20070174 Ver 2_Stormwater Info_20071005

CORPORATE CENTER APARTMENTS
Stormwater Wetland Pond #1 -Operation and Maintenance Manual and Budget
General Descrivtion
Located off of Corporate Center Drive, southeast of the Corporate Center Drive /Conference
Drive intersection and west of Nowell Road in Raleigh, North Carolina, is the proposed
residential development currently known as the Corporate Center Apartments. Proposed
development on this 25.45 acre site will consist of the construction of approximately 370
apartment units, along with associated streets, parking, utilities, and other infrastructure.
The proposed development is located within the Neuse River basin and will be subject to the
stormwater management requirements set forth in Section 10, Chapter 9 of the City of Raleigh
regulations. Per City of Raleigh regulations, stormwater management on this site shall address
two primary issues: (1) peak discharge rates and (2) nitrogen export limitations.
1. Stormwater Runoff Controls [Section 10-9023)
(a) Runoff limitation
The peak stormwater runoff leaving any site for the two year and ten year storms shall be
no greater for post-development conditions than pre-development conditions. The same
methodologies used to calculate stormwater runoff must be used for both pre-
developmentand post-development conditions (~ 10-9023(a)).
(b) Exemptions
In addition to those activities exempted by X10-9003(b) and X10-9021, the stormwater
runoff control requirements of this section shall not apply to one (1) or more of
the following.
(1) The increase in peak stormwater runoff between pre-development and post-
development conditions for the two year and ten year storms is ten (10) percent
or less at each point of discharge.
(2) The maximum impervious surface coverage of the lot, including any existing
impervious surfaces, is no more than fifteen (1 S) per cent and the remaining
pervious portions of the lot are utilized to convey and control the stormwater
runoff of the lot to the maximum extent practical. Any lot which is exempted from
the runoff control requirements by subsection (b) (2) shall comply with all the
requirements of subsection (a) whenever:
a. The exempted lot is subdivided; or
b. The exempted lot size is reduced by recombination; or
c. Impervious surfaces on the exempted lot equal or exceed fifteen (1 S)
percent.
(3) Compliance with the runoff limitations in subsection (a) above would result
in greater adverse downstream impact, such as local flooding, as determined by
City approved engineering studies.
(4) Compliance with the ten year storm runoff limitations in subsection (a)
above results in no benefit to current and future downstream development, as
determined by City -approved engineering studies.
Projects exempted by subsection (b) shall protect all affected lands and receiving
watercourses from accelerated erosion as defined in Chapter S, Part 10.

2. Nitrogen Reduction [Section 10-9022)
a) Requirements
No development nor any expansion of an existing development, use, facility, building,
structure, nor any new or expanded vehicular surface area shall contribute a nitrogen
export load exceeding three and six tenths (3.6) pounds per acre per year.
b) Payment to North Carolina Riparian Buffer Restoration Fund as an offset
Developers shall have the option of offsetting their nitrogen export load limitations of
subsection (a) above by paying monies to the North Carolina Riparian Buffer Restoration
Fund based on the latest adoption payments adopted by the State.
For residential development, a one-time offset payment may be paid to the North
Carolina Riparian Buffer Restoration Fund to bring the nitrogen export load down from
six (6) pounds per acre per year to three and six-tenths (3.6) pounds per acre per year.
For all other developments, aone-time offset payment maybe paid to the North Carolina
Riparian Buffer Restoration Fund to bring the nitrogen export load down from ten (10)
pounds per acre per year to three and six-tenths (3.6) pounds per acre per year.
Installation of City approved stormwater control measures or payments or a combination
of both may be used. Residential developments which exceed nitrogen export loads of six
(6) pounds per acre per year and other developments which exceed nitrogen export loads
of ten (10) pounds per acre per year must install City approved stormwater control
measures to reduce the nitrogen export load of their development to the applicable six (6)
or ten (10) pounds per acre per year limitation to become eligible for payment offsets. All
payments are to be paid to the North Carolina Riparian Buffer Restoration Fund at the
time of subdivision recordation for those subdivisions with an approved unified off-site
• stormwater control facilities plan. For all other developments, payments shall be paid to
the North Carolina Riparian Buffer Restoration Fund prior to the issuance of
applicable development permits.
Please note that residential development is defined in Section 10-9002 as any lot devoted
to single family or duplex land use.
There are two stormwater management facilities proposed for this development. These facilities
will function as "dual-purpose facilities" by providing reduction in TN-export and by providing
detention such that the pre-development peak flow rates are no greater than post-development
peak flow rates in the 2- and 10-year design storm events. This report contains the Operation
and Maintenance (O&M) procedures associated with Stormwater Wetland Pond #1. This facility
will be built as part of the overall development of Corporate Center Apartments.
The proposed stormwater wetland pond is located off of Corporate Center Drive in the northwest
corner of the proposed apartment complex. The bottom elevation of the wetland is 419.00' and
the top of berm elevation is 428.25'. Normal pool elevation is 422.00'. The surface area at
normal pool is 12,092 square feet. One sediment forebay is present in the wetland pond and has
an approximate volume of 5,118 cubic feet. It is located on the southeast side of the wetland
pond, adjacent to the apartment buildings. The forebay has a maximum depth of 3.00 feet below
normal pool. One micropool is located at the primary spillway and has an approximate volume of
4,849 cubic feet. The micropool has a maximum depth of 3.00 feet below normal pool. The
primary outlet structure is a 6' x 6' riser box connected to 84 LF of 42" diameter O-Ring RCP
pipe. A secondary outlet structure, a 2" PVC siphon, is also connected to the riser box. A
velocity dissipator is located at the outlet of the 42" diameter O-Ring RCP pipe. The dissipator is
28 feet in length and has an average stone size of 14 inches (NCDOT Class " 2" Rip-Rap). Plants
to be used in the wetland are as follows: Pickerel Weed, Soft Rush, Pond Weed, Wild Celery,

Blue Flag Iris, Soft-stem Bulrush, Wild Rice, and Arrow Arum. Please see planting plan for
~~ locations.
For more details about the stormwater wetland pond, please refer to the construction drawings
entitled "Corporate Center Apartments", prepared by The John R. McAdams Company, Inc.,
sealed on 7/23/2007.
Operations and Maintenance
This manual establishes procedures for operation, maintenance, and inspection of the Corporate
Center Apartments Stormwater Wetland Pond #1 in accordance with guidelines established by
The John R. McAdams Company, the City of Raleigh, and the North Carolina Department of
Environmental and Natural Resources (NCDENR) Division of Water Quality (DWQ). This
manual also contains time intervals for these inspections and instructions for addressing any
maintenance or repair issues. An inspection checklist has been included that should be used in
all routine inspections of the stormwater wetland pond. This Operations and Maintenance
Manual should be utilized as a guideline for inspection biannually, monthly, and after each
runoff producing event wherein greater than 0.5-inches of rainfall occurs over a 24-hour period.
A rain gauge should be kept onsite in order to determine when this rainfall event occurs. This
guide should also assist in determining any needs for repair. The Operations and Maintenance
Checklist should be utilized to conduct the required inspections. The checklist may then be
cross-referenced with the Operations and Maintenance Manual to assist the inspector to
determine any repairs or actions needed. This manual should not be used as a replacement for an
engineer's evaluation of the facility's condition. Rather, this manual is to be used during
cursory, routine inspections of the facility. Actual determinations as to the need for repair and
the actual repair to be conducted are to be determined by an engineer qualified for the type of
• work involved.

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1 MAINTENANCE OF
EMBANKMENTS

2 SEDIMENT MONITORING

3 MAINTENANCE OF OUTLET
STRUCTURES

4 MAINTENANCE OF WETLAND
VEGETATION

S RODENT /PEST CONTROL

6 PROPER WETLAND WATER
BALANCE

7 MAJOR REPAIRS
8 OPERATIONS

g ANNUAL BUDGET AND
REPLACEMENT FUND

1 O INSPECTION CHECKLIST

11 STORMWATER WETLAND
DETAILS

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SECTION I
MAINTENANCE OF EMBANKMENTS

I. MAINTENANCE OF EMBANKMENTS
A. Vegetation
The primary vegetative ground cover for all berm embankments (excluding
inside the wetland facility) is to be tall fescue. Proper maintenance of this cover
will serve to prevent erosion while providing optimal access for inspection as
well as preventing excessive sediment from entering the facility. Fertilization of
this vegetation should be performed bi-annually in October and April with
fertilizer (12-12-12) at a minimum rate of 12 to 15 pounds per 1,000 SF. Woody
vegetation and trees should not be allowed to propagate on the dam
embankments or top of dam. Trees and brush, if desired, are acceptable on
embankments other than the dam. Inspection of embankment vegetation
condition should be performed monthly or after every rainfall event greater than
0.5 inches of rainfall over a 24-hour period.
1. Seeding: Seeding should be accomplished by the use of a Spiker and
large tractor aerifier to ensure proper seed and soil contact along the top
of banks. Seeds should be sown evenly at a rate of 3 lb. / 1000 sq. ft.
The additional application of lime or other soil amendments may be
necessary to establish new growth. Bare spots are to be mulched with
straw immediately following seeding. The temporary and permanent
seeding schedules are shown on the stormwater wetland pond detail
sheet, which has been included within this manual. Reseeding may be
necessary in instances where initial seeding failed or existing areas have
been compromised. The seeding schedules shown on the original design
documents for the stormwater wetland pond should be followed for any
necessary reseeding.
2. Mowing: All vegetative cover should be maintained at a height no
more than 6" and no less 3". Acceptable methods of mowing turf grass
include the use of weed whips (or similar devices) or power brush
cutters and mowers, though many areas will be inaccessible to the latter
due to excessive slope. Mowing and maintenance should be performed
once a month to keep the maximum grass height below 6 inches and to
maintain appropriate turf cover and health of turf.
B. Erosion
Erosion is initiated when vegetative cover is insufficient and/or concentration of
runoff destabilizes vegetation. Runoff then tends to concentrate into channel
flow, and soils tend to become entrained in the water and be transported
downstream. Unsuitable fill material, inadequate compaction, and/or poor
stabilization of vegetation can accelerate the erosion process. This has a
negative environmental impact on downstream features, and has the potential to
undermine the stability of the wetland facility. Erosion can be minimized with
the proper care of vegetation and the use of appropriate methods to repair eroded
areas and prevent recurrences of eroded areas. Appropriately, compacted soil
meeting the berm design requirements will be placed in any gullies or rills, and
then reseeded as described above. Re-occurrence of erosive problems should be
addressed with appropriate geotextile fabrics that are installed according to
manufacturer's instructions and per an engineer's recommendation. Uneven
surfaces on the crest of the berm may lead to the formation of rills and/or gullies.

It is possible to eliminate this problem by properly filling any depressed areas
such that the entire top of berm is flat and level. Addition of fill to the top of
berm should be completed by first preparing the existing soil such that a distinct
boundary layer does not form beneath existing soil and newly placed soil. New
fill should meet all soil requirements (as to material, placement, and compaction)
as stated on the original design documents for this structure. Any fill should be
followed immediately by seeding according to Section I-A (1). Inspection for
erosion should be performed monthly or after every major rainfall event.
*Abutment (or toe) areas: The location where the fill of the berm contacts the
existing ground is the abutment (or toe). Erosive channels have a tendency to
form in these areas. Appropriate geotextile fabrics, as mentioned above, may be
necessary to prevent or stop this form of erosion from occurring. An engineer is
required if erosion in this area is significant.
C. Seepage
Soft wet areas and flowing springs are an indication of seepage. Early indicators
of seepage include vegetation which is more robust than surrounding vegetation.
Vegetation normally associated with wetland areas such as cattails, ferns, reeds
and mosses may also indicate the initiation of seepage. The previously
described abutment (or toe) area is a common location for seepage to occur.
Another common location for seepage problems is the area where the outlet
structure exits the berm section. This is especially true in cases where the soil
around the barrel is not compacted properly. Another problem related to
seepage may be indicated by the occurrence of `boils' below the abutment of the
~, dam. These boils are springs that tend to deposit soils. Locating the occurrence
of any boils should be included in the bi-annual inspection of the facility.
`Boils' are a possible indication of piping and could lead to berm failure. Piping
occurs when a void space is formed within the interior of the berm embankment.
These void spaces tend to be preferred paths for water to travel, which will erode
the interior of the berm and lead to failure.
D. Cracks, Slides, Sloughing and Settlement
Cracks: Large, well-defined cracks of greater than'/4" width indicate the
potential for serious problems and the inspector of the facility should be
alert for their presence. Cracks in the berm generally follow one of two
patterns:
Transverse cracks appear perpendicular to the length of the berm and
may be caused by differential settlement. Transverse cracks increase
the likelihood of the formation of piping and seepage.
Longitudinal cracks appear horizontally along the berm and could
serve as warnings to a future slide event. Longitudinal cracks in
newly constructed berms may be an indication of poor compaction
techniques and poor foundation preparation.
2. Slides: Slides and slumps have the potential to critically undermine the
integrity of the berm. Arch-shaped cracks that expose soil indicate the
initiation of slides. Detection of slides by inspectors should be
addressed in a timely manner and a geotechnical engineer should be
contacted for consultation.

3. Settlement: Settlement of the soil in the berm reduces freeboard in large
storm events and may even lead to overtopping. Differential settlement
of the berm can also lead to the concentration of runoff and therefore
erosion as mentioned above. For this reason the berm should be
maintained uniformly to its original design elevation. Greater than six
inches of settlement may be indicative of significant issues within the
berm foundation and could lead to catastrophic failure. Indications of
this degree of settlement necessitate inspection by a geotechnical
engineer.
4. Inspections for cracks, slides, sloughing, and settlement should be
performed biannually. Actions to take if any of the above is detected:
Any of the problems mentioned above require that a geotechnical or
civil engineer be contacted, and that corrective action be taken.
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SECTION II
SEDIMENT MONITORING

II. SEDIMENT MONITORING
A. Stormwater Wetland Pond
Accumulation of sediment within the wetland area should be kept to a minimum
by stabilization of the wetland drainage area and proper prevention of erosion.
Excess sediment accumulation within the wetland area will cause suffocation of
the wetland vegetation, thus crippling the water quality function of the wetland.
Inspection for sediment deposition should be performed biannually.
1. Check the depth at various points within the wetland, especially in the
upland areas around the inlets to the wetlands. Accumulated sediment
will be removed semiannually or when the depth reaches 6 inches or
more. A stake shall be set during construction to indicate 6 inches of
sediment accumulation. The measuring device used to determine the
sediment elevation shall be such that it will give an accurate depth
reading and not readily penetrate into accumulated sediments.
2. Removed sediment shall be disposed of in an appropriate manner and
shall be handled in a manner that will not adversely impact water quality
(e.g. stockpiling near the wetland or surrounding streams).
3. If the elevation of the marsh areas exceeds the normal pool elevation, the
sediment shall be removed to design levels. This shall be performed by
removing the upper 6 inches of soil and stockpiling it. Then, the marsh
shall be excavated 6 inches below design elevations. Afterwards, the
stockpiled soil should be spread over the marsh surface. The soil shall
not be stockpiled for more that 2 weeks. Any dead or damaged wetland
plants must be replaced after this process per the approved wetland
planting plan.
B. Forebay
Accumulation of sediment within the forebay area should be kept to a minimum
by stabilization of the wetland drainage area and proper prevention of erosion.
Excess sediment accumulation within the forebay area will cause sediment
transport to wetland area and subsequent suffocation of vegetation. Inspection
for sediment deposition should be performed biannually.
1. Check the depth at various points within the forebay, especially in the
upland areas around the inlets to the wetlands. Accumulated sediment
will be removed semiannually or when the depth reaches 6 inches or
more. A stake shall be set during construction to indicate 6 inches of
sediment accumulation. The measuring device used to determine the
sediment elevation shall be such that it will give an accurate depth
reading and not readily penetrate into accumulated sediments.
2. Removed sediment shall be disposed of in an appropriate manner and
shall be handled in a manner that will not adversely impact water quality
(e.g. stockpiling near the pond basin or streams).

C. Principal Spillway System
If present, remove accumulated sediment from the outlet structure. The
principal spillway system should be inspected for sediment accumulation
monthly or after every rainfall event greater than 0.5 inches of rainfall over a 24-
hour period.
D. Storm Drainage System
The upstream storm drainage system should be maintained along with the
stormwater wetland pond. Trash from the site has a tendency to be washed into
the storm drainage system and become lodged in the catch basins or pipes. The
catch basins and pipes should be cleaned of debris at the time that maintenance
is performed on the stormwater wetland pond. Sediment may accumulate in
portions of the storm drainage system where slopes are relatively flat. This
sediment may be washed out of the system, or flushed with a garden hose.
Sediment should be flushed monthly or after every rainfall event greater than 0.5
inches of rainfall over a 24-hour period. Steps should be taken to trap this
"flushed" sediment at the entrance to the wetland to prevent it from being
deposited within the wetland.
E. Wetland De-watering
If the wetland is to be de-watered for sediment removal purposes, it shall be
done in a manner that does not drop normal pool elevations more that one (1)
• vertical foot per day. A geotechnical engineer shall be present on-site during
any wetland de-watering activities. If the basin must be drained for an
emergency or to perform maintenance, then the flushing of sediment through the
emergency drain shall be minimized to the maximum practical extent. Any dead
or damaged wetland plants must be replaced after this process per the approved
wetland planting plan.
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r
SECTION III
MAINTENANCE OF OUTLET STRUCTURES

III. MAINTENANCE OF O UTLET STRUCTURES
The stormwater wetland pond is designed to pass stormwater quality storms through the
low flow orifice located in the secondary outlet structure and larger storm events through
the principal spillway. It is of vital importance that these structures remain unblocked so
that the hydraulic functionality is not compromised. The outlet structure system should
be inspected to ensure that it is functioning properly.
A. Low Flow Siphon
The stormwater wetland pond drawdown device for this facility consists of a 2-
inch diameter PVC pipe. In addition to maintaining the normal pool elevation of
the wetland, this device is responsible for drawing down the 1" water quality
volume over a period of 2 to 5 days. However, in the event that the siphon
becomes blocked, the water level will rise to the elevation of the principal
spillway, which means that the water quality benefits associated with the
wetland are lost. The siphon and trash rack should be inspected for blockage
monthly or after each major rainfall event. Debris causing the blockage should
be promptly removed from the siphon such that drawdown of the temporary pool
occurs within 2 to 5 days, as designed.
B. Principal Spillway
1. The principal spillway for the stormwater wetland pond consists of a 6'
x 6' square weir box structure attached to a 42-inch O-ring RCP barrel.
The principal spillway is responsible for safely conveying larger storm
events through the facility. The principal spillway- system is expected to
remain robust throughout the life of the stormwater wetland pond, but
periodic inspection of the system is required. This inspection should
occur biannually. The inspector should check for the presence of
spalling, scaling, or cracking in the spillway system. Spalling is evident
when pieces of concrete fall from the main pipe. It is defined as
breaking, chipping, or fraying of concrete slabs that leave an uneven
surface or edge, most often at joints or cracks. Scaling occurs when the
surface of the concrete begins to flake off. The presence of cracking is
indicated by separations in the concrete that are not located in the joints.
Cracking can indicate the presence of structural problems and lead to
leaks. Cracking can cause loss of the water tightness of the system,
which can lead to piping- (i.e. migration of soil particles into the pipe). If
piping occurs, the risk of failure of the dam structure is greatly
increased. Evidence of any of the above issues requires that an engineer
be contacted for additional inspection to determine the need for repairs.
2. If the principal spillway system becomes blocked so that it does not
operate at full capacity, the risk of dam overtopping or other
uncontrolled releases may result. Therefore, to ensure hydraulic
capacity of the spillways, the principal spillway system should be
inspected for blockage monthly or after each major rainfall event. Any
vegetative growth that occurs. within the principal spillway system
should be removed promptly so that the full hydraulic capacity of the
system is maintained.
•

C. Wetland De-watering
If the wetland is to be de-watered for principal spillway system maintenance
purposes, it shall be done in a manner that does not drop normal pool elevation
more that one (1) vertical foot per day. A geotechnical engineer shall be present
on-site during any wetland de-watering activities. If the basin must be drained
for an emergency, then the flushing of sediment through the emergency drain
shall be minimized to the maximum practical extent.
i
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s
SECTION IV
MAINTENANCE OF WETLAND VEGETATION

IV. Maintenance of Wetland Vegetation
A. Wetland Vegetation
Due to the construction process and the near "optimal" conditions required to
establish wetland vegetation, it is very likely that a portion of the initial wetland
plantings will not survive the first growing season due to factors such as lock of
wetland hydrology, variable water levels, wetland plant selection, quality of
wetland plants, and sediment accumulations. Therefore, it is likely that
additional wetland vegetation will be required during the initial stage of
development of the wetland. Over longer periods of time, drought conditions or
other factors may cause the wetland vegetation to die off and therefore need
replacement. Any wetland vegetation requiring replacement should be in
accordance with the original wetland-planting plan, which has been included in
this manual.
B. Wetland De-watering
If the wetland is to be de-watered for wetland vegetation repair/maintenance
purposes, it shall be done in a manner that does not drop normal pool elevation
more that one (1) vertical foot per day. A geotechnical engineer shall be present
on-site during any wetland de-watering activities. If the basin must be drained
for an emergency, then the flushing of sediment through the emergency drain
shall be minimized to the maximum practical extent.
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SECTION V
•
RODENT /PEST CONTROL
•

Y. RODENT/PEST CONTROL
A. Embankments
Certain rodents including muskrats, ground hogs, and beavers tend to favor man-
made earthen embankments as burrows. Evidence of the presence of such
burrows requires the removal of the rodent and repair of any damage created by
the presence of the rodent. Inspections for the presence of rodents within the
embankment should be performed biannually.
B. Mosquitoes
Mosquitoes are another common nuisance associated with stormwater wetlands.
In order to minimize the mosquito breeding possibilities, B.T.I. (Bacillius
Thurningienisis Israelensis) mosquito briquettes shall be inserted periodically
into various locations within the wetland. B.T.I. briquettes are pet safe, and are
harmless to children and the environment. These briquettes come in 2" floating
rings, which when placed into the wetland are consumed by mosquito larvae.
Once consumption of the briquettes occurs, the mosquito larvae are killed. The
briquettes should be staked down in order to prevent them from exiting the
wetland. One B.T.I. briquette should be installed per 100 square feet of wetland
surface area. The installation of briquettes should be installed once per month.

•

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SECTION VI
PROPER WETLAND WATER BALANCE
•

~ ~,.
Crucial to the development of the stormwater wetland pond is the maintainance of a
proper water balance. If the wetland is not sustaining an adequate water balance, steps
should be taken to reestablish the appropriate wetland hydrology. This may include
installation of a well pump.
PROPER WETLAND BALANCE
A. Due to the relatively small drainage area to the wetland, a well pump may be
necessary to "irrigate" the wetland to sustain a normal pool elevation that is
conducive to wetland plant growth and water quality functions. The well pump
should be equipped with a float switch kit. When the normal pool elevation
drops, the float switch would turn on the well pump, which would pump water
into the wetland, until the water level returns to normal pool elevation. Once the
water level has returned to normal pool elevation, the well pump would
automatically turn off. The well pump should also be equipped with an
operating switch from which the well pump can be manually turned on or off.
B. The normal pool elevation should be inspected during each trip to the wetland
facility to ensure that it remains at the design level, and to ensure that the well
pump, if installed, is operating properly. If at any time the inspector notices the
normal pool elevation lower than design level, a well pump should be installed,
or, if a well pump is already in use, it should be inspected to ensure proper
operation. In the event that the well pump is not operating properly, either repair
or replacement will be necessary.
C. Maintaining and preventing the wetland from reaching a stagnant condition will
greatly decrease the probability of mosquito breeding. Therefore, to prevent
stagnation from occurring, the well pump, if installed, should be manually turned
on at each biannual inspection and remain on until the wetland has been
completely "flushed".
D. If the wetland is "flushed" at each biannual inspection, stagnation should not
become a problem. However, if at any time a "stagnate" condition occurs within
the wetland, the well pump, if installed, should be manually turned on and
remain on until the pocket wetland is completely "flushed". The wetland is
completely "flushed" when all evidence of stagnation has been removed and the
water has returned to a "healthy" condition.

SECTION VII
•
MAJOR REPAIRS
•

VII. MAJOR REPAIRS
Major repairs include repair of the embankment to control or fix seepage, cracks, slides,
sloughing, and settlement as described in Section I. It also includes repairs to the outlet
structures as described in Section III.
Any repair, reconstruction, or replacement equal to $TO BE DETERMINED (one-third
of the initial construction cost of the stormwater wetland pond) shall be considered a
major repair.
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SECTION VIII
OPERATIONS

VIII. OPERATIONS
The following maintenance and repair records should be maintained:
All instances of maintenance and repair should be logged and stored in Section X of
this manual.
Bi-annual inspection reports: The inspection checklist should be completed at each
bi-annual inspection. The completed checklist and any additional comments should
be retained in Section X of this manual. Reseeding and fertilizing shall be
undertaken in October and April.
Monthly and post-rainfall inspection and other observations: Notation should be
made of monthly and post-rainfall inspections. Additionally, other instances of
noteworthy observation should be recorded. All of this information should be filed
in Section X of this manual. Apost-rainfall inspection is required when rainfall
exceeds one-half inch (0.5") in a 24-hour period (major rainfall event). Monthly
inspections will be completed on the 15th of every month.
An annual inspection report will be performed by a registered professional engineer
and shall contain all the information required by Raleigh City Code Section 10-
2028. The inspection report shall be on forms supplied by the City of Raleigh. The
inspection report is due on the anniversary date the as-built drawings of the
stormwater wetland pond were first certified to the City of Raleigh. These reports
should be sent to Raleigh City Public Works Department, Stormwater Division,
P.O. Box 590, Raleigh, NC 27602. Any discrepancies noted in the inspections shall
be corrected within thirty (30) days.
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SECTION IX
ANNUAL B UD GET AND REPLA CEMENT F UND
•

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IX. ANNUAL B UDGET AND REPLACEMENT FUND
A. Opinion of Annual Budget
Item Approximate Yearl Cost*
Mowin $TBD
Seedin $TBD
Fertilizer/ Lime $TBD
Embankment Re air $TBD
Trash Removal $TBD
Sediment Removal $TBD
Outlet Structure Maintenance (Includes Ri Ra) $TBD
Rodent Control $TBD
Mos uito Bri uettes $TBD
Professionallns ection $TBD
Premiums for Liability and Casualty Insurance
$TBD
Payment of Stormwater Replacement Fund to City of
Raleigh

$TBD
•
Total Average Yearly Maintenance Cost = $TBD
*Note:
Costs presented are approximate and are the design engineer's best estimate based on
experience. The design engineer assumes no liability for the costs presented above. The
costs are shown only as a general guide. Costs are shown as an average yearly value.
Maintenance items such as the spillway structure and embankment may not require
extensive maintenance for several years. Maintenance costs have been calculated
accordingly.
B. Replacement Fund
1. The following is the estimated replacement cost for the stormwater wetland
pond.
• Earthwork (Dam Embankment) $TBD
• Outlet Structure $TBD
• Riser /Barrel Assembly,
• Siphon Headwall Assembly,
• and Installation Costs
• Wetland Plantings $TBD
Estimated Total Cost $TBD

• The design engineer bases all cost opinions upon best available information. Cost and
reconstruction opinion may vary significantly from actual costs. The design engineer
assumes no responsibility for the cost opinions listed above (annual maintenance and
replacement cost).
C. Replacement Schedule
Replacement Account for Structural Replacement and Major Repairs, the
Replacement Account should be funded per the following schedule:
Years 1-5
•
Year Replacement Amount
1 $TBD*
2-2007 $TBD
3-2008 $TBD
4-2009 $TBD
5-2010 $TBD
Years 6-10
Year Replacement Amount
6-2011 $TBD
7-2012 $TBD
8-2013 $TBD
9-2014 $TBD
10-2015 $TBD
Total Replacement Amount $TBD
All monies shown on this schedule will be paid to the City of Raleigh. Payment
of years 2-10 are required to be paid to the City on or before July 1.
*The replacement schedule is computed by the following formulae:
Years 1-5 = (TBD x 0.85 x (2/3)) / 5
Years 6-10 = (TBD x 0.85 x (1/3)) / 5
**Developer contribution of 15% plus first annual replacement amount.

SECTION X
INSPECTION CHECKLIST

X. INSPECTION CHECKLIST
A. Monthly Inspection Items:
The following items should be inspected monthly or after any significant rainfall
event. Drainage:
• Seepage Control
• Abutment Contacts
• Principal Spillway Outlet Structure
• Low Flow Siphon
• Embankment Vegetation
• Wetland Plants
• Soil Erosion
• Pond Drawdown Time
• Litter/Trash Accumulation
• Mosquito Briquettes
• Sediment and Outlet Structure
• Trash Rack
• Misc./Other
B. Quarterly Inspection:
Any trees, shrubs or other woody vegetation should be removed from the berm.
C. Bi-Annual Inspection:
• The following items should be inspected bi-annually. The inspection checklist
should be completed at each bi-annual inspection.
• Top of Berm
• Upstream Slope
• Downstream Slope
• Sediment Depth
• Upstream Storm Drainage System
• Principal Spillway for cracking, scaling, or spalling
• Rodent Control
D. Annual Inspection:
Once a year, the entire facility shall be inspected by a professional engineer. At
this time, an annual inspection report will be completed, and shall contain all the
information required by Raleigh City Code Section 10-2028. Refer to Section
VIII, Item C for further information.

DAM INSPECTION CHECKLIST
CORPORATE CENTER APARTMENTS - STORMWATER WETLAND POND #1
DATE OF INSPECTION:
To help the dam owner perform periodic safety inspections of the structure, a checklist is provided. Each item of the checklist should be completed. Repair is required when
obvious problems are observed. Monitoring is recommended if there is potential for a problem to occur in the future. Investigation is necessary if the reason for the observed
problem is not obvious.
A brief description should be made of any noted irregularities, needed maintenance, or problems. Abbreviations and short descriptions aze recommended. Space at the bottom of
the form should be used for any items not listed.
•

DAM DATE

OWNER WEATHER

INSPECTED BY POOL LEVEL

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INSPECTION OF BERM SHOULD INCLUDE INTERIOR BERM BETWEEN WETLAN DS
Item Comments
1. CREST
a. Visual settlement?
b. Misali ent?
a Crackin ?
2. UPSTREAM SLOPE
a. Erosion?
b. Ground cover in ood condition?
c. Trees, shrubs, or other wood ve etation?
d. Lon 'tudinallVertical cracks?
e. Ade uate ri ra rotection?
f Stone deterioration?
. Settlements, de cessions, or bul es?
3. DOWNSTREAM SLOPE
a. Erosion?
b. Ground cover in ood condition?
c. Trees, shrubs, or other wood ve etation?
d. Lon 'tudinaUVertical cracks?
e. Ade uate ri ra rotection?
f. Settlements, de cessions, or bul es?
. Soft s ots or bo azeas?
h. Movement at or be and toe?
i. Boils at toe?
Rodent Burrows?
4. DRAINAGE-SEEPAGE CONTROL
a. See a e at toe? Estimated m
b. Does see a e contain finesT
5. ABUTMENT CONTACTS
a. Erosion?
b. Differential movement?
c. Cracks?
d. See a e? Estimated m
e. Ade uate erosion rotection for ditches?
6. INLET STRUCTURE 'sec Concrete Box
a. See a e into structure?
b. Debris or obstructionsT
c. If concrete, do surfaces show:
I. S allin ?Chi in , breakin u
2. Crackin T other than hairline cracks
3. Erosion?
4. Scalin 7 flakin off, chi in
5. Ex osed reinforcement?
6. Other?
d. If metal, do surfaces show:
1. Corrosion?
2. Protective Coatin deficient?
3. Misali ent ors lit seams?
e. Do the 'oints show:
1. Dis lacement or offsetT
2. Loss of'oint material?
3. Leaka e?
f. Are the trash racks:
1. Broken or bent?
2. Corroded or rusted?
3. Obstructed?
4. Operational?

•
•

INSPECTION CHECKLIST- PAGE 2

INSPECTED BY DATE

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7. PRINCIPAL SPILLWAY PIPE Concrete
a. See a e into conduit?
b. Debris resent?
c. Do concrete surfaces show:
1. S allin ?
2. Crackin ?
3. Erosion?
4. Scalin ?
5. Ex osed reinforcement?
6. Other?
d. Do the 'oints show?
1. Dis lacement or offset?
2. Loss of'oint material?
3. Leaka e7
8. EMERGENCY SPILLWAY
a. Erosion hies or rills
b. Ex osed or dams ed eotextile fibers?
9. VELOCITY DISSIPATOR Ri ra
a. Outlet channel obstructed?
b. Is released water:
1. Undercuttin the outlet?
2. Erodin the embankment?
3. Dis lacin ri ra ?
a Tailwater elevation and flow condition?
10. Resevoir
a. Hi h water marks?
b. Erosion/Slides into wetland area?
a Sediment accumulation?
d. Floatin debris resent?
e. Ade uate ri ra rotection for ditches?
11. IN"I-ERIOR BERM
a. Erosion?
b. Visual Settling?
Reference: 2000 Maryland Stormwater Design Manual- Volume II: Stormwater Design Appendices. Maryland Department of the Environment Water Management Administration. Note this form is adapted and
modified from the original version.

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SECTION XI
STOR1l IWA TER WETLAND DETAILS
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~ ORNBR: REVISIONS:
THE JOHN R. McADAM
~ ~ CORPORATE CENTER FAIRRIELO RESIDENTIAL, LLC INC
COMPANY
~ .~
e
3 ,
2045 NORTH HIGHIIAY 380 .
,
9 ~ ~
'+ 7 CORa VRATFi' CE`I~'FR DRNP` SIIITE 250
CRAND PRAIRIE
TX 75050 6NCINEERS/PLANNERS/SURVEYORS
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PHONE: [phone] RESEARCH TRIANGLE PARE. NC
~ r ~ o ZIP 2770D-4005
/
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u1 'A
V' ~ ~ SPOIiMWA1ER WB,17d1VD it 11~11~1D8cAPE PLAN (C
Y) 30l
5000

I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance
procedures listed within. I agree to notify DWQ of any problems with the system or prior to any changes to the
system or responsible party.
I, t`NUY1~ ~~~ a Notary Public for the State of
County of ~ ~ r_, do hereby certify that ~1~(U~IA~ ~~ Q.-
personallyappeared before me this o23 day of ~~~~ , ~~, and acknowledge the due
execution of th~oing stormwater management facility maintenance requirements. Witness my hand and
official seal,
ANNE B. BAKER
NOTARY PUBLIC STATE OF MARYLAND
My Commission Expires May 11.2010
SEAL
My commission expires_~(~ ~~ , ZU10
Page 1 of 2
Print name: J~2 yA./ Co,~Di ~.
Title: 17F.-r/E ~aPin ~.~.T ,~r4 ` ~ iC
Address: 72 0~ 4/ s cam, , ic.~:/ f}-r/~ .sue, ~c ~/d S ,t~-f~s c~~ /It ~ .2c~ S I `~

~~ ~ o~-t ~4 v ~
Since 1979
THE JOHN R. McADAMS COMPANY, INC.
CORPORATE CENTER APARTMENTS
RALEIGH, NORTH CAROLINA
STORMWATER WETLAND POND #2 OPERATIONAND
MAINTENANCE MANUAL AND BUDGET
FFD-06010
Q~~~ad~~
OCT 0 5 2007
July 2007 ~ ~D ST Ep~RNATfiR ~
Research Triangle Park, NC
host Office box 14005
Research Triangle Park,
North Carolina 27709
2905 Meridian Parkway
Durham, North Carolina 27713
800-733-5646
919-361-5000
919-361-2269 Fax
Charlotte, NC
5311 Seventy-Seven Center Drive,
Suite 66
Charlotte, North Carolina 28217
800-733-5646
704-527-0800
704-527-2003 Fax
www.johnrmcadams.com
PRELIMINARY
Designed by:
Corey Cavalier, PE
Project Engineer
Stormwater and Environmental Department
Comprehensive Land Development Design Services
We help our clients succeed.

CORPORATE CENTER APARTMENTS
. Stormwater Wetland Pond #2 -Operation and Maintenance Manual and Budget
General Description
Located off of Corporate Center Drive, southeast of the Corporate Center Drive /Conference
Drive intersection and west of Nowell Road in Raleigh, North Carolina, is the proposed
residential development currently known as the Corporate Center Apartments. Proposed
development on this 25.45 acre site will consist of the construction of approximately 370
apartment units, along with associated streets, parking, utilities, and other infrastructure.
The proposed development is located within the Neuse River basin and will be subject to the
stormwater management requirements set forth in Section 10, Chapter 9 of the City of Raleigh
regulations. Per City of Raleigh regulations, Stormwater management on this site shall address
two primary issues: (1) peak discharge rates and (2) nitrogen export limitations.
1. Stormwater Runoff Controls [Section 10-9023]
(a) Runoff limitation
The peak Stormwater runoff leaving any site for the two year and ten year storms shall be
no greater for post-development conditions than pre-development conditions. The same
methodologies used to calculate Stormwater runoff must be used for both pre-
development and post-development conditions (~ 10-9023(a)).
(b) Exemptions
In addition to those activities exempted by X10-9003(b) and X10-9021, the Stormwater
runoff control requirements of this section shall not apply to one (1) or more of
~' ~ the following:
(1) The increase in peak stormwater runoff between pre-development and post-
development conditions for the two year and ten year storms is ten (10) percent
or less at each point of discharge.
(2) The maximum impervious surface coverage of the lot, including any existing
impervious surfaces, is no more than fifteen (1 S) per cent and the remaining
pervious portions of the lot are utilized to convey and control .the stormwater
runoff of the lot to the maximum extent practical. Any lot which is exempted from
the runoff control requirements by subsection (b) (2) shall comply with all the
requirements of subsection (a) whenever:
a. The exempted lot is subdivided; or
b. The exempted lot size is reduced by recombination; or
c. Impervious surfaces on the exempted lot equal or exceed fifteen (1 S)
percent.
(3) Compliance with the runoff limitations in subsection (a) above would result
in greater adverse downstream impact, such as local flooding, as determined by
City approved engineering studies.
(4) Compliance with the ten year storm runoff limitations in subsection (a)
above results in no benefit to current and future downstream development, as
determined by City -approved engineering studies.
(• Projects exempted by subsection (b) shall protect all affected lands and receiving
watercourses from accelerated erosion as defined in Chapter S, Part 10.

~ • 2. Nitrogen Reduction [Section 10-9022)
a) Requirements
No development nor any expansion of an existing development, use, facility, building,
structure, nor any new or expanded vehicular surface area shall contribute a nitrogen
export load exceeding three and six tenths (3.6) pounds per acre per year.
b) Payment to North Carolina Riparian Buffer Restoration Fund as an offset
Developers shall have the option of offsetting their nitrogen export load limitations of
subsection (a) above by paying monies to the North Carolina Riparian Buffer Restoration
Fund based on the latest adoption payments adopted by the State.
For residential development, a one-time offset payment may be paid to the North
Carolina Riparian Buffer Restoration Fund to bring the nitrogen export load down from
six (6) pounds per acre per year to three and six-tenths (3.6) pounds per acre per year.
For all other developments, aone-time offset payment may be paid to the North Carolina
Riparian Buffer Restoration Fund to bring the nitrogen export load down from ten (10)
pounds per acre per year to three and six-tenths (3.6) pounds per acre per year.
Installation of City approved stormwater control measures or payments or a combination
of both may be used. Residential developments which exceed nitrogen export loads of six
(6) pounds per acre per year and other developments which exceed nitrogen export loads
of ten (1 D) pounds per acre per year must install City approved stormwater control
measures to reduce the nitrogen export load of their development to the applicable six (6)
or ten (10) pounds per acre per year limitation to become eligible for payment offsets. All
payments are to be paid to the North Carolina Riparian Buffer Restoration Fund at the
time of subdivision recordation for those subdivisions with an approved unified off-site
• stormwater control facilities plan. For all other developments, payments shall be paid to
the North Carolina Riparian Buffer Restoration Fund prior to the issuance of
applicable development permits.
Please note that residential development is defined in Section 10-9002 as any lot devoted
to single family or duplex land use.
There are two stormwater management facilities proposed for this development. These facilities
will function as "dual-purpose facilities" by providing reduction in TN-export and by providing
detention such that the pre-development peak flow rates are no greater than post-development
peak flow rates in the 2- and 10-year design storm events. This report contains the Operation
and Maintenance (O&M) procedures associated with Stormwater Wetland Pond #2. This facility
will be built as part of the overall development of Corporate Center Apartments.
The proposed stormwater wetland pond is located off of Corporate Center Drive in the northwest
corner of the proposed apartment complex. The bottom elevation of the wetland is 409.00' and
the top of berm elevation is 428.25'. Normal pool elevation is 418.00'. The surface area at
normal pool is 5,670 square feet. One sediment forebay is present in the wetland pond and has
an approximate volume of 2,273 cubic feet. It is located on the southeast side of the wetland
pond, adjacent to the apartment buildings. The forebay has a maximum depth of 3.00 feet below
normal pool. One micropool is located at the primary spillway and has an approximate volume of
1,961 cubic feet. The micropool has a maximum depth of 3.00 feet below normal pool. The
primary outlet structure is a 4' x 4' riser box connected to 74 LF of 24" diameter O-Ring RCP
pipe. A secondary outlet structure, a 1.5" PVC siphon, is also connected to the riser box. A
velocity dissipator is located at the outlet of the 24" diameter O-Ring RCP pipe. The dissipator is
12 feet in length and has an average stone size of 8 inches (NCDOT Class "B" Rip-Rap). Plants
i, • to be used in the wetland are as follows: Pickerel Weed, Soft Rush, Pond Weed, Wild Celery,

Blue Flag Iris, Soft-stem Bulrush, Wild Rice, and Arrow Arum. Please see planting plan for
~, • locations.
For more details about the stormwater wetland pond, please refer to the construction drawings
entitled "Corporate Center Apartments", prepared by The John R. McAdams Company, Inc.,
sealed on 7/23/2007.
Operations and Maintenance
This manual establishes procedures for operation, maintenance, and inspection of the Corporate
Center Apartments Stormwater Wetland Pond # 1 in accordance with guidelines established by
The John R. McAdams Company, the City of Raleigh, and the North Carolina Department of
Environmental and Natural Resources (NCDENR) Division of Water Quality (DWQ). This
manual also contains time intervals for these inspections and instructions for addressing any
maintenance or repair issues. An inspection checklist has been included that should be used in
all routine inspections of the stormwater wetland pond. This Operations and Maintenance
Manual should be utilized as a guideline for inspection biannually, monthly, and after each
runoff producing event wherein greater than 0.5-inches of rainfall occurs over a 24-hour period.
A rain gauge should be kept onsite in order to determine when this rainfall event occurs. This
guide should also assist in determining any needs for repair. The Operations and Maintenance
Checklist should be utilized to conduct the required inspections. The checklist may then be
cross-referenced with the Operations and Maintenance Manual to assist the inspector to
determine any repairs or actions needed. This manual should not be used as a replacement for an
engineer's evaluation of the facility's condition. Rather, this manual is to be used during
cursory, routine inspections of the facility. Actual determinations as to the need for repair and
the actual repair to be conducted are to be determined by an engineer qualified for the type of
• work involved.
•

•
•
•

1 MAINTENANCE OF
EMBANKMENTS

2 SEDIMENT MONITORING

3 MAINTENANCE OF OUTLET
STRUCTURES

4 MAINTENANCE OF WETLAND
VEGETATION

5 RODENT/PEST CONTROL

6 PROPER WETLAND WATER
BALANCE

7 MAJOR REPAIRS
8 OPERATIONS

9 ANNUAL BUDGET AND
REPLACEMENT FUND

1 O INSPECTION CHECKLIST

11 STORMWATER WETLAND
DETAILS

12

D~-o~~~}V2,
`~
SECTION I
MAINTENANCE OF EMBANKMENTS

•
I. MAINTENANCE OF EMBANKMENTS
A. Vegetation
The primary vegetative ground cover for all berm/embankments (excluding
inside the wetland facility) is to be tall fescue. Proper maintenance of this cover
will serve to prevent erosion while providing optimal access for inspection as
well as preventing excessive sediment from entering the facility. Fertilization of
this vegetation should be performed bi-annually in October and April with
fertilizer (12-12-12) at a minimum rate of 12 to 15 pounds per 1,000 SF. Woody
vegetation and trees should not be allowed to propagate on the dam
embankments or top of dam. Trees and brush, if desired, are acceptable on
embankments other than the dam. Inspection of embankment vegetation
condition should be performed monthly or after every rainfall event greater than
0.5 inches of rainfall over a 24-hour period.
•
Seeding: Seeding should be accomplished by the use of a spiker and
large tractor aerifier to ensure proper seed and soil contact along the top
of banks. Seeds should be sown evenly at a rate of 3 lb. / 1000 sq. ft.
The additional application of lime or other soil amendments may be
necessary to establish new growth. Bare spots are to be mulched with
straw immediately following seeding. The temporary and permanent
seeding schedules are shown on the stormwater wetland pond detail
sheet, which has been included within this manual. Reseeding may be
necessary in instances where initial seeding failed or existing areas have
been compromised. The seeding schedules shown on the original design
documents for the stormwater wetland pond should be followed for any
necessary reseeding.
2. Mowing: All vegetative cover should be maintained at a height no
more than 6" and no less 3". Acceptable methods of mowing turf grass
include the use of weed whips (or similar devices) or power brush
cutters and mowers, though many areas will be inaccessible to the latter
due to excessive slope. Mowing and maintenance should be performed
once a month to keep the maximum grass height below 6 inches and to
maintain appropriate turf cover and health of turf.
B. Erosion
•
Erosion is initiated when vegetative cover is insufficient and/or concentration of
runoff destabilizes vegetation. Runoff then tends to concentrate into channel
flow, and soils tend to become entrained in the water and be transported
downstream. Unsuitable fill material, inadequate compaction, and/or poor
stabilization of vegetation can accelerate the erosion process. This has a
negative environmental impact on downstream features, and has the potential to
undermine the stability of the wetland facility. Erosion can be minimized with
the proper care of vegetation and the use of appropriate methods to repair eroded
areas and prevent recurrences of eroded areas. Appropriately, compacted soil
meeting the berm design requirements will be placed in any gullies or rills, and
then reseeded as described above. Re-occurrence of erosive problems should be
addressed with appropriate geotextile fabrics that are installed according to
manufacturer's instructions and per an engineer's recommendation. Uneven
surfaces on the crest of the berm may lead to the formation of rills and/or gullies.

It is possible to eliminate this problem by properly filling any depressed areas
• such that the entire top of berm is flat and level. Addition of fill to the top of
berm should be completed by first preparing the existing soil such that a distinct
boundary layer does not form beneath existing soil and newly placed soil. New
fill should meet all soil requirements (as to material, placement, and compaction)
as stated on the original design documents for this structure. Any fill should be
followed immediately by seeding according to Section I-A (1). Inspection for
erosion should be performed monthly or after every major rainfall event.
*Abutment (or toe) areas: The location where the fill of the berm contacts the
existing ground is the abutment (or toe). Erosive channels have a tendency to
form in these areas. Appropriate geotextile fabrics, as mentioned above, may be
necessary to prevent or stop this form of erosion from occurring. An engineer is
required if erosion in this area is significant.
C. Seepage
Soft wet areas and flowing springs are an indication of seepage. Early indicators
of seepage include vegetation which is more robust than surrounding vegetation.
Vegetation normally associated with wetland areas such as cattails, ferns, reeds
and mosses may also indicate the initiation of seepage. The previously
described abutment (or toe) area is a common location for seepage to occur.
Another common location for seepage problems is the area where the outlet
structure exits the berm section. This is especially true in cases where the soil
around the barrel is not compacted properly. Another problem related to
seepage may be indicated by the occurrence of `boils' below the abutment of the
dam. These boils are springs that tend to deposit soils. Locating the occurrence
of any boils should be included in the bi-annual inspection of the facility.
`Boils' are a possible indication of piping and could lead to berm failure. Piping
occurs when a void space is formed within the interior of the berm embankment.
These void spaces tend to be preferred paths for water to travel, which will erode
the interior of the berm and lead to failure.
D. Cracks, Slides, Sloughing and Settlement
1. Cracks: Large, well-defined cracks of greater than 1/4" width indicate the
potential for serious problems and the inspector of the facility should be
alert for their presence. Cracks in the berm generally follow one of two
patterns:
Transverse cracks appear perpendicular to the length of the berm and
may be caused by differential settlement. Transverse cracks increase
the likelihood of the formation of piping and seepage.
Longitudinal cracks appear horizontally along the berm and could
serve as warnings to a future slide event. Longitudinal cracks in
newly constructed berms may be an indication of poor compaction
techniques and poor foundation preparation.
2. Slides: Slides and slumps have the potential to critically undermine the
integrity of the berm. Arch-shaped cracks that expose soil indicate the
initiation of slides. Detection of slides by inspectors should be
• addressed in a timely manner and a geotechnical engineer should be
contacted for consultation.

. 3. Settlement: Settlement of the soil in the berm reduces freeboard in large
storm events and may even lead to overtopping. Differential settlement
of the berm can also lead to the concentration of runoff and therefore
erosion as mentioned above. For this reason the berm should be
maintained uniformly to its original design elevation. Greater than six
inches of settlement may be indicative of significant issues within the
berm foundation and could lead to catastrophic failure. Indications of
this degree of settlement necessitate inspection by a geotechnical
engineer.
4. Inspections for cracks, slides, sloughing, and settlement should be
performed biannually. Actions to take if any of the above is detected:
Any of the problems mentioned above require that a geotechnical or
civil engineer be contacted, and that corrective action be taken.
•
•

-~
SECTION II

SEDIMENT MONITORING

II. SEDIMENT MONITORING
A. Stormwater Wetland Pond
Accumulation of sediment within the wetland area should be kept to a minimum
by stabilization of the wetland drainage area and proper prevention of erosion.
Excess sediment accumulation within the wetland area will cause suffocation of
the wetland vegetation, thus crippling the water quality function of the wetland.
Inspection for sediment deposition should be performed biannually.
1. Check the depth at various points within the wetland, especially in the
upland areas around the inlets to the wetlands. Accumulated sediment
will be removed semiannually or when the depth reaches 6 inches or
more. A stake shall be set during construction to indicate 6 inches of
sediment accumulation. The measuring device used to determine the
sediment elevation shall be such that it will give an accurate depth
reading and not readily penetrate into accumulated sediments.
2. Removed sediment shall be disposed of in an appropriate manner and
shall be handled in a manner that will not adversely impact water quality
(e.g. stockpiling near the wetland or surrounding streams).
3. If the elevation of the marsh areas exceeds the normal pool elevation, the
sediment shall be removed to design levels. This shall be performed by
removing the upper 6 inches of soil and stockpiling it. Then, the marsh
shall be excavated 6 inches below design elevations. Afterwards, the
• stockpiled soil should be spread over the marsh surface. The soil shall
not be stockpiled for more that 2 weeks. Any dead or damaged wetland
plants must be replaced after this process per the approved wetland
planting plan.
B. Forebay
Accumulation of sediment within the forebay area should be kept to a minimum
by stabilization of the wetland drainage area and proper prevention of erosion.
Excess sediment accumulation within the forebay area will cause sediment
transport to wetland area and subsequent suffocation of vegetation. Inspection
for sediment deposition should be performed biannually.
1. Check the depth at various points within the forebay, especially in the
upland areas around the inlets to the wetlands. Accumulated sediment
will be removed semiannually or when the depth reaches 6 inches or
more. A stake shall be set during construction to indicate 6 inches of
sediment accumulation. The measuring device used to determine the
sediment elevation shall be such that it will give an accurate depth
reading and not readily penetrate into accumulated sediments.
2. Removed sediment shall be disposed of in an appropriate manner and
shall be handled in a manner that will not adversely impact water quality
(e.g. stockpiling near the pond basin or streams).
•

• C. Principal Spillway System
If present, remove accumulated sediment from the outlet structure. The
principal spillway system should be inspected for sediment accumulation
monthly or after every rainfall event greater than 0.5 inches of rainfall over a 24-
hourperiod.
D. Storm Drainage System
The upstream storm drainage system should be maintained along with the
stormwater wetland pond. Trash from the site has a tendency to be washed into
the storm drainage system and become lodged in the catch basins or pipes. The
catch basins and pipes should be cleaned of debris at the time that maintenance
is performed on the stormwater wetland pond. Sediment may accumulate in
portions of the storm drainage system where slopes are relatively flat. This
sediment may be washed out of the system, or flushed with a garden hose.
Sediment should be flushed monthly or after every rainfall event greater than 0.5
inches of rainfall over a 24-hour period. Steps should be taken to trap this
"flushed" sediment at the entrance to the wetland to prevent it from being
deposited within the wetland.
E. Wetland De-watering
If the wetland is to be de-watered for sediment removal purposes, it shall be
done in a manner that does not drop normal pool elevations more that one (1)
• vertical foot per day. A geotechnical engineer shall be present on-site during
any wetland de-watering activities. If the basin must be drained for an
emergency or to perform maintenance, then the flushing of sediment through the
emergency drain shall be minimized to the maximum practical extent. Any dead
or damaged wetland plants must be replaced after this process per the approved
wetland planting plan.
•

~~
SECTION III
MAINTENANCE OF O UTLET STRUCTURES

III. MAINTENANCE OF OUTLET STRUCTURES
• The stormwater wetland pond is designed to pass stormwater quality storms through the
low flow orifice located in the secondary outlet structure and larger storm events through
the principal spillway. It is of vital importance that these structures remain unblocked so
that the hydraulic functionality is not compromised. The outlet structure system should
be inspected to ensure that it is functioning properly.
A. Low Flow Siphon
The stormwater wetland pond drawdown device for this facility consists of a
1.5-inch diameter PVC pipe. In addition to maintaining the normal pool
elevation of the wetland, this device is responsible for drawing down the 1"
water quality volume over a period of 2 to 5 days. However, in the event that
the siphon becomes blocked, the water level will rise to the elevation of the
principal spillway, which means that the water quality benefits associated with
the wetland are lost. The siphon and trash rack should be inspected for blockage
monthly or after each major rainfall event. Debris causing the blockage should
be promptly removed from the siphon such that drawdown of the temporary pool
occurs within 2 to 5 days, as designed.
B. Principal Spillway
1. The principal spillway for the stormwater wetland pond consists of a 4'
x 4' square weir box structure attached to a 24-inch O-ring RCP barrel.
The principal spillway is responsible for safely conveying larger storm
• events through the facility. The principal spillway system is expected to
remain robust throughout the life of the stormwater wetland pond, but
periodic inspection of the system is required. This inspection should
occur biannually. The inspector should check for the presence of
spalling, scaling, or cracking in the spillway system. Spalling is evident
when pieces of concrete fall from the main pipe. It is defined as
breaking, chipping, or fraying of concrete slabs that leave an uneven
surface or edge, most often at joints or cracks. Scaling occurs when the
surface of the concrete begins to flake off. The presence of cracking is
indicated by separations in the concrete that are not located in the joints.
Cracking can indicate the presence of structural problems and lead to
leaks. Cracking can cause loss of the water tightness of the system,
which can lead to piping (i.e. migration of soil particles into the pipe). If
piping occurs, the risk of failure of the dam structure is greatly
increased. Evidence of any of the above issues requires that an engineer
be contacted for additional inspection to determine the need for repairs.
2. If the principal spillway system becomes blocked so that it does not
operate at full capacity, the risk of dam overtopping or other
uncontrolled releases may result. Therefore, to ensure hydraulic
capacity of the spillways, the principal spillway system should be
inspected for blockage monthly or after each major rainfall event. Any
vegetative growth that occurs within the principal spillway system
should be removed promptly so that the full hydraulic capacity of the
system is maintained.
•

• C. Wetland De-watering
If the wetland is to be de-watered for principal spillway system maintenance
purposes, it shall be done in a manner that does not drop normal pool elevation
more that one (1) vertical foot per day. A geotechnical engineer shall be present
on-site during any wetland de-watering activities. If the basin must be drained
for an emergency, then the flushing of sediment through the emergency drain
shall be minimized to the maximum practical extent.
•
•

~`1-o~~y V'2.

•
SECTION IV
MAINTENANCE OF WETLAND VEGETATION

•
IY. Maintenance of Wetland Ye~etation
A. Wetland Vegetation
Due to the construction process and the near "optimal" conditions required to
establish wetland vegetation, it is very likely that a portion of the initial wetland
plantings will not survive the first growing season due to factors such as lock of
wetland hydrology, variable water levels, wetland plant selection, quality of
wetland plants, and sediment accumulations. Therefore, it is likely that
additional wetland vegetation will be required during the initial stage of
development of the wetland. Over longer periods of time, drought conditions or
other factors may cause the wetland vegetation to die off and therefore need
replacement. Any wetland vegetation requiring replacement should be in
accordance with the original wetland-planting plan, which has been included in
this manual
B. Wetland De-watering
If the wetland is to be de-watered for wetland vegetation repair/maintenance
purposes, it shall be done in a manner that does not drop normal pool elevation
more that one (1) vertical foot per day. A geotechnical engineer shall be present
on-site during any wetland de-watering activities. If the basin must be drained
for an emergency, then the flushing of sediment through the emergency drain
shall be minimized to the maximum practical extent.
•
•

o~1-~i ~y~ VZ

SECTION V

RODENT /PEST CONTROL

Y. RODENT /PEST CONTROL
• A. Embankments
Certain rodents including muskrats, ground hogs, and beavers tend to favor man-
made earthen embankments as burrows. Evidence of the presence of such
burrows requires the removal of the rodent and repair of any damage created by
the presence of the rodent. Inspections for the presence of rodents within the
embankment should be performed biannually.
B. Mosquitoes
Mosquitoes are another common nuisance associated with stormwater wetlands.
In order to minimize the mosquito breeding possibilities, B.T.I. (Bacillius
Thurningienisis Israelensis) mosquito briquettes shall be inserted periodically
into various locations within the wetland. B.T.I. briquettes are pet safe, and are
harmless to children and the environment. These briquettes come in 2" floating
rings, which when placed into the wetland are consumed by mosquito larvae.
Once consumption of the briquettes occurs, the mosquito larvae are killed. The
briquettes should be staked down in order to prevent them from exiting the
wetland. One B.T.I. briquette should be installed per 100 square feet of wetland
surface area. The installation of briquettes should be installed once per month.
\ •
•

o~-o-~~ V2
•
SECTION VI
PROPER WETLAND WATER BALANCE

VI. PROPER WETLAND BALANCE
• Crucial to the development of the stormwater wetland pond is the maintainance of a
proper water balance. If the wetland is not sustaining an adequate water balance, steps
should be taken to reestablish the appropriate wetland hydrology. This may include
installation of a well pump.
A. Due to the relatively small drainage area to the wetland, a well pump may be
necessary to "irrigate" the wetland to sustain a normal pool elevation that is
conducive to wetland plant growth and water quality functions. The well pump
should be equipped with a float switch kit. When the normal pool elevation
drops, the float switch would turn on the well pump, which would pump water
into the wetland, until the water level returns to normal pool elevation. Once the
water level has returned to normal pool elevation, the well pump would
automatically turn off. The well pump should also be equipped with an
operating switch from which the well pump can be manually turned on or off.
B. The normal pool elevation should be inspected during each trip to the wetland
facility to ensure that it remains at the design level, and to ensure that the well
pump, if installed, is operating properly. If at any time the inspector notices the
normal pool elevation lower than design level, a well pump should be installed,
or, if a well pump is already in use, it should be inspected to ensure proper
operation. In the event that the well pump is not operating properly, either repair
or replacement will be necessary.
C. Maintaining and preventing the wetland from reaching a stagnant condition will
• greatly decrease the probability of mosquito breeding. Therefore, to prevent
stagnation from occurring, the well pump, if installed, should be manually turned
on at each biannual inspection and remain on until the wetland has been
completely "flushed".
D. If the wetland is "flushed" at each biannual inspection, stagnation should not
become a problem. However, if at any time a "stagnate" condition occurs within
the wetland, the well pump, if installed, should be manually turned on and
remain on until the pocket wetland is completely "flushed". The wetland is
completely "flushed" when all evidence of stagnation has been removed and the
water has returned to a "healthy" condition.
•

SECTION VII
MAJOR REPAIRS

VII. MAJOR REPAIRS
• Major repairs include repair of the embankment to control or fix seepage, cracks, slides,
sloughing, and settlement as described in Section I. It also includes repairs to the outlet
structures as described in Section III.
Any repair, reconstruction, or replacement equal to $TO BE DETERMINED (one-third
of the initial construction cost of the stormwater wetland pond) shall be considered a
mayor repair.
•
•

SECTION VIII
OPERATIONS

VIII. OPERATIONS
• The following maintenance and repair records should be maintained:
All instances of maintenance and repair should be logged and stored in Section X of
this manual.
• Bi-annual inspection reports: The inspection checklist should be completed at each
bi-annual inspection. The completed checklist and any additional comments should
be retained in Section X of this manual. Reseeding and fertilizing shall be
undertaken in October and April.
• Monthly and post-rainfall inspection and other observations: Notation should be
made of monthly and post-rainfall inspections. Additionally, other instances of
noteworthy observation should be recorded. All of this information should be filed
in Section X of this manual. Apost-rainfall inspection is required when rainfall
exceeds one-half inch (0.5") in a 24-hour period (major rainfall event). Monthly
inspections will be completed on the 15~' of every month.
• An annual inspection report will be performed by a registered professional engineer
and shall contain all the information required by Raleigh City Code Section 10-
2028. The inspection report shall be on forms supplied by the City of Raleigh. The
inspection report is due on the anniversary date the as-built drawings of the
stormwater wetland pond were first certified to the City of Raleigh. These reports
should be sent to Raleigh City Public Works Department, Stormwater Division,
P.O. Box 590, Raleigh, NC 27602. Any discrepancies noted in the inspections shall
be corrected within thirty (30) days.

•

o~ - o ~ ~ ~ V2
•
SECTION IX
ANNUAL B UDGET AND REPLACEMENT FUND

•
•
IX.
ANNUAL BUDGETAND REPLACEMENT FUND
A. Opinion of Annual Budget
Item Approximate Yearly Cost*
Mowin $TBD
Seedin $TBD
Fertilizer/ Lime $TBD
Embankment Re air $TBD
Trash Removal $TBD
Sediment Removal $TBD
Outlet Structure Maintenance Includes Ri Ra $TBD
Rodent Control $TBD
Mos uito Bri uettes $TBD
Professional Ins ection $TBD
Premiums for Liability and Casualty Insurance
$TBD
Payment of Stormwater Replacement Fund to City of
Raleigh

$TBD
Total Average Yearly Maintenance Cost = $TBD
*Note:
Costs presented are approximate and are the design engineer's best estimate based on
experience. The design engineer assumes no liability for the costs presented above. The
costs are shown only as a general guide. Costs are shown as an average yearly value.
Maintenance items such as the spillway structure and embankment may not require
extensive maintenance for several years. Maintenance costs have been calculated
accordingly.
B. Replacement Fund
1. The following is the estimated replacement cost for the Stormwater wetland
pond.
• Earthwork (Dam Embankment) $TBD
• Outlet Structure $TBD
• Riser /Barrel Assembly,
• Siphon Headwall Assembly,
• and Installation Costs
• Wetland Plantings $TBD
• Estimated Total Cost $TBD

The design engineer bases all cost opinions upon best available information. Cost and
reconstruction opinion may vary significantly from actual costs. The design engineer
assumes no responsibility for the cost opinions listed above (annual maintenance and
replacement cost).
C. Replacement Schedule
Replacement Account for Structural Replacement and Major Repairs, the
Replacement Account should be funded per the following schedule:
Years 1-5
•
Year Replacement Amount
1 $TBD**
2-2007 $TBD
3-2008 $TBD
4-2009 $TBD
5-2010 $TBD
Years 6-10
Year Replacement Amount
6-2011 $TBD
7-2012 $TBD
8-2013 $TBD
9-2014 $TBD
10-2015 $TBD
Total Replacement Amount $TBD
All monies shown on this schedule will be paid to the City of Raleigh. Payment
of years 2-10 are required to be paid to the City on or before July 1.
*The replacement schedule is computed by the following formulae:
Years 1-5 = (TBD x 0.85 x (2/3)) / 5
Years 6-10 = (TBD x 0.85 x (1/3)) / 5
**Developer contribution of 15% plus first annual replacement amount.
•

~ 2
SECTION X

INSPECTION CHECKLIST

X. INSPECTION CHECKLIST
• A. Monthly Inspection Items:
The following items should be inspected monthly or after any significant rainfall
event. Drainage:
• Seepage Control
• Abutment Contacts
• Principal Spillway Outlet Structure
• Low Flow Siphon
• Embankment Vegetation
• Wetland Plants
• Soil Erosion
• Pond Drawdown Time
• Litter/Trash Accumulation
• Mosquito Briquettes
• Sediment and Outlet Structure
• Trash Rack
• Misc./Other
B. Quarterly Inspection:
Any trees, shrubs or other woody vegetation should be removed from the berm.
C. Bi-Annual Inspection:
• The following items should be inspected bi-annually. The inspection checklist
should be completed at each bi-annual inspection.
• Top of Berm
• Upstream Slope
• Downstream Slope
• Sediment Depth
• Upstream Storm Drainage System
• Principal Spillway for cracking, scaling, or spalling
• Rodent Control
D. Annual Inspection:
Once a year, the entire facility shall be inspected by a professional engineer. At
this time, an annual inspection report will be completed, and shall contain all the
information required by Raleigh City Code Section 10-2028. Refer to Section
VIII, Item C for further information.
•

DAM INSPECTION CHECKLIST
CORPORATE CENTER APARTMENTS - 5TORMWATER WETLAND POND #2
DATE OF INSPECTION:
To help [he dam owner perform periodic safety inspections of the structure, a checklist is provided. Each item of the checklist should be completed. Repair is required when
obvious problems aze observed. Monitoring is recommended if there is potential for a problem to occur in the future. Investigation is necessary if the reason for the observed
problem is not obvious.
• A brief description should be made of any noted irregularities, needed maintenance, or problems. Abbreviations and short descriptions are recommended. Space a[ the bottom of
the form should be used for any items not listed.
•

DAM DATE

OWNER WEATHER

INSPECTED BY POOL LEVEL

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INSPECTION OF BERM SHOULD INCLUDE INTERIOR BERM BETWEEN WETLAN DS
Item Comments
1. CREST
a. Visual settlement?
b. Misali ent?
c. Crackin ?
2. UPSTREAM SLOPE
a. Erosion?
b. Ground cover in ood condition?
c. Trees, shrubs, or other wood ve elation?
d. Lon 'tudinaUVertical cracks?
e. Ade uate ri ra rotection?
f Stone deterioration?
. Settlements de ressions, or bul es?
3. DOWNSTREAM SLOPE
a. Erosion?
b. Ground cover in ood condition?
c. Trees, shrubs or other wood ve elation?
d. Lon 'tudinaWertical cracks?
e. Ade uate ri ra rotection?
f Settlements, de ressions, or bul es?
Soft s ots or bo areas?
h. Movement at or be and toe?
i. Boils at toe?
~. Rodent Burrows?
4. DRAINAGE-SEEPAGE CONTROL
a. See a e at toe? Estimated m
b. Does see a e contain fines?
5. ABUTMENT CONTACTS
a. Erosion?
b. Differential movement?
c. Cracks?
d. See a e? Estimated m
e. Ade uate erosion rotection for ditches?
6. INLET STRUCTURE ser Concrete Box
a. See a e into structure?
b. Debris or obstructions?
c. If concrete, do surfaces show:
1. S allin ?Chi in , breakin u
2. Crackin ?other than hairline cracks
3. Erosion?
4. Scalin ? flakin off, chi m
5. Ex used reinforcement?
6. Other?
d. If metal, do surfaces show:
1. Corrosion?
2. Protective Coatin deficient?
3. Misali ent ors lit seams?
e. Do the 'oints show:
1. Dis ]acement or offset?
2. Loss of'oint material?
3. Leaka e?
f Are the trash racks:
1. Broken or bent?
2. Corroded or rusted?
3. Obstructed?
4. Operational?
•

•
•

INSPECTION CHECKLIST- PAGE 2

NSPECTED BY DATE

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7. PRINCIPAL SPILLWAY PIPE Concrete
a. See a e into conduit?
b. Debris resent?
c. Do concrete surfaces show:
1. S allin ?
2. Crackin ?
3. Erosion?
4. Scalin 7
5. Ex osed reinforcement?
6. OtherT
d. Do the 'oints show?
I. Dis lacement or offset?
2. Loss of'oint material?
3. Leaka e?
8. EMERGENCY SPILLWAY
a. Erosion lies or rills
b. Ex osed or dama ed eotextile fibers?
9. VELOCITY DISSIPATOR Ri ra
a. Outlet channel obstructed?
b. Is released water:
1. Undercuttin the outlet?
2. Erodin the embankment?
3. Dis lacin ri ra ?
c. Tailwater elevation and flow condition?
10. Resevoir
a. Hi water mazks?
b. Erosion/Slides into wetland azea?
c. Sediment accumulation?
d. Floatin debris resent?
e. Ade uate ri ra rotection for ditches?
11. INTERIOR BERM
a. Erosion?
b. Visual Settling?
Reference: 2000 Maryland Stormwater Design Manual- Volume II: Stormwater Design Appendices. Maryland Department of the Environment: Water Management Administration. Note this form is adapted and
modified from the original version.
•

0`1-oi~~- v~,

SECTION XI
STOR1~ IWA TER WETLAND DETAILS

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IN • EL 412.00 (NWSE)
SPFXIN TO EXTFNO 6' iPW
iNE flGE a lEE RISER
NORN.LL POOL - EL 412.00
OPAWDOWN GRAN
TRlSN RACK (SEE Fit
OEFNI SHEET PD-1C) m=rnlFE1}~]i
IMIEAT OUF . EL 109.00
CONCRETE
INiI-iLOTAN7N
gocK
NOTES:
I. CONCRETE ANTI-PLOTADq BLDG( TO BE
PROADED WRN MINNUM 1EMPEMNRE AND
SNRNNAGE SiEELL RE98DRCENElE
2. TRASH RAIX NOT 910WN FOR CLARRr
81RRET.
GROUT
7RASX PACK
(sEE DEruy
caNaRTE caGAR (ro aE
Cgb'iMIC1EU IN iXE TF1D Bf
iFE CaRRWTgE, SEE OETNL)
told rt. M~
Ca1PACTED BEAM SECRON
(sEE BEMA soa ANo
COAIPAC11EX1 SPECNTGOpN4
oN SHEET Po-2A)
PROPOSED CPAOE
N'PRO%WTE LOGiMN G
a EpsrNC aROUxo I ~- _
~ ~ ~=1 I I
I
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~_~ ~ ~~ ~ ~-~ ~~
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ID Fr a _ - ~ ~-_~
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I I 1= CPAt (MN.) (SEE OEfNL SHEET Po-2C)
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~
- I
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1
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a' PIRG aLVE. THE vALYE Nox-rq.EN aoTE%TAE FABRp
sHUL aE A uax smE eso
%-CEMRIC vNIE ql sHNL ~ P1ACE0 ARDUnD EACH
JdNf a TiE 42' o-RING ACP

'
Kfl' rRENCx (SEE BkAI 90l !
CgICRETE cRA1NE sPILLRMr TILER
n' agNG RCP
ENGNEER NRMON:D EOLL'L B/PJRL N 2' WCF STRIPS INN.)
S COIIPACTNIN SPECPICMWNS,
OETNL sHEEr w-aA) (SEE OEDL SHEET PO-wI (SEE aTNL ItN. OUT - 408.W
Txs vAAYE swL EE N
AGCOROWCE WOX AWMA cwrt~ aN /aM. stEr Po-2cl
C-504 SEG 5.5, NN SHML
BE aERF$E TRW TOP a
OUTIET STRUCTURE NA A
"'~""m' PERMAN ENT DAM CROSS SECTION
N.TS
8.0'
I.5' fi.0' 1'.6'
CONCRETE WUM (10 BE
INSTRUCTED IN TR TIRO
T Bf THE CONIRACfOA -
} SEE OETNL)
1.5' MIECISTER SHUL PRONG
A KICK OUi fqE THE
244 0-PoNG RC-
T.
5.0' _d ~ ~ 2Cf o-AyNG RCP
PLOW
E. , CONCRLIE GRADIE
Ji''- (SEE OEVA SHEET PO-m)
4' SOUO BPoIX CONTMCTOR SH'11 PRUADE
(BY O7FER5) SIFPS N ACCOAONICE WIIX
NOTE BAIIX LEA1L ATTAGI NCOOi 510. 840.66. STEPS
AND UY 7MNT /OAD1Sf SH4LL BE PLACED AT 16' 0.C.
PRECAST STRUCTURE USMp (SEE DETNL SHEET PD-2C)
BRIIX D6 M0H NO N7p
SPACE BETWEEN

S.o' TOP OF HAMWHEEL i0 EXTEND
1-Poor ABOVE TRASH RACK
I ~.~4O~~{ WIDE SIEN
RX+ a RISER EL 118.00

T5• PND sIPwN

' 15' PrC GIPNON
IM' . a I1z.ao (NwsE)
NV = EL 41200 (VASE) fi
MIN. WNL SIPHON TO EYIFND 8' flroH
SIPHON TO E%IQA B' FROM
THE FACE a iNE RISER DIKKNE55 (1YP.) THE FAa OF 7XE R5ER
24'1 0-RING RCP
' '
4 qP OR/IN
8 7.0 0
4' SOW BMCI(
NOR BRICK S(HNL ATTACH
~ ~ 9. W
AND ur TIGHr e,±NNSr
PREAST 5TRUC7URE USING /
~
BMCN RFS WIM NO Vq0
SW,CE BETWEEN

I -2'
IN4FAT Oa EL 109 00
(ryp) '
0.50
T ~ ORAWDOWN DRAN
IA 10• 2 If 8Y qP 0 0.0014
yL IN+ = a +o9m
CANDVCRN SNNl NAM
NVERT OF RSFR STHUCiIME
ro DRAN POSITNELY TO
IN/FRT a aunEr awREi
USNG NON-SNPoNK GROUT
CONTRACTOR SHALL SUL J /
1XE MPE PENEIRAIMN
USING A RUBBER BOOT
NID STNNU35 STEEL
WRONAAE
CONCRETE
AN0-ROTADaI
SLOG(
PERMANENT OUTIEI' STRUCTURE DETAILS
N.T.S.
S' ANCMgi DFRM
I4 RE8A9 ANCHORS
CdiTHAC10R SHN1
GALL N/IO PRECAST
smucT-RE ww. AND
SE7 NICHORS USING
EPO%1' GROUT
Y CIFARANCE i0
WTSPE a I4 flEB1R
CONCRETE COLLAR DETAII.
N.T.s.
4' SgID BRIq( (Bf OMERS)
NOR SICK SHNL ATTAGI
AxD ur Tpxr AGVUSr
PREGASR SDNCNRE USMG
BRIG( DES WITH NO VOp
SPACE BETWEEN
F~1' OFPTH Sap PSI CONCRETE COWR
(Mln. u wr SmENBIx)
3' Ct&RANCF ro
- - - OUf51a a II REBNt
5.5' DENTEA i0
21' 0-RING CENTFA
RCP
18' ANGIOR
OEPM
I/ RETi4E ANGICRS.
CONIW/;TOR 6HM1 ORLL IMO
PAEG45i B15E N.'0 SET
ANCHORS USNG EPOXY GAWi
CONCRETE MT-fIDTATNIN
gDCk
FINAL DRAl1ING -NOT RELEASE- FOR CONSTRUCTION
CONTRACTOR SHNL PAONa
51FP5 N ACCCROVlCE YBIH
NCDOT 510. Bb.66. STEPS
SHAJ1 BE PULED Ai 16' O.C.
(SEE DETNL SHEET Po-2C)
/' S01~ BRICK
(Br orHEHS)
NOR BRICK SIW1 ATACH
AND UT TIGHT ACNNST
PRECAST STRUCTURE USING
eRIGC TES wRH xo wlD
sPAa BETWEEN
OgICRETE CHUM (70 RE
CgI51PlICIED N THE EIELD
~ Bf ME COMRAG70R -
SEE DEENL)
PREf1SIER SIUU. PRGAa
° A a0d( OUT Fqt ME
ti 21'4 0-MNG RCP
24 f 0 RING RCP
ROW
0
CONCRETE CR40LE
(SFE aTNL SHEET Po-20J
L BY qP OP,VN PPE B' PLUG VILYE llf YNYE
COMRALroR SHALL SLLLL BE A MdN Stt1E 820
CORE-DRILL THE HOLE FOR %-CENIPoC VN.VE OA
THE 8'o pP PPE IN 1HE APPROVED EQUAL /HI5 V/LYE
iR10. PRFCISIEA SW11 SWlL & IN ACCAROlNCE
0418 RENFORCEMENT IN ~ SXNL ~ a~LL4.5,
X15 OAU FAOY TOP a OUiIET
STPUCTME YA A HWONIR:EL
NOIFS:
1. ALL REBNE TO BE iI fh9AR.
2. N1 REBNI /ND AVWFS ro fiE CILVAMIID AND BE PRONGED 'MIX Ni EPOXY
CMTYlG.
b. DN: Iqi-0PPED, GALVNQm 2'x2'x1//' ANGILS SHIi1 BE NE1DE0 TO THE REBNi
iRA211 PACk. ONCE Wfl0E0, 7XE ENTIRE AiSEYBLY SHNL BE PULm OMO 1HE
RISER WRX NK.IES SRIW:G DIFECTLY ON TOP a RISER
].0'
2''.
II RETUR TR/SX RALN (ABDK)
ANGX)P RASH PN](ro MANHOLE WILL
WIM FOM EOW1Y SPACED HOT-dPPEO
GN.VAMZEO SRFL CWIPS. EALN CLWP
ATTN:NEO TO MWNIXE R5ER BY
2-4'x1/1' CONCRETE ANCHgt BOL15 E1CH
CLUIP TO BE COATED W/ IN EPOXY
CMTNG.
TRASH RACE DETAIL
N.iS.
NOR
I. NL AEBNi ro R N REDW.
2. GROUT SHALL BE 15ED i0 FlLL NL VC815 NSIOE
7HE SDNCNAE AAWNO ME P PE.
50'
5' cTEAPa+ce To 5' GFARANCE ro
OUTSIDE OF I4 f3&Vt gllSla OF I4 REBAR
S aFNWILE TO ,. '•
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, / \
5.1' I24' 0-RING S SA'
RCP ~ ,
_~/_
OS'
CONCRETE ANTFftDAOON
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1.2'
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07-20-2007
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IPASX PN7( FABAICAiOR
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SiRUC1URE WTfRVL
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(SEE DET/IL) P16N
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TI~I ,'~„ 1 I
5EG'RW A-A
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A FILTER BVNN¢ S TO r INSTALLED (SEE NOTE)
BEI'NEEN THE RIPINP IND AIL FOIINDARON.
THE RLTER BVNKEf wLL CONSIST Of A
MINIMUM 1' iXXD( DYER Of STONE (NVLOT
X57) UNDERWN WITH YIAM FlITFR WFAIE 100
OR IPPR014D EWNAIEM
Mores oN
ALL STEPS SHALL PROTRU~ V' FRTx NSIOE FACE m' STRUCTURE VALL "
THEPENGNEERI VITH DETAILS [f~T1E IPRWDSEDNSTEPSATAND ANAS rkCEIVCO YpIMTTEN APPROVAL FRON¢TNE ENGINEERTFORC~HERUSE ¢HSU[H~STEPSD y~=U
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AT N soNlrAer s6vER xAxHDUS g40~66 +' san eA1cN (Br onlERS)
rNOre BNCN sHAU ur ncxr
AcaNSr PRErwsr snrucnRE
MAIIVTENANCE ACCESS STEPS USING BRICK nES vmx ND
+6 RERAR PERIMETER FRAYE~ Vq0 SPICE BEmEFN
N.T.S.
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1' r /' 6/6 W¢OEO aRE 6' WIN. WILL
FIBRIC (FACN SN)E t RIP OF /' r 4' 6/fi WELDED W1R
C1GE) CONTP/GTCR SHALL SE/L R1E PIPE FIBRIC (EACH SIDE Y TOP OF
PENETRAnON USINC A RUBBER BOOT CAGE)
AND maN1ESS STEEL HARgNARE

' '
3.03 3
(7rP)
~ 3 ~ ~ 3.80
8'I qP
.
9
e ~8.
1' ANCHOR OEPN ~ B' PLUG VALVE THE YALVE
CONTRACTOR SHALL SH41 BEAM§H SfttE 830
X-CENOiIC VALK OR
DNLL N10 PRECAST ENCINEEA /PPROYEO EQUAL
+
E1(fENOED fNSE N!D THIS VALVE SHALL BE N
'
I DIP OPIN! PIPE
SET ANCHORS USING 8
'kCORDAN~ mfH ANWA
EPO%Y GAWT ~ CONTACTOR SHALL CORE-DRILL
C-504 SEC. 5.5, ANO SWLLL
'
' ~8 RE81R PERIYEIFA iRAIAE
0.86
0 DID IN
1HE HOIf fOR THE 8
(CEMEA i0 CENTER) THE HEIR. PFECASTER SIULL BE OPEPABLE FROM rOP OF
~~ SNUCfUAE ~ A
ONR RFINFCfltEMENi IN THIS
N.WOWXEEL.
MU /' SOIL BAICN (BY OTHER
NOTE: BRICK SITYL UY TIG
/GNNST PRECAST STRJCM
USNG RRX;K TES WIi11 ND
`Pop SPACE BETWEEN
8" DIP DRAIN TRAXSHRACH DEI'AIIS
N.i.S.
24" OUIiEf BARREL VEI.OCIIY DISSIPATOR
N.ES.
aa.
e'1 Dn DRad PPE
CONTRACTOR SHALL CORE-GRILL
M XOIE FOR M eY qP N
M FlElO. PAECASIER SH11L
OMR RPNFORCELI¢IT N 7X15
AAU
6' YIN. NP11 8' PUIC VALVL ME YALYE
KJ(N B SNW. BE A YhX SIYIE 830
X-CENDBC YILVE OR
/PPAOVED EOUa. 1X15 VALVE
SHALL EE IN ACCgiDWCE
NRI AWNA C-50{ SEC. 5.5,
A'q SHALL BE OPEWHIE
FROM TOP OF OllilEi
STRUmUAE VA A NWDVMEEL
0
Z U 8'1 DIP
CONTRACTOR SHAL SEAL THE PF'E
PENETRATION USING A AUBBER BOm
AND mANLE55 STEEL HAPgXANE
FINAL ORAAING -NOT RELEASER ROR CONSTRUCTION
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•
•
dDffs:
L ALL nE B/RS(U-BARS) AAf ~7 (AS IABELFDJ aEBAxIGaWE fio) SPACm AT
10 FT. CFMFR TO CENTER ALONG THE LE1&1N OF THE CRNLE
Z. NARIWN A MIN. COKR OF J' ~ WNCRETE DO 1NE OIfISOE Di 71E
REEVR) FOR ALL REWFORCENFNE.
3. TRENCH TO BE BACKFlLIID IN S' tF6 WHm COIAPACTpN 6 B/ HWD.
BIONFlLL 6 M B' UFR WNm CONdICTm BY YN.IXNE WNIMUY OF A FEET
COYW NUST BE PR6ENF ON Z4'/ RCP BEFOR ORMNC O1ER WIIX HFAW
EWIPNFNf.
!. RENfOPCm CONCRETE CWNIE VAY BE REPVLm PER RECOMwENOATN)N
FAdR TIIE gFSRE GEOTECHNK.U. ENGINEER ANY OEYATIUN IRON T115 OEWI
SWl1 BE SUH.INim 70 IND AE4RWE0 Bf 7XE DFSKN ENGINEER PRpR 70
IMPLFMFNPTgN.
1
t
kRl-FLOTAOMI
BLOCK
I' THICK .pINF
Po.1FR NMFNYL
14'1 0-RING
RCP
FLOWS /
H-••-~ ~-
1' THICK JOIM
FILLER NRERAL
CONCRETE
M1O-fLOTA1gN
BLOCK
R[SER BARREL CONNECTION DEfAB.
N.T.s.
24" CONCRETE CRADLE DETAIL
N.T.S
mOWN1 PFA NCOOT STD. BN.A
(s¢ DrrNL sHEn PD-r
NOTE 4' WFFPNIXES TO BE PROAOE
WfM VAR1fiM GVAAO qI OONNSTFFA
SIDE AND CMYNII2m HMOWARE CLOT
DN UPBIRFAN SIDE Qi' W%XIU
OPEI/fIG!
PAAA"i PIPE-gyp gElCv[MIME
~FlSE
1. f OPIM7N A 6 CNOSFN FROM NOTE B OE THE CONSIRUCOQq
SEWENQ, 7HEN BPoNG CAIDE OF 0.W EYBNgI(MQlT TO SPRINCINE
OF PIPE EIEYATpN. f OPnON B 5 CHOSEN iR011 NOR B OF 1NE
CONSIPLCIION SEOOENCE DRN CONSTRUCT m1B1FpRN FOR
CONCRETE CRACdf ON E%ISIING GPAOE.
Z. P OPAON A B CHOSEN FADII NOTE 9 OF 11E CONSIRUCitlN
SEWENCE, DP71 EYCAYATF 7RENCX FM CA/dE NO BAARIl PER
DINENSNINS ON ORAYANGS. P OPOON B 6 CHOSEN FROLI NOTE A OF
THE CONSIHUCnON SEOUENCf, PROCEm TO STEP 7 BELOW.
J. PVCE REINFORCNO STEEL MID J06NT Fll1FR W1ERV1 PFA
DAANIN(S. NL REINPORCINO STEEL SHML WYE A NINIMUw a Y OF
CONCRETE COYER (NLLUNNG 71E5).
4. FLACE BWREL PIPE ql CONCRETE BLOCKS 70 fRfDE CONRACTOR
SWLL WRM JpN15 WIIN t-PF WIDE STRIPS OF FABRIC Ai 116 STEP.
5. POUR WINREIE TOR CAAOIE F'OR FAOX SECIKIN FROM ONE SCE
OF 1HE TRENCH. ADOW CONCRER: ro FlLL ELAINE AAE1 UNDER PPE
MD PIPE NWNCXES AS TO IFAYF NO VOIDS UNDER 7HE PPE BEFORE
PWANC ON DIE aPwsnE SOE OF n[ iPFNCX. PWR DIME
cRwIE As OIgE IJR (YERNf/11» PEA DRAWTNa.
475' MIN.
8. NIAW FAADIF 10 CURE FOR A NINNUY Of 1 B1T5 BEFDIN Ilff
NBRAONO COMP/CIpN EWIPYQn 6 IISm N TXE NCWM OF 7ME
BNBIEl PPE
BARREL PIPE CR/OTF IYIFAML SPECIFlGTNINS
~ / - \ ~
- - / ~ 8, ~,) ~~ ~SRENCTH OF JSOO P51 AT 18 8415
At'f 0-RING 1-fiS NR EIOPNR9
RCP / \ YA%NUM INK 70 POUR 181E OF 90 NINJIFS
~,~ I I is F£BA4 (CRME g0) fdM LSLNOEIgS SNVL BE PREDMm FOR 7ESTINC FOR Udl UR.
14'/ 0-RNG ACP q1E SHLLL BE 1ESTFD AT SEhN MYB. 7NO AT z8 DAYS, ANO THE
1 7 AEHAN T6 (u- FOUR01 sW11 BE xEIL PoR SI OA12.
1 J ~ A WIWJw OF Y W CONCRETE COrFN ON ALL STEEL B REOURm
SPACm AT 10 R.
A.7Y' \ (INCWDNl01ESj.
15.84' _ ' I ~ fANCAETE i0 BE VBRAm YERIICNLY. WEI CONCPETE SW1L NOT
BE M01ED NORRONDd1Y WiIX 711E NBR170xL
T ~ ~ I $REL
(Nix.) • ~ ~~ c (ui+.) Amu s m Tsow~i BE ~E a Ausr oa oncR AEBRB TWT uIE~T
t .,
PREYFM BDNONO i0 7ME CRlCREIE
\ NL SRR SHNl BE BEM WTM A MINIMUM RVNUS OF 3O8 (I.IJ'
I' 1HCI( JqM I ' wN. FOR +3) AS SHgWJ ON THE OMWINGS.
FlLIEA W7ERW. 6' iROM B7ROY OF CRAOUE iXE +8 BRAS IN ME CONCRETE Cfl001£ SHNL BE SRLm WIIX
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