific
gravity, As stormwater exits the System through the flow control wall and ultimately through the
outlet pipe, it is relatively free of floating and settling pollutants.
Over time a conical pile tends to accumulate in the center of the unit containing sediment and
associated metals, nutrients, hydrocarbons and other pollutants. Floating debris and oil and grease
form a floating layer trapped in front of the baffle wall. Accumulation of these pollutants can easily
be assessed through access manholes over each chamber. Maintenance is typically performed
through the manhole over the grit chamber.
Design Process
Each Vortechs® System is custom designed based on:
• Site size
• Site runoff coefficient
• Regional precipitation intensity distribution
• Anticipated pollutant characteristics
These factors are incorporated into the Rational Rainfall
to estimate net annual pollutant removal efficiency.
Method T", developed by Vortechnics, Inc.
The Rational Rainfall Method TM
Differences in local climate, topography and scale make every site hydraulically unique. It is
important to take these factors into consideration when estimating the long-term performance of
any stormwater treatment system. To estimate efficiencies as accurately as possible, Vortechnics
has developed the Rational Rainfall MethodT" which combines site -specific information with
laboratory generated performance data (Technical Bulletin No. 1), and local historical precipitation
records.
Short duration rain gauge records from across the United States and Canada were analyzed by
Vortechnics to determine the percent of the total annual rainfall that fell at a range of intensities.
US stations' depths were totaled every 15 minutes or hourly and recorded in 0.01-inch increments.
Depths were recorded hourly with 1 mm resolution at Canadian stations. One trend was consistent
at all sites; the vast majority of precipitation fell at low intensities and high Intensity storms
contributed relatively little to the total annual depth.
These intensities, along with the total drainage area and runoff coefficient for each specific site, are
translated into flow rates using the Rational Method. Since most sites are relatively small and highly
impervious, the rational method is appropriate. Based on the flow rates calculated for each intensity,
an operating rate within a proposed Vortechs® System is determined. Finally, a removal efficiency is
selected for each operating rate based on anticipated pollutant characteristics and on full scale
laboratory tests. The relative removal efficiency at each operating rate is added to produce a net
annual pollutant removal efficiency estimate.

VortechsO Stormwater Treatment System
Vortechnics typically selects the System that will provide an 80% annual TSS load reduction based
on laboratory generated performance curves for 50-micron sediment particles, however the Rational
Rainfall Method TO can accommodate other removal efficiency or particle size targets. It can also be
used to estimate annual hydrocarbon load reductions.
Once a System size is established, the internal elements of the System will be designed based on
information provided by the site engineer. Flow control sizes and shapes, sump depth, spill storage
capacity, sediment storage volume and inlet and outlet orientation are determined for each System.
In addition, bypass weir calculations are made for off-line Systems.
Flow Control Calculations
The Office
The lower flow control or "orifice" is typically sized to submerge the inlet pipe when the VortechsO
System is operating at 20% of its' treatment capacity. The orifice is typically a Cippoletti shaped
aperture defined by its flat crest and sides which incline outwardly at a slope of 1 horizontal to 4
vertical.
Flow through orifice = Qf = Cd * A * (2gh)0s
Where Cd = Orifice contraction coefficient = 0.56 (based on Vortechnics laboratory testing)
A = Orifice flow area, ftZ (calculated by Vortechnics technical staff)
h = Design head, ft (equal to the inlet pipe diameter)
The minimum orifice crest length Is 3-inches and the minimum orifice height is 4-inches. If flow must
be restricted beyond what can be provided by this size aperture, a Fluidic-Amp7" hydro -brake flow
control will be used. The hydro -brake allows the minimum flow constriction to remain at 3 inches or
® greater while further reducing flow due to its unique throttling action.
The Weir
The high flow control or "weir" is -sized to pass the peak System capacity minus the peak orifice flow
when the water surface elevation is at the top of the weir. This flow control is also a Cippoletti
type weir.
The weir flow control is sized by solving for the crest length and head in the following equation:
Flow through weir = Qwelr = Cd * L * (h)'-s
Where Cd = Cippoletti Weir coefficient = 3.37 (based on Vortechnics laboratory testing)
h = Available head, ft (height of weir)
L = Design weir crest length, ft (calculated by Vortechnics technical staff)
Bypass Calculations
In some cases, pollutant removal goals can be met without treating peak flow rates and it is most
feasible to use a smaller Vortechs® System configured with an external bypass. In such cases, a
bypass design is recommended by Vortechnics for each off-line System. To calculate the bypass
capacity, first subtract the System's treatment capacity from the peak conveyance capacity of the
collection system (minimum of 10 year recurrence interval). The result is the flow rate that must be
bypassed to avoid surcharging the Vortechs® System. Then use the following arrangement of the
Francis formula to calculate the depth of flow over the bypass weir.
Flow over bypass weir = H = (Qbraa� /(Cd * Q)213
Where Cd = Discharge Coefficient = 3.3 for rectangular weir
H = Depth of flow over bypass weir crest, ft
® L = Length of bypass weir crest, ft

Vortechs"I Stormwater Treatment System
4 The bypass weir crest elevation is then calculated to be the elevation at the top of the Cippoletti
weir minus the depth of flow.
Hydraulic Capacitx
In the event that the peak design flow from the site is exceeded, it is important that the Vortechs®
System is not a constriction to runoff leaving the site. Therefore, each System is designed with
enough hydraulic capacity to pass the 100-year flow rate. It is important to note that at operating
rates above 100 gpm/ft2 of the grit chamber area (peak treatment capacity), captured pollutants
may be lost.
When the System is operating at peak hydraulic capacity, water will be flowing through the gap
over the top of the flow control wall as well as the orifice and the weir.
MAINTENANCE
The Vortechs® System should be inspected at regular intervals and maintained when necessary to
ensure optimum performance., The rate at which the System collects pollutants will depend more
heavily on site activities than the size of the unit, e.g., unstable soils or heavy winter sanding will
cause the grit chamber to fill more quickly but regular sweeping will slow accumulation.
Inspection
Inspection is the key to effective maintenance and is easily performed. Vortechnics recommends
® ongoing quarterly inspections of the accumulated sediment. pollutant deposition and transport may
vary from year to year and quarterly inspections will help insure that Systems are cleaned out at the
appropriate time. Inspections should be performed more often in the winter months in climates where
sanding operations may lead to rapid accumulations, or in equipment washdown areas. It is very
useful to keep a record of each inspection. A simple form for doing so is provided.
The Vortechs® System should be cleaned when inspection reveals that the sediment depth has
accumulated to within six inches of the dry -weather water surface elevation. This determination
can be made by taking 2 measurements with a stadia rod or similar measuring device; one
measurement from the manhole opening to the top of the sediment pile and the other from the
manhole opening to the water surface. The System should be cleaned out if the difference between
the two measurements is six inches or less. Note: to avoid underestimating the volume of sediment
in the chamber, the measuring device must be lowered to the top of the sediment pile carefully.
Finer, silty particles at the top of the pile typically offer less resistance to the end of the rod than
larger particles toward the bottom of the pile.
Cleaning
Maintaining the Vortechs® System is easiest when there is no flow entering the System. For this
reason, it is a good idea to schedule the cleanout during dry weather. Cleanout of the Vortechs®
System with a vacuum truck is generally the most effective and convenient method of excavating
pollutants from the System. If such a truck is not available, a %lamshell" grab may be used, but it
Is difficult to remove all accumulated pollutants with such devices.
In Vortechs® installations where the risk of large petroleum spills is small, liquid contaminants may
not accumulate as quickly as sediment. However, an oil or gasoline spill should be cleaned out
immediately. Motor oil and other hydrocarbons that accumulate on a more routine basis should be
• removed when an appreciable layer has been captured. To remove these pollutants, it may be
preferable to use adsorbent pads since they are usually cheaper to dispose of than the oil water

Vortechs* Stormwater Treatment System
YYYIII r•Y - II��®M14YYY - ----- IIIYI.y
emulsion that may be created by vacuuming the oily layer. Trash can be netted out if you wish to
separate it from the other pollutants.
Accumulated sediment is typically evacuated through the manhole over the grit chamber. Simply
remove the cover and insert the vacuum hose into the grit chamber. As water is evacuated, the
water level outside of the grit chamber will drop to the same level as the crest of the lower aperture
of the grit chamber, It will not drop below this level due to the fact that the bottom and sides of
the grit chamber are sealed to the tank floor and walls. This "Water Lock" feature prevents water
from migrating into the grit chamber, exposing the bottom of the baffle wall. Floating pollutants will
decant into the grit chamber as the water level there is drawn down. This allows most floating
material to be withdrawn from the same access point above the grit chamber.
If maintenance is not performed as recommended, sediment may accumulate outside the grit
chamber. If this is the case, it may be necessary to pump out all chambers. It is a good idea to
check for accumulation in all chambers during each maintenance event to prevent sediment build up
there.
Manhole covers should be securely seated following cleaning activities, to ensure that surface runoff
does not leak into the unit from above.
0

Vortechs" Stormwater Treatment System
is INSPECTION & MAINTENANCE LOG
•
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1. The water depth to sediment is determined by taking two measurements with a stadia rod: one measurement
from the manhole opening to the top of the sediment pile and the other from the manhole opening to the water
surface. When the difference between the two measurements is six inches or less, the System should be cleaned
out.
2. For optimum performance, the System should be cleaned out when the floating hydrocarbon layer accumulates to
an appreciable thickness. In the event of a spill, the System should be cleaned immediately.

Vortechs`^ Stormwa'ter Treatment System
I I�I�IYM�®I I IIIIIIItl Y�P11111 O��Yy�l ■ -
4 INSPECTION & MAINTENANCE LOG
• �',
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i. The water depth to sediment is determined by taking two measurements with a stadia rod: one measurement
from the manhole opening to the top of the sediment pile and the other from the manhole opening to the water
surface. When the difference between the two measurements is six Inches or less, the System should be cleaned
out.
Z. For optimum performance, the System should be cleaned out when the floating hydrocarbon layer accumulates to
an appreciable thickness. In the event of a spill, the System should be cleaned immediately.

Vortechs l Stormwater Treatment System
0 LABORATORY AND FIELD TESTING
•
Introduction
Vortechnics is an established leader in the stormwater treatment industry, marketing the Vortechs®
Stormwater Treatment System as a technology capable of removing a high percentage of floating
and settling pollutants from stormwater Flows. Extensive testing in both the laboratory and in the
field has produced a comprehensive set of data describing the relationship between flow rate,
particle size, and removal efficiency.
Sections 1 and 2 contain the results of laboratory and field-testing. Section 1 shows the results of
full-scale testing with a Vortechs® Model 2000 at Vortechnics' laboratory in Portland, Maine.
Section 2 includes long term monitoring results from several Vortechse Systems installed on typical
projects.
Laboratory Testing - Vortechs® Stormwater Treatmerit System erfor anc
: Vortechs® System Removal Efficiencies
for Selected Particle Gradations
100.00%'
0
90.00%
80.00%
70.00%
u
60.00%
w
50.00%
+i
40.00%
o
, 30.00%
E
20.00%
Ce
10.00%
0.00%
0
20 40 60 80 100
Operating Rate (gpm/sf)
A, Typical Gradation um
' See Table 1
These performance curves are based on laboratory tests using a full scale Vortechs® System Model
2000. The testing protocol used is described on the following pages. The 150-micron curve
demonstrates the results of tests using particles that passed through a 100-mesh sieve and were
retained on a 150-mesh sieve. The 50-micron curve is based on tests of particles passing through a
200-mesh sieve and retained on a 400-mesh sieve. A slurry representing an average stormwater
sediment gradation, with the particle size gradation shown In Table 1, was also tested in our
laboratory.
As the graph clearly shows, Vortechs® Systems maintain positive total suspended solids (TSS)
removal efficiencies over the full range of operating rates, allowing the System to effectively treat
all runoff from large infrequent design storms as well as runoff from the more frequent low Intensity
storms. Precast VortechsO Systems are designed to treat peak flows from 1.6 cfs up to 25 cfs
without bypassing. Peak flows that exceed rated treatment capacities can be conveyed around the
System with an external bypass. Internal bypasses can be configured to direct low flows from the

Vortechs`" Stormwater Treatment System
gYYI ICI• Ytl�PPIIII111111Y II I✓I' ---
® last chamber of the Vortechs® System to polishing treatment when more stringent water quality
standards are imposed. In all configurations, high removal efficiencies are achieved during the lower
intensity storms, which constitute the majority of annual rainfall volume.
0
Laboratory Duality Control Brief
The following protocol summarizes standard operating procedures for Total Suspended Solids (TSS)
testing in the Vortechnics Laboratory. These guidelines were followed in the creation of the
preceding performance curves.
Sediment Source
Sediment samples are sorted according to ASTM Special Technical Publication 477 B, which
establishes sieve analysis procedures. U.S. Standard Sieves in a Gilson SS-15 sieve shaker are used
to separate particles to the various fractions required for our tests. To ensure uniformity of those
fractions, an unsorted sample is sieved until less than 1% of that sample passes through the sieve in
one minute. All sediment recovered after a test is dried and resieved before reuse. Unless
otherwise specified, mineral sediments with a density of 2.65 g/crr? are used.
The following table describes the particle size distribution of samples tested by Vortechnics to
represent TSS Loading in typical urban runoff.
Table 1 .
Particle Size
Distribution
Percentage of
Sample Make-up
< 63 µm
42%
63 - 75 }Lm
4%
75 - 100 µm
9%
100 - 150 µm
7%
150 - 250 µm
11%
> 250 µm
27%
Flow Calibration_ and Regulation
Flow calibration Is accomplished by calculating the head at the baffle wall required to produce a
given flow rate through the orifice and the weir in the flow control wall. Flow Is regulated by a 12-
inch butterfly valve located upstream of the Vortechs® System. In order to simulate field
conditions, flow rates are changed gradually to avoid flow surges through the System. The test flow
rate Is set by observing the head in the Vortechs® System and adjusting the regulating valve
accordingly. Before any samples are collected, the valve must remain fixed for a period equal to half
of the detention time so that flow equalizes throughout the System. Each test group is planned so
that flow rates increase incrementally in consecutive tests.
Sediment Metering
All sediment is injected into the inlet pipe via a 1/4-inch flexible hose using a Watson Marlow 5058
peristaltic metering pump. For TSS tests, a known gradation of sediment and water are combined in
approximately a 1/2 pound/gallon ratio in a holding tank and homogenized by a mixing propeller
powered by a 1/3 horsepower motor. The mixer is activated at least 5 minutes before testing
commences and runs continuously throughout the test. The metering pump is activated for a period
• of time equal to at least half of the detention time of the Vortechs® System at the test flow rate,

Vortechs"I Stormwater Treatment Svstem
® before the first influent sample is taken. The pump must run continuously until the last effluent
sample is taken.
Sample Collection
All influent samples are taken from a 6-inch gate valve located upstream of the Vortechs® System.
A collection bin housing a 500 mL sample container is positioned beneath the valve. Five seconds
before each sample is taken the valve is quickly opened and closed to eliminate any interference
from particles that have settled in the low velocity region of the gate. This eliminates artificially
high Influent readings. The time that the influent sample was taken is recorded and the
corresponding effluent sample is collected after a period of time equal to the detention time.
Effluent grab samples are collected at the discharge pipe, by sweeping the mouth of a 500 mL bottle'
through the exiting flow stream. Samples are annotated and refrigerated until they can be
analyzed.
Sample Analysis
TSS samples are analyzed in the Vortechnics laboratory, following EPA method 160.2, a method for
the measurement of total non -filterable solids. Volume measurements are accurate to 0.6 mL using
a 500 mL graduated cylinder and an Acculab V-1 analytical balance with a readability of 0.001 g is
used to measure mass.
Field Testing - Vortechs® System Field Monitoring Summary
Vortechnics has become a leader in the stormwater industry in large part because of the company's
unwavering long-term commitment to research and development. In addition to performing their
own field tests, Vortechnics has diligently pursued opportunities to work with third party
O organizations to test their products. In fact, the Vortechs® System has been subjected to the most
comprehensive third party testing in the industry. These independent studies have allowed
Vortechnics to corroborate their lab and field data to ensure that actual performance of the
Vortechs® System matches their claims.
Following are brief summaries of the field tests completed to date. Please contact
Vortechnics for the full reports. In addition, all reports are available for download on
Vortechnics website at www.vortechnics.com.
DeLorme Maonina Company - Yarmouth. ME
Vortechnics, Inc.
Prior to this premier field test of the Vortechs® System, Vortechnics developed an extensive body of
laboratory data to document total suspended solids (TSS) removal efficiency. Vortechnics
performed this field study in order to compare the performance predicted using laboratory data to
the performance of a correctly sized System in the field.
The study site was the headquarters of DeLorme Mapping in Yarmouth, Maine. The building,
driveway, parking lot and ancillary facilities were constructed in 1996. A Vortechs® Model 11000
was installed to treat runoff from the 300-space, 4-acre parking lot.
Period
May 1999 to Dec. 1999
-Testing
# of Storms Sampled
20
Mean Influent Concentration
328 m /L
Mean Effluent Concentration
60 m /L
Removal Efficiency
82%

Vortechs" Stormwater Treatment System
® The main purpose of the DeLorme study was to verify that the sizing methodology developed from
our full-scale laboratory testing was valid and an accurate means of predicting field performance.
The results of the study confirmed our sizing methodology.
Village Marine Drainage- Lake George. NY
New York State Department of Environmental Conservation, Division of Water
The New York State DEC used funds obtained in a Section 319 grant to initiate a study of the
effectiveness of the VortechsO System to remove sediment and other pollutants transported by
stormwater to Lake George, Lake George Village, New York. "Since the 1970s, when there was a
rapid increase in the rate and concentration of development along the southwestern shores of Lake
George, we have been concerned about the impact of stormwater discharges into the lake," said
Tracy West, co-author of the study.
Testing Period
Feb. 2000 to Dec. 2000
# of Storms Sampled
13
Mean Influent Concentration
801 m /L
Mean Effluent Concentration
105 m /L
Removal Efficiency
88%
The study concluded that the Village and Town of Lake George should consider installing additional
Vortechs® Systems in areas where sedimentation and erosion have been identified as non -point
source pollution problems.
Harding Township Rest Area -_Harding TownshiR, NJ
RTP Environmental Associates
® This third party evaluation was performed under a U.S. Environmental Protection Agency grant,
administered by the New Jersey Department of Environmental Protection. A. Roger Greenway,
principal of RTP Environmental Associates, Inc., conducted the study in conjunction with Thonet
Associates, which assisted with data analysis and helped develop best management practices (BMP)
recommendations.
The Vortechs® Model 4000 was sized to handle a 100-year storm from .the three -acre paved parking
area at the Harding Rest Stop, located off the northbound lane of I-287 in Harding Township, New
Jersey.
Testing Period
May 1999 to Nov. 2000
# of Storms Sampled
5
Mean Influent Concentration
(TSS)
493 m /L
Mean Effluent Concentration
(TSS)
35 m L
Removal Efficiency TS5
93%
Mean Influent Concentration
PH
16 m /L
Mean Effluent Concentration
(TPH)
5 m /L
Removal Efficien TPH
67%
The study concluded that truck rest stops and similar parking areas would benefit from installing
stormwater treatment systems to mitigate the water quality impacts associated with stormwater
runoff from these sites.
9

Vortechs`9 Stormwater Treatment 5 stem
• Timothy Edwards Middle School - South Windsor, CT
UCONN Department of Civil & Environmental Engineering
Susan Mary Board published this most recent study of the VortechsO System as a thesis as part of
the requirements for a Master of Science degree from the University of Connecticut. Her objective
was to determine how well the Vortechs'3 System retained pollutants from parking lot runoff,
including total suspended solids (TS5), nutrients, metals, and petroleum hydrocarbons.
A Vortechs® Model 5000 was installed in 1998 to treat runoff from the 82-space parking lot of
Timothy Edwards Middle School. The entire watershed was approximately 2 acres, and was 80%
impervious.
Testing Period
July 2000 to April 2001
# of Storms Sampled
weekly composite samples taken
Mean Influent Concentration
324 m /L
Mean Effluent Concentration
73 m /L
Removal Efficiency
77%
Additionally, the Vortechs® System was particularly effective in removing zinc (85%), lead (46%),
copper (56%), phosphorus (67%) and nitrate (54%).
The study concluded that the Vortechs® Stormwater Treatment System significantly reduced
effluent concentrations of many pollutants in Stormwater runoff.
e

Vortechs "' Stormwater Treatment Systems
® VORTECHS SYSTEM NET ANNUAL TSS REMOVAL EFFICIENCY
Voftedi iim@ MCON PROJECT P-647 WATER TREATMENT FACILITY
JACKSONVILLE, NC °
Model4000 Pr 'I iaT
System On -Line Option
•
0
Design Ratio' W
(1.2 acres) x (0.6) x (449 gpm/cfs)
(28.3 sf)
Rainfall Intensity
'7hr
Operating Rate2
gpmlsf
% Total Rainfall
Volume3
Rmyl; Effcy4
%
Rel.Effcv
0.02
0.2
4.4%
98.0%
4.3%
0.04
0.5
4.8%
98.0%
4.7%
0.06
0.7
5.2%
98.0%
5.1 %
0.08
0.9
4.6%
98.0%
4.5%
0.10
1.2
4.0%
98.0%
4.0%
0.12
1.4
3.5%
98.0%
3.4%
0.14
1.7
3.7%
98.0%
3.6%
0.16
1.9
3.5%
98.0%
3.4%
0.18
2.1
3.2%
98.0%
3.1 %
0.20
2.4
3.2%
98.0%
3.1 %
0.25
3.0
6.2%
98.0%
6.0%
0.45
5.3
18.4%
98.0%
18.1 %
0.65
7.7
10.7%
97.6%
10.5%
0.85
10.0
6.8%
96.0%
6.5%
1.00
11.8
6.1 %
95.3%
5.8%
1.25
14.8
3.3%
92.8%
3.1 %
1.50
17.7
3.8%
89.9%
3.5%
1.75
20.7
1.7%
87.3%
1.5%
2.00
23.6
1.0%
85.7%
0.8%
2.25
26.6
0.8%
84.3%
0.6%
2.50
29.5
0.8%
82.6%
0.7%
% rain falling at >2.5"1hr =
Assumed Removal Efficiency of remaining % =
Removal Efficiency Adjustments =
Net Annual TSS Removal Efficiency =
96.3%
0.3%
0.0%
6.5%
90%
1 - Design Ratio = (Total Drainage Area) x (Runoff Coefficient) x (cfs to gpm conversion) / Grit Chamber Area
- The Total Drainage Area and Runoff Coefficient is specified by the site engineer.
- The conversion factor from cfs to gpm is 449.
2 - Operating Rate (gpmisf) = intensity ("1hr) x Design Ratio
3 - Based on 10 years of rainfall data from NCDC station 9457, Wilmington WSO Airport, New Hanover County, NC
4 - Based on Vortechnics laboratory verified removal of typical micron particles (see Technical Bulletin #1).
5- Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes.
Calculated by: JAK
7122/2004
IlChecked b :

•
�11
Vortechs r" Stormwater Treatment Systems
FLOW CALCULATIONS
Vortechnics� MCON PROJECT P-647 WATER TREATMENT FACILITY
JACKSONVILLE, NC V=
O 0�
Model4000
Svstem On -Line Oation
Orifice
Cd = 0.56
A (sf = 0.19
Crest Elevation ft W 10.75
Weir
Cd = 3.37
Weir Crest Length (ft) = 0.58
Crest Elevation ft = 12.75
Head ft
Elevation ft
Orifice Flow cfs
Weir Flow cfs
Total Flow cfs
0.00
10.75
0.00
0.00
0.00
0.25
11.00
0.21
0.00
0.21
0.50
11.25
0.50
0.00
0.50
0.75
11.50
0.66
0.00
0.66
1.00
11.75
0.79
0.00
0.79
1.25
12.00
0.90
0.00
0.90
1.50
12.25
1.00
0.00
1.00 ,
1.75
12.50
1.09
0.00
1.09
2.00
12.75
1.17
0.00
1.17
2.25
13.00
1.25
0.25
1.50
2.50
13.25
1.32
0.70
2.02
2.75
.13.50
1.39
1.28
2.67
3.00
13.75
1.45
1.96
3.42
3.25
14.00
1.52
2.74
4.26
3.50
14.25
1 1.58
3.60
5.18
3.67
14.42
1 1.62
4.22
5.83
1.71
14.33 j
1.13
3.88
5.01
Vortechs' System
Stage Discharge Curve
15.0
14.5
14.0
13.5
13.0
° 12.5 -
m
12.0
11.5
11.0
10.5
l00
-......
.......
........
........
----.........
. weir
rest
........
.......
--------
--------
........
.... Orifice
Crest
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0

V)
Pei
M
w,�
w
Wv)r
in 4 w
J
C� z

I_
NOTE:
Vortachs Systems installed in a
bypass configuration require an
upstream diversion structure that
shall be detailed by the Consulting
Engineer with elevation and weir
width data provided by Vortachnics.
INLET may vary,
See notes $ dr 9
A 97
Concrete reinforced
for HS20-44 loading
Ir
7'-0"
or
To Invert
1 3'-0.
12'-0'
Sealant
Aluminum angle flange 6' Concrete
/ with neoprene gasket Typ
Aluminum swirl
Orifice
,1
chomb¢[•_1.
Sealant J Baffle Wall J
PLAN VIEW B - B
41
Top and sides
:t. Butyl rubber L sealed to vault -
sealant
r
r
Typ
j.---------
NOTES:
1. SlormwaterTreatment System (SWTS)shall have:
Peak treatment capacity: 8 cis
Sediment storage: 2.5 cu yd
Sediment chamber dta: 9 min
2. SWTS shall be cdnlained in one rectangular structure
3. SWTS removal efficiency shim be documented bash oartlde size
4• SWTS shall retain fiostables and trapped sediment up to and
Including peak trealmerd capacity
OUTLET may vary, 61_01
See note 9 A
Flow Control Wall
Rim elevations to
match finished grade
i..
Wei
and
and
Orifice
Plates
1
�
�Orif'ree
SECTION A - A
Risers by others
B T
AGnnLmum 6" compacted gravel
-_T
5. SWTS inverts in and out shalt be at the same elevation
6. SWTS shelf not be compromised by effects of downstream laiWater
7. SWTS shall have no internal components that obstruct maintenance aCC03e
8. Inlet pipe must be perpendicular to the stmdrne
9. Pipe orientation may vary; see site plan for sae and location
10. Purchaser shall not be responsible for assembly of unit
11. Manhole frames and perforated covers supplied with system, not installed
12. Purchaser to prepare excavation and provide lifting equipment
13, Contact Vortechnics Q [phone] for ordering inlommtion
This CADD file is for the purpose of specifying stomtwater treatment equipment to be furnished by Vodechnica, Inc. and may only be transferred to otherdocuments exactly as provided
by Vorterhnfca. Title block information, excluding the Vortechnlcs logo and the Vortecha Stommater Tmabnent System designation and patent number, may be deleted it necessary.
Revisions to any part of this CADD file without prior coordination with Vorte0racs shag be considered unsuthortzed use of proprietary information.
ortechnicr STANDARD DETAIL
41 Evergreen Drive STORMWATER TREATMENT SYSTEM
Portland, ME 041 3 VO RTE C H S TM MODEL 4000 U.S. PATENT No. 5,759,415
Tel.: [phone] i2
Fax: [phone] PROPRIETARY INFORMATION - NOT TO BE USED FOR CONSTRUCTION PURPOSES
DATE: 02/0$ 02 SCALE: 1 4' a 1'-0" 1 FILE NAME: STD4K I DRAWN BY: OMF ICHECKED BY: NBC

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