20041544 Ver 2_Stormwater Plans_20070518

STORMWATER MANAGEMENT PLAN
HUNTSTONE SUBDIVISION
VANCE COUNTY
September 2004
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PEIRSON & WHITMAN ARCHITECTS AND ENGINEERS, P.A.
5510 Munford Road
Raleigh, North Carolina 27612
P&W Project No. 1838

TABLE OF CONTENTS
I. INTRODUCTION :...................................................................................................1
II. SITE PLAN :..............................................................................................................1
III. MANAGEMENT PLAN :......................................................................................... 3
A. DESIGN CRITERIA .................................................................................................. .. 3
B. POCI{ET WETLANDS ............................................................................................... 12
IV. OPERATION AND MAINTENANCE PLAN :.................................................... 13
V. SPILL RESPONSE PLAN :.................................................................................... 14
VI. RESPONSIBLE PARTY :...................................................................................... 14
Stormwater Management Plan Page ii
Peirson & Whitman Architects and Engineers, P.A. Project No. 1838 September 2004

STORMWATER MANAGEMENT PLAN
HUNTSTONE SUBDIVISION
I. INTRODUCTION:
Huntstone Subdivision located in Vance County, North Carolina is a residential tract of
land comprised of approximately 130 acres. The typical lot size is half an acre and is
served by gravity sanitary sewer and a public water system. Huntstone Subdivision is
located in the Tar River Basin and south of the City of Henderson. The subdivision is
bounded by Interstate 85, Highway 158, Poplar Creek Road and Poplar Creek. The
subdivision entrance is on Highway 158. The subdivision has been slated for phase
construction; as most of the lots in the first phase are sold and built on then the second
phase of construction will begin.
The water and sewer systems are owned and operated by the City of Henderson.
Figure No. 1 presents a vicinity map of the Subdivision.
II. SITE PLAN:
The Site Plan for the Huntstone Subdivision can be found in the plans. The plan shows
the proposed storm water quality management devices along with the subdivision's roads
and lots. The average impervious area for the site is 19 percent and is comprised of
rooftops, driveways and roads. The connected impervious area was assumed to be
10 percent.
The subdivision is on a combination of pastures and woods with a rolling terrain
averaging 2-8 percent slopes. The Vance County Soil Survey identifies soils in the area
as Appling Sandy Loam and Vance Sandy Loam. Appling Sandy Loam has moderate
permeability and is a well drained soil. Vance Sandy Loam has slow permeability with
low organic content. Both soils indicate that seasonal ground water levels are greater
than 6' below the surface.
The site is located within the Tar River Basin and has had three (3) perennial streams
delineated by DWQ. All three (3) streams have their headcuts originate on site. The Tar-
Pamlico Buffer Rules call for 50-foot natural buffer on both sides of the intermittent or
perennial streams. The buffers provide a natural filter for pollutants that might other wise
be carried directly to the stream with potential harmful effects to aquatic life. One (1) of
the three (3) streams on-site contains the divide for this watershed; therefore, all the
stormwater within this drainage area is generated on-site. The other two (2) streams have
on-site and off-site drainage areas. All the off-site stormwater is from undeveloped
agricultural/wooded rolling terrain.
Stormwater Management Plan Page 1 of 13
Peirson & Whitman Architects and Engineers, P.A. Project No. 1838 September 2004

Figure 1. Vicinity Map
VANCE GRANVILLE
COMMUNITY COLLEGE
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Stormwater Management Plan Page 2 of 13
Peirson & Whitman Architects and Engineers, P.A. Project No. 1838 September 2004

Wetland Pocket Drainage Area No. 1,
The drainage basin has a total drainage area of 10.63 acres with 19.0 percent impervious
surfaces. The total area is considered to be developed.
Wetland Pocket Drainage Area No. 2,
The drainage basin has a total drainage area of 9.19 acres with 19.0 percent impervious
surfaces. The total area is considered to be developed.
Wetland Pocket Drainage Area No. 3,
The drainage basin has a total drainage area of 3.54 acres with 19.0 percent impervious
surfaces. The total area is considered to be developed.
III. MANAGEMENT PLAN:
A. DESIGN CRITERIA
Huntstone Subdivision will incorporate the following stormwater management
devices; grass swales, level spreaders, vegetative filter strips and pocket wetlands
to improve the water quality prior to discharge to receiving streams. In a few
small areas where these devices are not practical to install, stormwater shall leave
the site by overland, sheet flow. Grasslined roadside ditches shall convey
stormwater to pocket wetlands or level spreaders outside riparian buffers.
Stormwater leaving the level spreaders shall enter vegetative filter strips then
enter the riparian buffers as sheet flow. Three (3) pocket wetlands have been
incorporated based on site topography being the limiting factor. Some of the
drainage areas produced velocities in excess of 2 feet per second in the grass
swales even when check dam spacing was reduced to 80- feet. If checkdams
produced significant results for the 2-year storm then they were used, but if no
appreciable difference in velocity was noted, then check dams were not used. If
checkdams did not bring the velocity below 2 fps for the 2-year storm, the 10-year
event was analyzed to insure that the grass Swale would not erode. The threshold
velocity for a sandy soil on 2-8 percent slopes is 4fps per the NC Erosion Control
Manual. All grass swales remained below 4 feet per second for the 10-year storm.
Four grass swales discharged into an area that could not accommodate a
conventional level spreader due to site constraints or buffer impacts. Bypass level
spreaders were incorporated in these areas. The bypass level spreader was
designed to route the first flush from a large storm event and the 1-inch per hour
intensity storm to a level spreader for treatment. Larger storm events are routed
back to the grass Swale and ultimately to the receiving stream. The bypass level
Stormwater Management Plan
Page 3 of 13
Peirson & Whitman Architects and Engineers, P.A. Project No. 1838 September 2004

spreader utilizes a concrete block junction box located in the grass Swale. The
upstream side of the junction box has a 24-inch by 24-inch square opening to
receive the stormwater. The first flush and/or a 1-inch per hour storm event
entering the junction box is routed through an eight inch PVC pipe to a level
spreader. The level spreader is sized to accommodate the stormwater from the 8-
inchPVC pipe. A larger storm event is routed over the bypass weir and back into
the grass Swale.
Pocket wetlands remove 35 percent of the Total Suspended Solids (TSS) in the
water and capture a 1-inch rainfall then release the captured volume over the next
2 to 5 days. The capture of the 1-inch rainfall promotes settling in the pond and
minimizes erosion downstream by the slow release of water through the outlet
structure. The drawdown device is a 6-inch PVC pipe with an orifice. The orifice
in the 6-inch PVC pipe is inside a trash basket because orifices smaller than
two inches (2") are easily clogged with stormwater debri. Orifices without a trash
basket and not properly maintained will become clogged and hold water above the
normal pool. While wetland species in the pocket wetland can take brief periods
of inundation they cannot be constantly submerged. The decision to use a smaller
orifice (0.75" to 1.25") with a trash basket was based on achieving the required
minimum 2-day drawdown, ease of maintenance and wetland performance.
A 6-inch diameter pipe shall attach to the riser barrel inside a trash basket then
turned down 90 degrees 4-6" below the permanent pool elevation. The 6-inch
turned down pipe shall be capped at the inlet with the proper sized orifice drilled
into the cap to facilitate the designed drawdown and minimize maintenance. The
orifice being below the normal pool's water surface tends to require less
maintenance because it does not get clogged by the debris floating on the surface.
The 6-inch pipe shall be routed through the pond's dam and discharge into a level
spreader. The level spreader will convert the concentrated flow into sheet flow.
Storm events in excess of the 1-inch rainfall are routed through the pond's
appropriate outlet structure; the riser barrel or the emergency spillway. The larger
storm events will be discharged into arip-rap dissipater then released into the
stream.
The wetland pocket has a sinusoidal channel wandering through the bottom of the
pond. Trees and shrubs are placed within the shallow and upper reaches of the
pocket wetland. Herbaceous plants that can survive inundation are placed in the
permanent pool. The plant species located within these wetlands help filter and
remove nutrients. The entrance of stormwater into the pond drops into a plunge
pool which dissipates the energy and promotes settling of larger particles of
sediment. The water initially traverses through a torturous path before reaching
the outlet. Since the outlet is designed to capture the 1-inch rain, the pond
eventually fills up and the water has a more direct path to the outlet.
Stormwater Management Plan
Page 4 of 13
Peirson & Whitman Architects and Engineers, P.A. Project No. 1838 September 2004

Robert Goldstein and Assoc., Inc., an environmental firm, provided the plant
species and densities for the Huntstone pocket wetlands. The planting plan
incorporates four (4) tree species, four (4) shrub species and seven (7) herbaceous
species. The plant materials were selected based on the environmental conditions
and hardiness of the plants. A shrub to tree ratio of 3:1 was applied to each
pocket wetland. The herbaceous plants will be provided from a local source as
plugs. Plant materials to be used within the pocket wetlands are listed in
Table No. 1.
Stormwater Management Plan
Page 5 of 13
Peirson & Whitman Architects and Engineers, P.A. Project No. 1838 September 2004

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Each pocket wetland shall have a spoil area to place the evacuated soils when the
wetland is cleaned out. A maintenance bench and access drive will allow this
work to be performed. Since all the pocket wetlands are fed by grass swales and
tight site constraints; buffers and lot layouts, micro-pools were utilized instead of
forebays.
The implementation schedule of the wetland pockets will be contingent upon
timely review and approval of the plan by the NCDWQ. If this plan is approved
by the NCDWQ by September 10, 2004, and authorization to proceed is received
by the client, work will be begin immediately. If delays are encountered in this
regard, planting could be delayed until the spring of 2005 to avoid plant mortality
often encountered with winter planting. Construction of the wetland pockets will
proceed according to the following construction sequence:
1) Silt fencing shall be installed parallel to the creek prior to any site
clearing. The access drive and culvert shall be installed so the site can
receive equipment. The site will be cleared and grubbed only at the
location of the pocket wetlands and spoil area. The top soil shall be stock
piled and surrounded with silt fence. The outlet structure and drawdown
pipe will be installed and the pocket wetland shall be graded according to
the grade plans and compacted to 95 percent Standard Proctor. A sinuous
channel wandering through the bottom of the pocket wetland will be
installed that does not exceed 2-feet in depth below the normal pool. Inlet
and outlet armoring (rip rap) will be installed as soon as practical. The
disturbed area outside the wetland pocket will be fertilized with 10-6-4 at
a wet application rate of 31bs. per 100 square feet then, stabilized with
jute matting and grass.
2) The soils on the bottom and inside of the pocket wetland shall be ripped
6 inches below the surface. Top soil (sandy loam) shall be spread over
the inside (minimum 4-inches in depth) of the wetland pocket and
amended with leaf/hardwood mulch if required to bring the organic
content up to a minimuml.5 percent by volume. Then the topsoil and
ripped subsoil shall be disked or tilled to insure adequate mixing. The
soils will be comprised of a minimum of 35 percent sandy loam and
25 percent percent clays.
3) All vegetation, trees, shrubs and herbs shall be planted between
September 15 and November 15. The roots of all planting material shall
be kept moist in transit to the site and on site prior to planting.
Stormwater Management Plan
Page- 7 of 13
Peirson & Whitman Architects and Engineers, P.A. Project No. 1838 September 2004

4) Trees and shrubs shall be planted in pits a minimum of 6 inches larger
than the root ball with a quarter of the root ball extending above grade.
Slow-release (2-year) fertilizer tablets with an assay of 20-10-5 shall be
placed in the bottom of the pit prior to tree or shrub placement. Fertilizer
rates shall be according to plant container size noted in Table 2 below.
TABLE 2 FERTILIZATION RATE FOR TREES AND SHRUBS
Container Size ; ~ Number of 21 a Fertilizer tablets '.
1 anon 1 tablet
3 anon 2 tablet
5 anon 3 tablet
7 anon 5 tablet
10 anon 7 tablet
Trees shall be staked with 2"x2" oak stakes and guyed with wire. The
wire shall be encapsulated with vinyl tubing where it is in contact with the
tree. Once the trees are established the stakes and wire shall be removed
the spring of the following year. The trees and shrubs shall be watered at
the end of the day for the first 14 days after planting.
5) A supervised landscaping crew will install trees and shrubs at the rate of
1000 stems per acre as identified in Figure Nos. 2, 3 and 4. Wetland
Herbs shall be planted
6) Once the wetland has been established with the permanent pool clearly
defined and the pH stabilized then mosquito fish (Gambusia spp.) should
be introduced to control the mosquito larvae that will thrive within this
environment.
The goal of the wetland pocket is to remove 35-40 percent of the TSS entering the
system. The system must be monitored and maintained in order to meet this goal.
The wetland pockets plants shall be cared for and replaced as needed for a
minimum of one year. The contractor shall provide an 80 percent percent
replacement warranty at final completion for all planting during that first year.
Soils under the influence of urban stormwater tend to become acidic over time.
The pH of the soils within the wetland pocket shall be checked once annually.
If the soils drop below a pH of 5.5 then an appropriate limestone application is
required.
Stormwater Management Plan
Page- 8 of 13
Peirson & Whitman Architects and Engineers, P.A. Project No. 1838 September 2004

Figure 2
Wetland Pocket 1 -Planting Plan -
Huntstone Subdivision -Vance County, NC
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ENVIRONMENTAL CONSULTANTS
919-872-1174 vwvw.riaacarolina.com
LEGEND
Trees
® red maple
river birch
®sycamore
®bald cypress
beautyberry
sweet peperbush
witch hazel
spirea
herbaceous species
10 0 10 Feet
Stormwater Management Plan Page- 9 of 13
Peirson & Whitman Architects and Engineers, P.A. Project No. 1838 September 2004

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Stormwater Management Plan
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Peuson & Whitman Architects and Engineers, P.A. Project No. 1838
Page- 10 of 13
September 2004

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Stormwater Management Plan Page- 11 of 13
Peirson & Whitman Architects and Engineers, P.A. Project No. 1838 September 2004

B. POCKET WETLANDS
Pocket Wetland No. 1/Waterfall Road has an ultimate surface area of
0.174 acres and a permanent surface area of 0.094 acres. The ultimate volume is
0.613 acre-feet, the temporary storage volume is 0.167 acre-feet and the one-inch
storm event requires 0.117 acre-feet of storage. The Wetland is "L" shaped due to
site constraints and the approximate length and width respectively are 130 feet by
45 feet and the height to the top of the dam is 5.5 feet. This wetland has a
10.63 acre drainage area and has a 30' wide emergency spillway.
Pocket Wetland No. 2 has an ultimate surface area of 0.180 acres and a
permanent pool surface area of 0.1085 acres. The ultimate volume is
0.6804 acre-feet. The temporary storage volume is 0.176 acre-feet and the one-
inch storm event requires 0.101 acre-feet of storage. The length of the pond is
130 feet, the width is 60 feet and the depth is 5.5 feet. This wetland has a
9.19 acre drainage area and has a 20' wide emergency spillway.
Pocket Wetland No. 3 has an ultimate surface area of 0.078 acres and a
permanent pool surface area of 0.026 acres. The ultimate volume is
0.225 acre-feet, the temporary storage volume is 0.070 acre-feet and the
one inch (1 ") storm event requires 0.039 acre-feet of storage. The length of the
pond is 81 feet, the width is 41 feet and the depth is 5.5 feet. This wetland has a
3.54 acre drainage area and has a 10' wide emergency spillway.
Stormwater Management Plan Page- 12 of 13
Peirson & Whitman Architects and Engineers, P.A. Project No. 1838 September 2004

IV. OPERATION AND MAINTENANCE PLAN:
After every significant runoff producing rainfall event and at least monthly:
• Inspect the pocket wetland basin system for sediment accumulation, erosion, trash
accumulation, vegetated cover, and general condition.
• Check and clear the orifice of any obstructions such that drawdown of the
temporary pool occurs within 1 to 5 days as designed.
The most common maintenance issue with respect to the pocket wetland is sediment
removal. The sediment should be cleaned out when six inches (6") of sediment has
accumulated. A sediment gauge is a device used by the owner to determine when the
wetland should have the sediment cleaned out.
The trash rack and orifices on the riser barrel should be cleaned on a monthly basis or
more frequently depending on need. Quarterly, the outlet structures should be inspected
for proper operation and condition.
The riprap at the culvert or weir outlet shall be inspected for proper placement and
operation. If the riprap has been displaced or it appears to be washing out the streambed,
then riprap should be placed in the area of need.
The areas abutting the pocket wetland shall be grassed and shall be mowed to maintain
the grass height below 6-inches. The access drive shall be maintained as needed.
Any areas that show signs of erosion shall be stabilized and seeded immediately.
If wetland plants do not cover at least 50 percent of the normal pool surface then these
plants shall be replenished.
If the wetland pocket must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain shall be minimized to the maximum
extent practical.
Inspect and repair the collection system (i.e., piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
Level spreaders or other structures that provide diffuse flow shall be maintained every six
months. All accumulated sediment and debris shall be removed from the structure, and a
level elevation shall be maintained across the entire flow spreading structure. Any down
gradient erosion must be repaired and/or replanted as necessary. Grassed filter strips
shall be mowed at least twice annually with a maximum grass height of 6-inches.
All components of the wetland pocket system shall be maintained in good working order.
Stormwater Management Plan Page- 13 of 13
Peirson & Whitman Architects and Engineers, P.A. Project No. 1838 September 2004

V. SPILL RESPONSE PLAN:
Sewer overflows should be reported to the City of Henderson Utility Operations
Department at telephone number [phone].
All other spills should be reported to the North Carolina Division of Water Quality at
telephone number [phone].
VI. RESPONSIBLE PARTY:
The primary person responsible for implementing the Stormwater Management Plan is a
partner of the Old Oxford Road Partners, LLC. The back-up person is also a partner of
the firm. Listed below are key personnel for operating and managing the Huntstone
Subdivision Stormwater Management Plan.
Person in Responsible Charge Assistant Person in Responsible Charge
Eddie Ferguson Dave Carver
Office Tele hone 252 438-2097 Office Tele hone 252 492-9595
Stormwater Management Plan Page- 14 of 13
Peirson & Whitman Architects and Engineers, P.A. Project No. 1838 September 2004

APPENDIX A
SITE PLAN

POCKET WETLAND #1 OPERATION AND MAINTENANCE AGREEMENT
The pocket wetland basin system is defined as the pocket wetland, pretreatment including micro-pools and
grass swales are provided.
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the pocket wetland basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wetland basin system when 6-inches of sediment accumulates in
the bottom of the micropoo or (see diagram below). Removed sediment shall be disposed of in an
appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet [wetland] detention basin or stream, etc.).
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.
When the permanent pool depth reads _446 feet in the main pond, the sediment shall be
removed.
For stormwater wetlands: If the elevation of the marsh areas exceed the permanent pool elevation, the
sediment should be removed to design levels. This shall be performed by removing the upper 6 inches of
soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations.
Afterwards the stockpiled soil should be spread over the marsh surface. The soil should not be stockpiled
for more than two weeks.
When the permanent pool depth reads _444.5_ feet in the micro-pool, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Sediment
Bottom
Permanent Pool Elevation 446
EI. 444.5
--------------;-/ \ Sediment Removal Elevation 446 _
~n _444 ----------------------------- -----
~ ~
MICRO-POOL
MAIN POND
Page 1 of 2

5. Wetland planting densities in the marsh areas should be maintained by replanting bare areas as needed.
These plants shall be encouraged to grow along the basin floor.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the pocket wetland system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the eight
maintenance procedures listed 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:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
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 pocket wetland basin maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires
Page 2 of 2

POCKET WETLAND #2 OPERATION AND MAINTENANCE AGREEMENT
The pocket wetland basin system is defined as the pocket wetland, pretreatment including micro-pools and
grass swales are provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the pocket wetland basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wetland basin system when 6-inches of sediment accumulates in
the bottom of the micropoo or (see diagram below). Removed sediment shall be disposed of in an
appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet [wetland] detention basin or stream, etc.).
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.
When the permanent pool depth reads _430.5 feet in the main pond, the sediment shall be
removed.
For stormwater wetlands: If the elevation of the marsh areas exceed the permanent pool elevation, the
sediment should be removed to design levels. This shall be performed by removing the upper 6 inches of
soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations.
Afterwards the stockpiled soil should be spread over the marsh surface. The soil should not be stockpiled
for more than two weeks.
When the permanent pool depth reads 429_ feet in the micro-pool, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 430.5
Sediment moval EI. 429
L - Sediment Removal Elevation 430.5
2 -----------------------------*-----~
Bottom Elevati n 428.5
MICRO-POOL MAIN POND
Page 1 of 2

5. Wetland planting densities in the marsh areas should be maintained by replanting bare areas as needed.
These plants shall be encouraged to grow along the basin floor.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the pocket wetland system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the eight
maintenance procedures listed 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:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
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 pocket wetland basin maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires
Page 2 of 2

POCKET WETLAND #3 OPERATION AND MAINTENANCE AGREEMENT
The pocket wetland basin system is defined as the pocket wetland, pretreatment including micro-pools and
grass swales are provided.
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the pocket wetland basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wetland basin system when 6-inches of sediment accumulates in
the bottom of the micropoo or (see diagram below). Removed sediment shall be disposed of in an
appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet [wetland] detention basin or stream, etc.).
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.
When the permanent pool depth reads _428 feet in the main pond, the sediment shall be
removed.
For stormwater wetlands: If the elevation of the marsh areas exceed the permanent pool elevation, the
sediment should be removed to design levels. This shall be performed by removing the upper 6 inches of
soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations.
Afterwards the stockpiled soil should be spread over the marsh surface. The soil should not be stockpiled
for more than two weeks.
When the permanent pool depth reads 426.5_ feet in the micro-pool, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 428
` Sediment moval EI. 426.5
-------------- -- Sediment Removal Elevation 428
Bottom Elevati 426
MICRO-POOL MAIN POND
Page 1 of 2

5. Wetland planting densities in the marsh areas should be maintained by replanting bare areas as needed.
These plants shall be encouraged to grow along the basin floor.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the pocket wetland system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the eight
maintenance procedures listed 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:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
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 pocket wetland basin maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires
Page 2 of 2

GRASS SWALES, LEVEL SPREADERS AND VEGETATIVE FILTER STRIPS
OPERATION AND MAINTENANCE AGREEMENT
The stormwater conveyance system is defined as the grass swales, level spreaders and vegetative filter
strips are provided.
Maintenance activities shall be performed as follows:
1. Grass Swales shall be maintained in the following manner:
At least once annually;
a. remove excess sediment from the upstream side of check dams,
b. repair any erosion and regrade the swale to insure even sheet flow then reseed swale.
c. Mow grassed swales to a maximum height of &inches at least TWICE annually
2. Level spreaders shall be maintained in the following manner:
At least once annually;
4. repair any erosion by grading the level spreader to insure even sheet flow then reseed spreader.
5. Mow grass at least TWICE annually to a maximum height of 6-inches
6. remove any sediment that has accumulated in the bottom of the level spreader
3. Vegetative Filter Strips shall be maintained in the following manner:
At least once annually;
4. repair any erosion by grading that section of the filter strip to insure even sheet flow then
reseed the area.
5. Mow grass at least TWICE annually to a maximum height of 6-inches
6. remove any sediment that has accumulated on the filter strip, grade to facilitate sheet flow
then reseed
4. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
5. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
6. All components of the storm water conveyance system shall be maintained in good working order.
Pave 1 r-f ~

I acknowledge and agree by my signature below that. I am responsible for the performance and maintenance
procedures listed 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:
Note: The legally responsible party should not be a homeowners association unless mare than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
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 pocket wetland basin maintenance requirements. Witness my hand and official
seal,
SEAL
My commission expires,
PaQP ~ ~-f ~

DWQ Project No. 02(683 v ~} - I S ~ ~ Y ~.
DIVISION OF WATER QUALITY -401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : Huntstone Subdivision
Contact Person; Eddie Fer guson Phone Number: (252 )438-2097
For projects with multiple basins, specify which basin this worksheet applies to: Waterfall Rd. Pocket Wetland #1

Permanent Pool Elevation 446 ft. (elevation of the orifice invert out.)
Temporary Pool Elevation 447.5 ft. (elevation of the outlet structure invert in)

Permanent Pool Surface Area 4,120 sq. ft (water surface area at permanent pool elevation)
Drainage Area 10.63 ac. (on-site and off-site drainage to the basin)
Impervious Area 2.02 ac. (on-site and off-sae drainage to the basin)
Forebay Surface Area sq. ft. (at permanent pool elevation approximately 15°k)*
Marsh 0"-9" Surface Area 2,060 sq. ft (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area 1,650 sq. ft. (at permanent pool elevation approximately 35°k)*
Miao Pool Surface Area 415 sq. ft (at permanent pool elevation approximately 15°k)*

Temporary Pool Volume 7,275 cu. Ft. (volume detained on top of the permanent pool)

SAIDA used 0.75% (surface area to drainage area ratio)*
Diameter of Orifice 1.25 in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the foAowtng design requirements have been met and supporting documentation is attached. !f a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed drainage
plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project
Applicants Initials
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A p-anting plan for the marsh areas with plant species and densities ~ provided.
Vegetation above the permanent pool elevation is specfied.
An emergency drain is provided to drain the basin.
The temporary pool draws down in 2 to 5 days.
Sedxnent storage is provided in the pemranent pool.
A sediment disposal area is provided.
Access is provided for maintenance.
A site specific, signed and notarized operation and maintenance agreement is provided.
The drainage area (including any offsite area) is delineated on a site plan.
Access is provided for maintenance.
Plan details for the wetland are provided.
,~~ Plan details for the inlet and outlet are provided.
A site specfic operation and maintenance agreement, signed and notarized by the responcble party is provided (see
httpJ/h2o.ehnrstate.nc. uslncwetiandsloandm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35°k TSS -See pp. 19 and 20 of the NC DENR
Stomiwater BMP Manual, April 1999. 10% open water, 50°k high marsh, 40% low marsh.

DWQ Project No. _683 O `t ` ~ ~J ~ ~+' 1/ Z.
DIVISION OF WATERQUALITY -401 EXTENDED DETENTION {and POCKET'S WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the foNowing information):
Project Name : Huntstone Subdivision
Contact Person; Eddie Ferguson
For projects wrth multiple basins, specfy which basin this worksheet applies to:
Pernanent Pool Elevation
Temporary Pool Elevation
Permanent Pool Surface Area
Drainage Area
Impervious Area
Forebay Surface Area
Marsh 0"-9" Surtace Area
Marsh 9"-18" Surtace Area
Micro Pool Surface Area
Temporary Pool Volume
SAIDA used
Diameter of Orifice
430.5 ft.
432 ft.
4,735 sq. ft
9.19 ac.
1.75 ac.
sq. ft.
2365 sq. ft
1895 sq. ft
475 sq. ft.
7,675 cu. Ft.
0.75%
1 in.
11. REQUIRED ITEMS CHECKLIST
Phone Number: ~ 252 ) 438-2097
Boulder Rd. Pocket Wetland #2
(elevation of the orifice invert out.)
{elevation of the outlet structure invert in)
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
{at permanent pool elevation approximately 15°k)*
(at permanent pool elevation approximately 35°k)*
(at permanent pool elevation approximately 35°~)*
(at permanent pool elevation approximatety 15°k)*
(volume detained on top of the permanent pooh
(surtace area to drainage area ratio)*
(draw down orifice diameter)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been mete attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and spec cations showing all BMPs and outlet structure details, a detailed drainage
plan and a fully executed operation and maintenance agreement. An incomplete sutxnittal package will result in a request for additional
information and will substantially delay final review and approval of the project
Applicants Initials
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A planting plan for the marsh areas with plant species and densfies ~ provided.
Vegetation above the permanent pool elevation is specfied.
An emergency drain is provided to drain the basin.
The temporary pool draws down in 2 to 5 days.
Sediment storage is provided in the permanent pool.
A sediment disposal area is provided.
Access is provided for maintenance.
A site specific, signed and notarized operation and maintenance agreement is provided.
The drainage area (including any offsite area) is delineated on a site plan.
Access is provided for maintenance.
Plan details for the wetland are provided.
Plan details for the inlet and outlet are provided.
A site specfic operation and maintenance agreement, signed and notarzed by the responsible party is provided (see
httpJ/h2o.ehnr.state.nc.us/ncwetlandsloandm.doc).
* Pocket Wetlands have different design parameters and are onty assumed to remove 35°k TSS -See pp. 19 and 20 of the NC DENR
Stormwater BMP Manual, April 1999. 10% open water, 50°10 high marsh, 40% low marsh.
(~

DWQ Project No. _083 ~ ~' "" 1 S ~' ~ V Z
DIVISION OF WATER QUALITY -401 EXTENDED DETENTION {and POCKET*) WETLAND WORKSHEET
I. PROJECT INFORMATION (please complete the following information):
Project Name : Huntstone Subdivision
Contact Person; Eddie Ferguson Phone Number: { 252 )438-2097
For projects with multiple basins, specfy which basin this worksheet applies to: E. Waycliffi Rd. Pocket Wetland ~3

Permanent Pool Elevation 428 ft. (elevation of the orifice invert out.)
Temporary Pool Elevation 429.5 ft. (elevation of the outlet structure invert in)

Permanent Pool Surface Area 1157 sq. fk (water surface area at permanent pool elevation)
Drainage Area 3.54 ac. (on-site and off-site drainage to the basin)
Impervious Area 0.67 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area sq. ft. {at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area 580 sq. ft (at permanent pool elevation approximatety 35°k)*
Marsh 9"-18" Surface Area 465 sq. ft (at permanent pool elevation approximately 35°k)*
Micro Pool Surface Area 120 sq. ft {at permanent pool elevation approximately 15°k)*

Temporary Pool Volume 3049 cu. Ft. (volume detained on top of the permanent pool)

SAIDA used 0.75% (surface area to drainage area ratio)*
Diameter of Orifice 0.75 in. (draw down or~ce diameter)

11. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been mef, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specfications showing all BMPs and outlet structure details, a detailed drainage
plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A planting plan for the marsh areas with plant species and densities is provided.
Vegetation above the permanent pool elevation is specified.
An emergency drain s provided to drain the basin.
The temporary pool draws down in 2 to 5 days.
Sediment storage is provided in the permanent pool.
A sediment disposal area is provided.
Access is provided for maintenance.
A site specific, signed and notarized operation and maintenance agreement is provided.
The drainage area (including any offsite area) is delineated on a site plan.
Access is provided for maintenance.
Plan details for the wetland are provided.
Plan detail for the inlet and outlet are provided.
A site specfc operation and maintenance agreement, ~gned and notarized by the responsible party is provided (see
http•!/h2o.ehnr.state.nc.uslncwetlands/oandm.doc).
* Packet Wetlands have different design parameters and are only assumed to remove 35°k TSS -See pp. 19 and 20 of the NC DENR
Storrrwater BMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh.
Aaolicar>ts Infials

Old Oxford Road Partners
PAW 1838 Huntstone Subdivision
Storm Water Pocket Wetlands
By Clark Thomas, PE
Date Aug. 30, 2004

~
~
~

~
~
a
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~
~
ui
oc e e an

Hydrology

Developed CN # 81 81 81
Developed Area 10.63 9.19 3.54
Undeveloped CN # 72 72 72
Undeveloped Area 0 0 0
Total Area (Acres) 10.63 9.19 3.54
1" Rainfall Volume (acre-ft) 0.117 0.101 0.039
Target Discharge (cfs) 0.0147 0.0127 0.0049
Time of Concentration (hr.) 0.455 0.505 0.4812

Pocket Wetlands

Percent Impervious <70%
DWQ Table Value 0.75% 0.75% 0.75°~
Req'd. Surface Area (Acres) 0.08 0.07 0.0266
Normal Pool Req'd. Area (sf) 3,473 3,002 1,157
Normal Pool Req'd Length 105 95 60
Normal Pool Req'd Width 35 32 20
Temp. Pool Vol. Req'd. (cf) 5097 4400 1699

Normal Pool Vol. Designed 0.148 0.188 0.056
Normal Pool Area Designed 0.0946 0.1085 0.0266
Temporary Pool Vol. Designed 0.167 0.176 0.070
Temporary Pool Vol. Designed (cf) 7,253 7,675 3,049
Maximum Pool Area Designed 0..175 0.180 0.078
Maximum Vol. Designed 0.613 0.6804 0.225

Lo Marsh 40% of N.P Area 1650 1895 465
Hi Marsh 50°~ of N.P Area 2065 2365 580
icro- 0o s o u ace rea 415 475 120

Normal Pool Area Designed (sf) 4130 4735 1165
PocketWet 9 28 04.x1s

Name.... POND 1
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTPWI.PPW
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft) (sq.in) (acres)
------------ {acres)
----------------- (ac-ft)
--------- (ac-ft)
-------------
-----------
100.00 ----------
----- .0560 .0000 .000 .000
102.00 ----- .0946 .2233 .149 .149
105.50 ----- .1746 .3977 .464 .613
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Areal + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 =Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2

SST ~`~

~ ~ ~
~-~ ~ ~~~r~
S T~~ c~- . ~
U ~ ~ `~ ~
cam. 'R -~ c~ © z !~. ~ ~ `~'' a 9 ~~°

w~• f~ ~ ~~~ o.~~~
~~~~ ~
i~~
rn s ~ W ~ ~~
e,,~L ~.~r.r`
®.I~,/
D, ~ / ~-~
o . ~i~ 9
S/N: 821301D0708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 1:44 PM Date: 8/29/2004

Name.... SUBAREA 1 Tag: 1 Event: 1 yr
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTSTORM1838.PPW
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 1 year storm .clr-~
Duration = 24 .0000 hrs ,__„,, Rain Dept,h.,~_ 1 ._0000 in m """dddddd~ -
Rain Dir = C: CLARK\Clark\CLIENTS\Old Oxford Rd Partners\-
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\
HYG File - ID = ALTstorm.HYG - SUBAREA 1 1
Tc = .4551 hrs
Drainage Area = 10.630 acres Runoff CN= 83
Computational Time Increment
Computed Peak Time
Computed Peak Flow
Time Increment for HYG File
Peak Time, Interpolated Output
Peak Flow, Interpolated Output
DRAINAGE AREA
.06068 hrs
12.2580 hrs
.79 cfs
.0500 hrs
12.2500 hrs
.79 cfs
ID:SUBAREA 1
CN = 83
Area = 10.630 acres
S = 2.0482 in
0.2S = .4096 in
Cumulative Runoff
-------------------
.1321 in
.117 ac-ft
HYG Volume... .117 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc
Computational Incr, Tm
Unit Hyd. Shape Factor
K = 483.43/645.333, K
Receding/Rising, Tr/Tp
Unit peak, qp
Unit peak time Tp
Unit receding limb, Tr
Total unit time, Tb
.45512 hrs (ID: SUBAREA 1)
.06068 hrs = 0.20000 Tp
483.432 (37.965 under rising limb)
.7491 (also, K = 2/(1+(Tr/Tp))
1.6698 (solved from K = .7491)
26.46 cfs
.30342 hrs
1.21366 hrs
1.51708 hrs
~'-~ ~c~
S/N: 821301D0708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 3:23 PM Date: 8/2/2009

Name.... Outlet 1
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTPWI.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 100.00 ft
Increment = .25 ft
Max. Elev.= 105.50 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Weir-Rectangular wl ---> TW 104.000 105.500
Stand Pipe sl ---> C1 103.500 105.500
Orifice-Circular O1 ---> C1 102.000 105.500
Culvert-Circular cl ---> TW 100.000 105.500
TW SETUP, DS Channel
S/N: 821301D0708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 11:11 AM Date: 9/8/2004

Name.... Outlet 1
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTPWI.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = wl
Structure Type = Weir-Rectangular
# of Openings = 1
Crest Elev. = 104.00 ft
Weir Length = 30.00 ft
Weir Coeff. = 3.500000
Weir TW effects (Use adjustment equation)
Structure ID = sl
Structure Type = Stand Pipe
# of Openings = 1
Invert Elev. = 103.50 ft
Diameter = 2.0000 ft
Orifice Area = 3.1416 sq.ft
Orifice Coeff. _ .600
Weir Length = 6.28 ft
Weir Coeff. = 2.500
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
Structure ID = O1
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 102.00 ft
Diameter .1040 ft
Orifice Coeff. _ .600
S/N: 821301D0708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 11:11 AM Date: 918/2004

Name.... Outlet 1
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTPWI.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID cl
Structure Type = Culvert-Circular
------------------------------------
No. Barrels = 1
Barrel Diameter = 1.2500 ft
Upstream Invert = 100.00 ft
Dnstream Invert = 99.50 ft
Horiz. Length = 65.00 ft
Barrel Length = 65.00 ft
Barrel Slope = .00769 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0240
Ke = .2000 (forward entrance loss)
Kb = .079159 (per ft of full flow)
Kr = 1.0000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0078
Inlet Control M = 2.0000
Inlet Control c = .03790
Inlet Control Y = .6900
T1 ratio {HW/D) = 1.132
T2 ratio (HW/D} = 1.293
Slope Factor = -.500
Calc inlet only = Yes
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 101.42 ft ---> Flow = 4.80 cfs
At T2 Elev = 101.62 ft ---> Flow = 5.49 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFACE CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min.
Max.
Min.
Max.
Min.
Max.
S/N: 821301D0708B
PondPack Ver. 9.0046
TW tolerance = .O1 ft
TW tolerance = .O1 ft
HW tolerance = .O1 ft
HW tolerance = .O1 ft
Q tolerance = .10 cfs
Q tolerance = .10 cfs
Peirson & Whitman
Time: 11:11 AM Date: 9/8/2009

0.8
0.7
0.6
0.5
3 0.4
0
0.3
0.2
0.1
0.0
11 12 13 14 15 16 17 18 19 20 21 22 23 24 25
Time (hrs)
~~
Hydrograph
OUT 1 Pre 1
OUT 1 Pre 1
~~

Hydrograph
POND 1 OUT Dev 1
0.04
0.03
3 0.02
0
0.01
0.00
10
20 30 40 50 60
Time (hrs)
®tt I t~i~
~7 `f
70 80 90
POND 1 OUT Dev 1
,~..x-..~.~.~..A

Name.... POND 1 OUT Tag: Dev 1 Event: 1 yr
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTPWI.PPW
Storm... TypeII 29hr Tag: Dev 1
LEVEL POOL ROUTING SUMMARY
HYG Dir
Inflow HYG file
Outflow HYG file
Pond Node Data
Pond Volume Data
Pond Outlet Data
No Infiltration
INITIAL CONDITIONS
C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\
work_pad.hyg - POND 1 IN Dev 1
work pad.hyg - POND 1 OUT Dev 1
POND 1
POND 1
Outlet 1
Starting WS Elev = 102.00 ft
Starting Volume = .149 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0500 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
------------------------- -
Peak Inflow = .79 cfs at 12.2500 hrs
Peak Outflow = .04 cfs at 20.9500 hrs
- -----------------------------------------------------
Peak Elevation = 102.82 ft
Peak Storage = .233 ac-ft
MASS BALANCE (ac-ft)
+ Initial Vol = .149
+ HYG Vol IN = .117
- Infiltration = .000
- HYG Vol OUT = .113
- Retained Vol = .153
Unrouted Vol = -.000 ac-ft (.072$ of Inflow Volume)
S/N: 821301D07O8B Peirson & Whitman
PondPack Ver. 9.0096 Time: 9:30 AM Date: 9/8/2004

Name.... Outlet 1
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\POCKETI.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ----- --- Converge -------------------------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
100.00 .00 Free Outfall (no Q: w1,s1,Ol,c1)
100.25 .00 Free Outfall (no Q: w1,s1,Ol,c1)
100.50 .00 Free Outfall (no Q: wl,sl,Ol,cl)
100.75 .00 Free Outfall (no Q: w1,s1,O1,c1)
101.00 .00 Free Outfall (no Q: wl,s1,O1,c1)
101.25 .00 Free Outfall (no Q: w1,s1,Ol,c1)
101.50 .00 Free Outfall (no Q: wl,s1,O1,c1)
101.75 .00 Free Outfall (no Q: w1,s1,Ol,c1)
102.00 .00 Free Outfall (no Q: wl,sl,Ol,cl)
102.25 .04 Free Outfall O1,c1 (no Q: wl,sl)
102.50 .07 Free Outfall Ol,c1 (no Q: wl,sl)
102.75 .09 Free Outfall Ol,cl (no Q: wl,s1)
103.00 .10 Free Outfall Ol,cl (no Q: wl,sl)
103.25 .11 Free Outfall O1,c1 (no Q: wl,sl)
~~~~ ~~ 103.50 2.09 Free Outfall s1,Ol,c1 (no Q: w1)
103.75 5.69 Free Outfall s1,Ol,c1 (no Q: wl)
~~~t/t.. 104.00 10.28 Free Outfall sl,cl (no Q: w1,O1)
'~"~~YY104 .25 24 .72 Free Outfall wl, sl, c1 ( no Q: O1)
104.
50 .99..0.4 Free Outfall wl,sl,cl (no Q: 01)
_
""I04.75 80.30 Free Outfall wl,sl,c1 (no Q: O1)
105.00 117.14 Free Outfall wl,sl,cl {no Q: 01)
~f ~ .-`
N
T ~

~, ~f
~~
S/N: 821301D0708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 2:06 PM Date: 8/12/2004

J
~ M~
l.~ V1-VE2 Gy
!
A-!rJ t r
Project Description
Worksheet 24" RCP- Area
Flow Element Circular Chann
Method Manning's Fon
Solve For Channel Depth
Input Data
Mannings Coeffic 0.013
Channel Slope 015000 ftfft
Diameter 24.0 in
Discharge 17.19 cfs
' Results
Depth 1.14 ft
Flow Area 1.9 ft2
Wetted Perime 3.42 ft
Top Width 0.00 ft
Critical Depth 1.49 ft
Percent Full 57.0 °,6
Critical Slope 0.007002 it/ft
Velocity 9.29 ft/s
Velocity Head 1.34 ft
Specfic Energ; 2.48 ft
Froude Numbe 1.69
Maximum Disc 29.80 cfs
Discharge Full 27.71 cfs
Slope Full 0.005775 tuft
Flow Type supercritical
Project Summary Report
~1~~ A ~ ~
Project Engineer: Clark
c:\...\clientsbld oxford rd partners\swales.fm2 Academic Edition FlowMaster v7.0 [7.0005]
08/02/04 04:41:03 PM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

Pocket Wetland #1 Weir Discharge
Worksheet for Trapezoidal Channel
Project Description
Worksheet PW Weir
Flow Element Trapezoidal Cha
Method Manning's Forms
Solve For Channel Depth
Input Data
Mannings Coetfic 0.040
Channel Slope 115300 ftflt
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 30.00 ft
Discharge 50.67 cfs
Results
Depth 0.30 ft
Flow Area 9.2 ft2
Wetted PerimE 31.88 ft
Top Width 31.79 ft
Critical Depth 0.44 ft
Critical Slope 0.031265 tt/tt
Velocity 5.51 ft/s
Velocity Head 0.47 ft
Specific Enerc 0.77 ft
Fronde Numb. 1.81
Flow Type supercritical
~,h2 l~ej r w ~' i~ ~~
za
c~~~ ~

Appendices
3 Qn ~~
~1
e~
8.06.3
w
m
N_
Q
RJ
i
Q
CL
O
U p~
V.~y
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
Cwt"` `,~ 0D • ~c,~ /~ N ~~~ ~Q ~ ~ C~`~~~ ~ ~. ~' ~ (~.'?~'"
Rev. 12193
i~ zu 5u 100 200 500
Discharge (ft3/sec)

Name.... PONDL
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\WP Design\ALTPW2.PPW ~ ~„
Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum
(ft) (sq.in) (acres) (acres) (ac-ft) (ac-ft)
100.00 ----- .0741 .0000 .000 .000
101.50 ----- .0990 .2587 .129 .129
103.50 ----- .1370 .3525 .235 .364
105.50 ----- .1800 .4740 .316 .680
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = {1/3) * (EL2-EL1) * (Areal + Areal + sq.rt.(Area1*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 =Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
~"'
i ~3 ,S" 0, 13'x' o , 36~~'/
~t~S°• ~
d ~~~ ~ _ ,
S/N: 821301D0708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 1:02 PM Date: 9/28/2004

~~
,..
0
Hydrograph
SUBAREA 2 Pre 1
SUBAREA 2 Pre 1
11 12 13 14 15 16 17 18 19 20 21 22 23 24 25
Time (hrs)

Hydrograph
OUT 2 Dev 1
0.025
0.020
Vf
~U
3 0.015
0
0.010
0.005
0.000
10
20 30 40 50 60 70 80 90
Time (hrs)
G~
(~ ~ r/--UGC?
~~~ t~~~ ~;~~4~5~~ ~~ ~ ~r~
/~
w.. ~ l r ~S t ~° +~ F=vf ~-
OUT 2 Dev 1

50
40
-. 30
1;
0
~' 20
10
Hydrograph
POND 2 IN 100
- POND 2 IN 1
POND 2 IN 10
- POND 2 IN 100
0
4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26
Time (hrs)

Name.... SUBAKSA L 'l'ag: 1 ~"°"`- ~ y`
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTPW2.PPW
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 1 year storm
Duration = 24.0000 hrs Rain Depth = 1.OD00 in
Rain Dir = C:\CLARK\Clark\CLIENTS Old Oxford Rd Par ners\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\
HYG File - ID = ALTPW2.HYG - SUBAREA 2 1
Tc = .5048 hrs
Drainage Area = 9.190 acres Runoff CN= 83
Computational Time Increment = .06731 hrs
Computed Peak Time = 12.2508 hrs
Computed Peak Flow = .64 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.2500 hrs
Peak Flow, Interpolated Output = .64 cfs
DRAINAGE AREA
-------------------
ID:SUBAREA 2
CN = 83
Area = 9.190 acres
S = 2.0482 in
0.25 = .4096 in
Cumulative Runoff
-------------------
.1321 in
.101 ac-ft
HYG Volume... .101 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .50484 hrs (ID: SUBAREA 2)
Computational Incr, Tm = .06731 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46 under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 20.63 cfs
Unit peak time Tp = .33656 hrs
Unit receding limb, Tr = 1.34624 hrs
Total unit time, Tb = 1.68280 hrs
S/N: 821301D0708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 10:01 AM Date: 8/3/2004

Name.... SUkiAK~;H ~ 'rag: luu nveu~: ~~~ yi
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTPW2.PPW
Storm... TypeII 24hr Tag: 100
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration = 24.0000 hrs Rain Depth ~, 7__3600 irl_._,,,,m„_„~.,
Rain Dir = C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\
HYG File - ID = - SUBAREA 2 100
Tc = .5048 hrs
Drainage Area = 9.190 acres Runoff CN= 83
Computational Time Increment
Computed Peak Time
Computed Peak Flow
Time Increment for HYG File
Peak Time, Interpolated Output
Peak Flow, Interpolated Output
.06731 hrs
12.1835 hrs
_41.20 cfs
.0500 hrs
12.2000 hrs
40.63 cfs
DRAINAGE AREA
-------------------
ID:SUBAREA 2
CN = 83
Area = 9.190 acres
S = 2.0482 in
0.25 = .4096 in
Cumulative Runoff
-------------------
5.3684 in
4.111 ac-ft
HYG Volume... 4.112 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc
Computational Incr, Tm
Unit Hyd. Shape Factor
K = 483.43/645.333, K
Receding/Rising, Tr/Tp
Unit peak, qp
Unit peak time Tp
Unit receding limb, Tr
Total unit time, Tb
.50489 hrs (ID: SUBAREA 2)
.06731 hrs = 0.20000 Tp
483.432 (37.468 under rising limb)
.7491 (also, K = 2/(1+(Tr/Tp))
1.6698 (solved from K = .7491)
20.63 cfs
.33656 hrs
1.34624 hrs
1.68280 hrs
S/N: 821301D0708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 10:19 AM Date: 8/3/2004

Name.... POND 2 OUT Tag: Dev 1 Event: 1 yr
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners.\ALTPW2.PPW
Storm... TypeII 24hr Tag: Dev 1
LEVEL POOL ROUTING SUMMARY
HYG Dir = C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\
Inflow HYG file = work_pad.hyg - POND 2 IN Dev 1
Outflow HYG file = work_pad.hyg - POND 2 OUT Dev 1
Pond Node Data = POND 2
Pond Volume Data = POND 2
Pond Outlet Data = Outlet 2
No Infiltration
INITIAL CONDITIONS
----------------------------------
Starting WS Elev = 102.00 ft
Starting Volume = .110 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0500 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak Inflow = .64 cfs at 12.2500 hrs
Peak
---- Outflow =
------ .03 cfs at 23.7000 hrs

Peak ---------
Elevation = ----------
102.99 ------------------------
ft
Peak Storage = .188 ac-ft
MASS BALANCE (ac-ft)
+ Initial Vol =
+ HYG Vol IN =
- Infiltration =
- HYG Vol OUT =
- Retained Vol =
Unrouted Vol =
S/N: 821301D0708B
PondPack Ver. 9.0046
.1I0
.101
.000
.097
.115
-.000 ac-ft (.104$ of Inflow Volume)
Peirson & Whitman
Time: 10:01 AM Date: 9/8/2009

Name.... vuttet
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTPW2.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 100.00 ft
Increment = .25 ft
Max. Elev.= 105.50 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- ---- ------- --------- ---------
Weir-Rectangular W2 ---> TW 104.000 105.500
Stand Pipe S2 ---> C2 103.500 105.500
Orifice-Circular 02 ---> C2 102.000 105.500
Culvert-Circular C2 ---> TW 100.000 105.500
TW SETUP, DS Channel
S/N: 821301D0708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 11:24 AM Date: 9/8/2009

rvame.... ~uLtei
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTPW2.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = C2
Structure Type = Culvert-Circular
-------------------
No. Barrels = ----------
1 -------
Barrel Diameter = 1.2500 ft
Upstream Invert = 100.00 ft
Dnstream Invert = 99.50 ft
Horiz. Length = 60.00 ft
Barrel Length = 60.00 ft
Barrel Slope = .00833 ft/ft
OUTLET CONTROL DATA ...
Mannings n = .0240
Ke = .0000 (forward entrance loss)
Kb = .079159 (per ft of full flow)
Kr = 1.0000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA. ..
Equation form = 1
Inlet Control K = .0078
Inlet Control M = 2.0000
Inlet Control c = .03790
Inlet Control Y - .6900
T1 ratio (HW/D) = 1.132
T2 ratio (HW/D) = 1.292
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged Inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 101.41 ft ---> Flow = 4.80 cfs
At T2 Elev = 101.62 ft ---> Flow = 5.49 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFACE CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min.
Max.
Min.
Max.
Min.
Max.
S/N: 821301D0708B
PondPack Ver. 9.0046
TW tolerance = .O1 ft
TW tolerance = .01 ft
HW tolerance = .O1 ft
HW tolerance = .01 ft
Q tolerance = .10 cfs
Q tolerance = .10 cfs
Pearson & Whitman
Time: 11:24 AM Date: 9/8/2009

Name.... Outlet 2
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTPW2.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
---------------
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
Weir TW effects
W2
Weir-Rectangular
----------'-----
1
104.00 ft
20.00 ft
3.000000
(Use adjustment equation}
Structure ID S2
Structure Type = Stand Pipe
# of Openings = 1
Invert Elev. = 103.50 ft
Diameter = 2.0000 ft
Orifice Area = 3.1416 sq.ft
Orifice Coeff. _ .600
Weir Length = 6.28 ft
Weir Coeff. = 2.500
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .DO ft
Mannings n = .0000
Structure ID = 02
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 102.00 ft
Diameter = .0833 ft
Orifice Coeff. _ .600
S/N: 821301D0708B Peirson & Whitman
PondPack Ver. 9.0046 Tzme: 11:24 AM Date: 9/8/2004

:vame.... ~uLiec ~
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTPW2.PPW
Title... Project Date: 8/2/2004
Project Engineer: Peirson & Whitman
Project Title: Huntstone Subdivision Alternate
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total ¢ Notes
-------- -------- ------ -- Converge -------------------------
Elev. Q TW El ev Error
ft cfs ft +/-ft Contributing Structures
-------
--------
100.00 -------
.00 ------
Free -- -----
Outfall -------------------
(no Q: W2,S2,02,C2)
100.25 .00 Free Outfall (no Q: W2,S2,02,C2)
100.50 .00 Free Outfall (no Q: W2,S2,02,C2)
100.75 .00 Free Outfall (no Q: W2,S2,02,C2)
101.00 .00 Free Outfall (no Q: W2,S2,02,C2)
101.25 .00 Free Outfall (no Q: W2,S2,02,C2)
101.50 .00 Free Outfall (no Q: W2,S2,02,C2)
101.75 .00 Free Outfall (no Q: W2,S2,02,C2)
102.00 .00 Free Outfall (no Q: W2,S2,02,C2)
102.25 .04 Free Outfall 02,C2 (no Q: W2,S2)
102.50 .07 Free Outfall 02,C2 {no Q: W2,S2)
102.75 .09 Free Outfall 02,C2 (no Q: W2,S2)
103.00 .10 Free Outfall 02,C2 (no Q: W2,S2)
103.25 .11 Free Outfall 02,C2 (no Q: W2,S2)
103.50 .13 k'ree Outfall 02,C2 (no Q: W2,S2)
103.75 2.10 Free Outfall 52,02,C2 {no ¢: W2)
104.00 5.70 Free Outfall S2,02,C2 {no Q: W2)
104.25 17.53 Free Outfall W2,S2,C2 (no Q: 02)
104.50 31.51 Free Outfall W2,S2,C2 (no Q: 02)
104.75 49.42 Free Outfall W2,S2,C2 (no Q: 02)
105.00 70.47 Free Outfall W2,S2,C2 {no Q: 02)
1°J ~ ~~ C
0 o I'~Q e ~ M ~~.5. S
S/N: 821301D0708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 12:08 PM Date: 8/29/2004

Pocket Wetland #3 Weir Discharge
Worksheet for Trapezoidal Channel
Project Description
Worksheet PW3 Weir
Fbw Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth

Input Data
Mannings Coeffic 0.040
Channe151ope 090000 ft/ft
Left Side Slope 3.00 H : V
Right Side Slope 3.00 li : V
Bottom Width 10.00 ft
Discharge 16.30 cis

Results
Depth 0.31 ft
Fbw Area 3.a ft2
Wetted Perim 11.96 ft
Top Width 11.86 ft
Crftical pepth 0.42 ft
Critical Slope 0.032812 ft!ft
vebcity a.ao ft/s
Vebcity Mead 0.36 ft
Specific Energy 0.67 ft
Froude Numb. 1.58
Fbw Type iupercrihcal
,~-~'n~. ~~~~ w/ ~~ ~~~
~~~, G~l~s~ ~

Appendices
3Qo
e~
'i ~~
~r~r~~
' •" ~~ ~u luU 200 500
Discharge (ft3/sec)
a>
N
UJ
Q.
(If
Q
(Y
O
to
~~`75
t
t
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (TW < 0.5 diameter).
~~J~S~ ~ r~ ~`(~
~~- )nehc~ _f
Rev. 12/93
~~
8.06.3 ~~ r,

rvame .... rvivu ~
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTPW3.PPW
POND VOLUME CALCULATION FOR TRAPEZOIDAL BASIN
Length
.--Top---- B ----------
W I I
i I .------b2------. I
d A bl I C
t I ~----Bottom----' I
h I I
'----------D----------- '
Diagram Not to ScaleW
Top Elev. = 105.00 ft
Top Length = 81.00 ft (A to C)
Top Width = 41.00 ft (B to D)
Bottom Elev. = 100.00 ft
Bottom Length = 55.00 ft
Bottom Width = 15.00 ft
Width Offset = 15.00 ft (B to b2)
Length Offset = 15.00 ft (A to bl)
Vertical Incr.= .25 ft
Computed Side Slopes:
Side A: 3.000:1 (horizontal vertic al)
Side B: 3.000:1 •'
Side C: 2.200:1 "
Side D: 2.200:1
Elevation Planimeter Area Al+A2+sgr(A1*A2) V olume Volume Sum
'. (ft) (sq.in} (acres) (acres) (a c-ft) (ac-ft)
100.00 ----- .0189 .0000 .000 .000
100.25 ----- .0211 .0600 .005 .005
100.50 ----- .0233 .0665 .006 .011
100.75 ----- .0256 .0732 .006 .017
101.00 ----- .0279 .0802 .007 .023
101.25 ----- .0304 .0874 .007 .031
101.50 ----- .0329 .0948 .008 .039
101.75 ----- .0355 .1025 .009 .047
102 .00 ----- .038~.,.,r-. .1104 .009 .056 g(2. ~ ~^=--~ ~~r
102.25 ----- 0409 .1185 .010 .066
102.50 ----- .0437 .1269 .Oll .077
102.75 ----- .0466 .1355 .011 .088
103.00 ----- .0496 .1443 .012 .100
~. ` ~_
S/N: 821301D0708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 1:16 PM Date: 8/12/2004

Name.... rONU s
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTPW3.PPW
Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum
(ft) (sq.in) {acres) (acres) (ac-ft) (ac-ft)
103.25 ----- .0527 .1534 .013 .113
103.50 ----- .0558 .1626 .014 .126 ST~-t.,1°ra ~~Cr
103.75 ----- .0590 .1722 .014
104.00 ----- .0623 .1819 .015 .~5_y_s6._~_ W~``'~-
104.25 ----- .0657 .1919 .016 .172
104.50 ----- .0691 .2021 .017 .189
104.75 ----- .0726 .2126 .018 .206
105.00 ----- .0762 .2233 .019 .225
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Areal + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 =Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and ELZ
S/N: 821301D0708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 1:16 PM Date: 8/12/2004

rvame.... ~ua[1xr,t~ .s 'rag: 1 r~vent: 1 yr
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTPW3.PPW
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 1 year storm ~'~/
Duration = 24.0000 hrs Rain De the 1.0000 in ~~~lli
Rain Dir = C: CLARK\Clark\CLIENTS\Old Oxford Rd Partners\
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\
HYG File - ID = ALTPW3.HYG - SUBAREA 3 1
Tc - .4816 hrs
Drainage Area = 3.540 acres Runoff CN= 83
Computational Time Increment = .06422 hrs
Computed Peak Time = 12.2652 hrs
Computed Peak Flow = .26 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.2500 hrs
Peak Flow, Interpolated Output = .25 cfs
DRAINAGE AREA
-------------------
ID:SUBAREA 3
CN = 83
Area = 3.540 acres
S = 2.0482 in
0.25 = .4096 in
Cumulative Runoff
.1321 in
.039 ac-ft
HYG Volume... .039 ac-ft (area under HYG curve)
f ***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .48162 hrs (ID: SUBAREA 3)
Computational Incr, Tm = ,06422 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.46 under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K .7491)
Unit peak, qp = 8.33 cfs
Unit peak time Tp = .32108 hrs
Unit receding limb, Tr = 1.26431 hrs
Total unit time, Tb = 1.60539 hrs
~~ ~~
S/N: 821301D0708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 11:28 AM Date: 8/3/2004

1V dllle... JUtSH IC C,H 3 'rag: luu ~~venr.: 1uu yr ----~
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTPVI`~-Pis.'-------- - J
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration = 24iz,QD.O.D...h,rs.,_,,.,,.,m,„„Rai,~ n Depth ~7~3600 in _
Rain Dir = C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners
Rain File -ID = - TypeII 24hr
Unit Hyd Type = Default Curvilinear
HYG Dir = C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\
HYG File - ID = ALTPW3.HYG - SUBAREA 3 100
Tc = .4816 hrs
Drainage Area = 3.540 acres Runoff CN= 83
--------------------------------------------
--------------------------------------------
Computational Time Increment = .06422 hrs
Computed Peak Time = 12.1368 hrs
Computed Peak Flow = 16.26 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.1500 hrs
Peak Flow, Interpolated Output = 16.22 cfs
--------------------------------------------
--------------------------------------------
DRAINAGE AREA
-------------------
ID:SUBAREA 3
CN = 83
Area = 3.540 acres
S = 2.0482 in
0.25 = .4096 in
Cumulative Runoff
-------------------
5.3689 in
1.589 ac-ft
HYG Volume... 1.589 ac-ft (area under HYG curve)
***** SCS UNIT HYDROGRAPH PARAMETERS *****
Time Concentration, Tc = .48162 hrs (ID: SUBAREA 3)
Computational Incr, Tm = .06422 hrs = 0.20000 Tp
Unit Hyd. Shape Factor = 483.432 (37.468 under rising limb)
K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp))
Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491)
Unit peak, qp = 8.33 cfs
Unit peak time Tp = .32108 hrs
Unit receding limb, Tr = 1.28431 hrs
Total unit time, Tb = 1.60539 hrs
/~ ~e°
S/N: 821301D0708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 11:56 AM Date: 8/3/2004

Hydrograph
POND 3 IN Pre 1
0.30
0.20
1;
.~
O
0.10
0.00
11 12 13 14 15 16 17 18 19 20 21 22 23 24 25
Time (hrs)
POND 3 IN Pre 1

Elev. vs. Time
POND 3 OUT Dev 1
102.7
102.6
102.5
~ 102:4
a~
w 102.3
102.2
102.1
102.0
10

POND 3 OUT Dev 1
~ ~@~f
S~~
f
~;.-~ ; ~. {..)ra.u..! CST o"...] r~ ~r r~ P fem.....
hj Ca ~r ~ ? ~ ~Q`7 ..~

~~~~ ~ ~' use c~`-~ `"' ~~
f t ~'; .5~. ~~
f veal ~~ ~ `~~ ~- ~~ ~ ~ o
~ F~ ~?, lea ~. ~ '~ ~ ~ ` ~~~
.,~
:~
G~ra~G~~~~e,
20 30 40 50 60 70
Time (hrs)

y
~_
3
0
0.0030
0.0020
0.0010
0.0000
0
Hydrograph
PW3075 OUT
Zero Inflow
PW3075 OUT
20 40 60 80 100 120 140 160 180 200
Time (hrs)

18
16
14
12
10
~.
0 8
6
4
0
Hydrograph
POND 3 OUT 100
POND 3 OUT 1
POND 3 OUT 10
POND 3 OUT 100
10 20 30 40
Time (hrs)

rvame.... r~rvli 3 vur 'rag: uev 1 Event: I yr
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTPW3.PPW
Storm... TypeII 24hr Tag: Dev 1
HYG Dir
Inflow HYG file
Outflow HYG file
Pond Node Data
Pond Volume Data
Pond Outlet Data
No Infiltration
INITIAL CONDITIONS
LEVEL POOL ROUTING SUMMARY
C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\
work_pad.hyg - POND 3 IN Dev 1
work pad.hyg - POND 3 OUT Dev 1
POND 3
POND 3
Outlet 3
Starting WS Elev = 102.00 ft
Starting Volume = .056 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0500 hrs
INFLOW/OUTFLOW HYDROGRAPH SUMMARY
Peak Inflow = .25 cfs at 12.2500 hrs
Peak Outflow =
------------
----- .02
-- cfs at 15.4500 hrs
-
--
Peak Elevation = -------
102.54 ------------------------
ft
Peak Storage = .078 ac-ft
MASS BALANCE (ac-ft)
+ Initial Vol = .056
+ HYG Vol IN = .039
- Infiltration = .000
- HYG Vol OUT = .036
Retained Vol = .059
Unrouted Vol = -.000 ac-ft (.164 of Inflow Volume)
S/N: 821301D0708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 10:31 AM Date: 9/8/2009

rvauie.... vu~le~ ~
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTPW3.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 100.00 ft
Increment = .25 ft
Max. Elev.= 105.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Weir-Rectangular W3 ---> TW 104.000 105.000
Stand Pipe S3 ---> C3 103.500 105.000
Orifice-Circular 03 ---> C3 102.000 105.000
Culvert-Circular C3 ---> TW 100.000 105.000
TW SETUP, DS Channel
S/N: 821301D0708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 11:08 AM Date: 9/8/2004

IY QLIIC. VUl1Cl J
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\WP Design\ALTPW3.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 100.00 ft
Increment = .25 ft
Max. Elev.= 105.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- ---- ------- --------- ---------
Weir-Rectangular W3 ---> TW 104.000 105.000
Stand Pipe S3 ---> C3 103.500 105.000
Orifice-Circular 03 ---> C3 102.000 105.000
Culvert-Circular C3 ---> TW 100.000 105.000
TW SETUP, DS Channel
S/N: 821301D0706B Peirson & Whitman
PondPack Ver. 9.0046 Time: 2:09 PM Date: 9/28/2004

1V alllC. VLLLleI. J
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\WP Design\ALTPW3.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
--------------
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
W3
Weir-Rectangular
----------------
1
104.00 ft
10.00 ft
3.000000
Weir TW effects (Use adjustment equation)
Structure ID = S3
Structure Type
----------------- = Stand Pipe
-------------

# of Openings
= 1 ------
Invert Elev. = 103.50 ft
Diameter = 2.0000 ft
Orifice Area = 3.1416 sq.ft
Orifice Coeff. _ .600
Weir Length = 6.28 ft
Weir Coeff. = 2.500
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
Structure ID = 03
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 102.00 ft
Diameter = .0625 ft
Orifice Coeff. _ .600
S/N: 821301D0708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 2:09 PM Date: 9/28/2004

File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\WP Design\ALTPW3.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = C3
Structure Type = Culvert-Circular
------------------------------------
No. Barrels = 1
Barrel Diameter = 1.2500 ft
Upstream Invert = 100.00 ft
Dnstream Invert = 99.50 ft
Horiz. Length = 70.00 ft
Barrel Length = 70.00 ft
Barrel Slope = .00714 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0240
Ke = .2000 (forward entrance loss)
Kb = .079159 (per ft of full flow)
Kr = 1.0000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0078
Inlet Control M = 2.0000
Inlet Control c = .03790
Inlet Control Y = .6900
T1 ratio (HW/D) = 1.133
T2 ratio (HW/D) = 1.293
Slope Factor - -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Eorm 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 101.42 ft ---> Flow = 4.80 cfs
At T2 Elev = 101.62 ft ---> Flow = 5.49 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFACE CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min. TW tolerance = .O1 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .O1 ft
Max. HW tolerance = .O1 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
5/N: 821301D0708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 2:09 PM Date: 9/28/2004

Name.... Outlet 3
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTPW3.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- --------
------
-- Converge
-------------------------
Elev. Q TW El ev Error
ft cfs ft +/-ft Contributing Structures
100.00 -y.00 Free Outfall (no Q: W3,S3,03,C3}
100.25 .00 Free Outfall (no Q: W3,S3,03,C3)
100.50 .00 Free Outfall (no Q: W3,53,03,C3)
100.75 .00 Free Outfall (no Q: W3,S3,03,C3)
101.00 .00 Free Outfall (no Q: W3,S3,03,C3)
101.25 .00 Free Outfall (no Q: W3,S3,03,C3)
101.50 .00 Free Outfall {no Q: W3,53,03,C3)
101.75 .00 Free Outfall (no Q: W3,S3,03,C3)
102.00 .00 Free Outfall (no Q: W3,S3,03,C3)
102.25 .04 Free Outfall 03,C3 (no Q: W3,S3)
102.50 .07 Free Outfall 03,C3 (no Q: W3,S3)
102.75 .09 Free Outfall 03,C3 (no Q: W3,S3)
103.00 .10 Free Outfall o3,C3 (no Q; W3,S3)
103.25 .11 Free Outfall 03,C3 (no Q: W3,S3)
103.50 .13 Free Outfall 03,C3 (no Q: W3,S3)
103.75 2.10 Free Outfall 53,03,C3 (no Q: W3)
104.00 5.70 Free Outfall 53,03,C3 (no Q: W3)
104.25 13.51 Free Outfall W3,S3,C3 (no Q: 03)
104.50 .61
20 Free Outfall W3,S3,C3 (no Q: 03)
104.75 _ _ _
_
29.63 Free Outfall W3,S3,C3 (no Q: 03)
105.00 40.15 Free Outfall W3,S3,C3 (no Q: 03)
~'"'
/~ ~`
~.. ! ~ ~
v _ ~~ ~.~.
S/N: 821301D0708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 11:03 AM Date: 8/5/2004

Pocket Wetland #2 We1r Discharge
Worksheet for Trapezoidal Chann®I
Project Description
Worksheet PW2 Weir
Flow Element Trapezoidal Cha
Method Manning's Form
Sobe For Channel Depth
Input Data
Mannings CoetTic 0.040
Channel Slope 069200 tt/ft
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 20.00 ft
Discharge 41.00 cfs
Results
Depth 0.39 ft
Flow Area 8.2 ft2
Wetted Perimc 22.45 ft
Top Width 22.33 ft
Critical Depth 0.49 ft
Critical Slope 0.030428 ft/ft
Velocity 5.00 ft/s
Velocity Head 0.39 ft
Specific Energy 0.78 ft
Froude Numb. 1.45
Flow Type supercritical
! Yl ~ ~Vv t° i r L..? ~ ~~~ ~~~
~~ ~~~ S,~

Appendices

qe 1
1~
1 ~n
50 100
Discharge (ft3/sec)
I':J 0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
Q c~/sec- ~` ~ rl c~r l ~` ~'tfir l`.>~~2., ~
~. (o
~~°~~.
Rev. 12/93
8.Ob.3
30
Outlet W . po + La
Pipe
diameter (Do)
La ~~
_ ilwater < 0.5Do
~l~all~~,
o~ PQto60 ;, ,
e~gtir ~ ~~
~, ft
,~

O
Table 8.05a
Maximum Allowable Design Velocities
for Vegetated Channels
Typical Soil Grass Lining Permissible Veloci.ty3
Channel Slope Characteristics2 for Established Grass
Application Lining (ft/sec)
0-5% Easily Erodible Bermudagrass 5.0
Non-plastic Tall fescue 4.5
(Sands & Silts) Bahiagrass 4.5
Kentucky bluegrass 4.5
Grass-legume mixture 3.5
Erosion Resistant Bermudagrass 6.0
Plastic Tall fescue 5:5
(Clay mixes) Bahiagrass 5.5
Kentucky bluegrass 5.5
Grass-legume mixture 4.5
5-10% Easily Erodible Bermudagrass
~..r
4.5
Non-plastic Tall fescue 4 p K
(Sands & Silts) Bahiagrass 4:0
Kentucky bluegrass 4.0
Grass-legume mixture 3.0
Erosion Resistant Bermudagrass 5.5
Plastic Tall fescue 5.0
(Clay Mixes) Bahiagrass 5.0
Kentucky bluegrass 5.0
Grass-legume mixture 3.5
>10% Easily Erodible Bermudagrass 3.5
Non-plastic Tall fescue 2.5
(Sands & Silts) Bahiagrass 2.5
Kentucky bluegrass 2.5
Erosion Resistant Bermudagrass 4.5
Plastic Tall fescue 3.5
(Clay Mixes) Bahiagrass 3.5
Kentucky bluegrass 3.5
Source: USDA-SCS Modified
NOTE: ~ Permissible Velocity based cn ~ 0-yr storm ~eak runoff
2Soil erodibility based on resistance to soil movement from concentrated flowing water.
3Before grass is established, permissible velocity is determined by the type of temporary liner used.
Selecting Channel To calculate the required size of an open channel, assume the design flow is
uniform and does not vary with time. Since actual flow conditions change
Cross-Section throughout the length of a channel, subdivide the channel into design reaches,
Geometry and design each reach to carry the appropriate capacity.
The three most commonly used channel cross-sections are "V"-shaped, par-
abolic, and trapezoidal. Figure B.OSb gives mathematical formulas for the area,
hydraulic radius and top width of each of these shapes.
8.05.4