20041544 Ver 1_Complete File_20041112

Friday, November 12, 2004
Cyndi Bell Karoly, Program Manager
401 Oversite, Express Review Program
NC Division of Water Quality, 401 Wetlands Certification Unit
1650 Mail Service Center 2,0 0 Li
Raleigh, NC 27699-1650 ? OF$ - B
RE: DWQ Project Numbers CXP04-1544 bd 02-1683
Vance County
Dear Cyndi:
This is to notify your office that construction of the Huntstone Stormwater Management
Plan for Phase 1 will commence on Monday, November 22, 2004.
Sincerely,
Eddie Ferguson
Old Oxford Road Partners, LLC
252-438-2097
J?tRkIgu M
U V
NO V
1 7 2004
DEIVR
nAWpgANST, Q, Iry
BaYCH
Re: Hint Stone Snbdivison-Vane Co.
Subject: Re: Hunt Stone Subdivison--Vance Co.
From: Edythe Mckinney <[e-mail]>
Date: Mon, 11 Oct 2004 09:52:17 -0400
To: Cynthia Van Der Wiele <cynthia.vanderwiele @ ncmail. net>
thanks for getting back to me and sharing this informatioin. Please let me
know what you find when you review it and I suggest that all perhaps we need
to meet with Cyndi and develop some additional recommendation or guidance on
what to accept and procedures for wetlands.
If we get poor quality applications--reviewing them quicker seems of no
benefit. Are we charging these folks additonal money--for poor quality
applications?
Cynthia Van Der Wiele wrote:
Edythe,
I've just gotten in the office after being at two wetlands courses in
Maryland.
Huntstone is Express Review Stormwater. It was accepted by John Dorney into
Express Review despite an NOV, *three* "more info" letters, and TWO
in-office meetings (one lasting 3 hours) under the regular review. I have
sent two additional "more info" letters under Express Review-- the most
recent being last week. The consultant has responded and I will review the
information today.
John accepted the project into Express despite my advice. The developer was
complaining about losing lot sales. If he had done due diligence into
seeking a competent engineer, he wouldn't have run into this. This project
has been ongoing since JULY. It has taken an overly reasonable amount of
time because I've had to spend a disproportionate amount of time on this
project over other projects. This engineer has also taken up some of
Bradley Bennett's staff's time (Ken Pickle). Believe me, I would like to be
rid of this project and I think the engineer needs to be reported to the
NCPE Review Board.
Respectfully,
Cynthia F. Van Der Wiele, Ph.D.
Engineer II, Express Review Program
Debbie Edwards wrote:
Edythe,
This is an Express Project but Cynthia Van Der Wiele is handling, it is a
Stormwater Review. I am not sure of the status or details.
debbie
Edythe McKinney wrote:
1 of 2 10/11/2004 2AS P '
RE: Huntstone
Subject: RE: Huntstone
From: "Clark Thomas" <cthomas @ pwae. net>
Date: Fri, 8 Oct 2004 12:15:23 -0400
To: "'Cynthia Van Der Wiele"' <cynthia.vanderwiele @ ncmail.net>
Cynthia,
I will bring the changes requested. I dropped off a couple of sheets
Tuesday because it was not evident where Pocket Wetland #3 was with
respect to buffers that may have been on adjacent property. Pocket
wetland #3 was not in the buffers but pocket wetland #1 did infringe on
the buffer so I revised this drawing and dropped it off Tuesday.
I have drawn permanent drainage easement around all BMPs except for
pocket wetland #1. Pocket wetland #1 will have a whole lot dedicated to
it.
Clark
-----Original Message-----
From: Cynthia Van Der Wiele [mailto:[e-mail]]
Sent: Monday, October 04, 2004 12:54 PM
To: Clark Thomas
Subject: Huntstone
Clark,
A couple of things. The calculations on your stormwater BMPs are fine.
I have some concerns regarding the site plan with the stormwater BMPs.
The level spreaders don't appear as though they are parallel to the
contours. Also, Pocket Wetland 3 looks like it may be in Zone 1 of the
buffer. Since the scale is 1" = 200', it's hard to tell.
Make sure that the BMPs aren't in the buffers otherwise the project will
require a minor variance and a no practical alternatives review. Also,
please clear up the question on the level spreaders depicted on the site
plan
I am attaching info on level spreaders from Bill Hunt (NCSU).
Thanks,
Cynthia
1 of 1 10/11/2004 2:41 PM
Htuitstone
Subject: Huntstone
From: Cynthia Van Der Wiele <cynthia.vanderwiele @ ncmail. net>
Date: Mon, 04 Oct 2004 12:53:37 -0400
To: Clark Thomas <cthomas @ pwae. net>
Clark,
A couple of things. The calculations on your stormwater BMPs are fine. I
have some concerns regarding the site plan with the stormwater BMPs. The
level spreaders don't appear as though they are parallel to the contours.
Also, Pocket Wetland 3 looks like it may be in Zone 1 of the buffer. Since
the scale is 1" = 2001, it's hard to tell.
Make sure that the BMPs aren't in the buffers otherwise the project will
require a minor variance and a no practical alternatives review. Also, please
clear up the question on the level spreaders depicted on the site plan.
I am attaching info on level spreaders from Bill Hunt (NCSU).
Thanks,
Cynthia
1 of 1 10/11/2004 2:46 PM
Re: [Fwd: Green Roof Symposhun]
Subject: Re: [Fwd: Green Roof Symposium]
From: Ken Pickle <[e-mail]>
Date: Thu, 16 Sep 2004 17:27:52 -0400
To: Cynthia Van Der Wiele <cynthia.vanderwiele @ ncmail.net>
Yes, I spoke with Clark. He sent me some sections from the design drawings so that
would know what the physical configuration is. I didn't have any clever quick-fix that
would definitely solve his problem. But we did discuss five ideas in an attempt to help
him:
a) Reduce the size of the orifice. He seemed reluctant for fear of clogging, based on a
comment from Bill Hunt to the effect of, "I never go smaller than one inch diameter in
order to prevent clogging."
b) Manipulate the pocket wetlands configuration in order to increase the volume to be
discharged. That didn't seem to suit him, and after thinking about it, I don't see much
opportunity there,either. Essentially, he would have to increase the area of the
contributing sub-drainage basin to get more volume.
c) He's using a proprietary program, called, I think, Pond Pack. I suggested that he
might want to hand calculate the draw-down time based on the discharge for a
submerged orifice, rather than for a free-discharging orifice, which I would guess to be
the calculation included in the model. He thought that the difference would not be
sufficiently great to get to two days draw-down time. He is probably right.
d) Give up on a pocket wetlands, and install another kind of BMP. It sounded like he
has acquiesced and will pursue this path.
e) Double check that he is applying the BMP guidance with respect to draw-down time
correctly. My quick read of the manual indicates that the guidance is pretty straight
forward, and I see no opportunity for any contrary reading or interpretation.
Ken
Cynthia Van Der Wiele wrote:
OK. thanks for getting back to me. I was debating. Probably won't either.
Did you conduct a conversation with Mr. Clark Thomas???
Ken Pickle wrote:
Cynthia,
1 of 2 10/12/2004 6:30 PM
Re: 2.3" Trees lost in the forest
Subject: Re: 2.5" Trees lost in the forest
From: Cynthia Van Der Wiele <cynthia.vanderwiele @ ncmail. net>
Date: Mon, 13 Sep 2004 11:52:34 -0400
To: Clark Thomas <cthomas @ pwae. net>
Clark,
You are not restricted to the 5 species listed in your plans. In fact,
according to the BMP manual, you can use a wide variety of species, not just
the ones listed. Two references are given on p. 46. You can substitute
plants. I will not go around calling wholesalers for you. Look in the
yellow pages. I am quite certain that Taylors Nursery out on New Bern Ave.
has them.
Cynthia
Clark Thomas wrote:
Cynthia,
I just got off the phone with Ward Marotti of Goldstein and Associates
about finding tree stock 2.5-inches in diameter. Ward has called almost
all of the nurseries listed (with the exception of Wisconsin) on the NC
stream Restoration Institute's web site to inquire about trees of the
caliper specified in the BMP manual.
We can not find native species available at the caliper specified. Ward
sought out trees that were native to North Carolina and the Henderson
climate and did not limit his search to only trees specified in the BMP
manual.
If DWQ has other sources that can provide stock of this size please
forward this to Ward [e-mail] and myself.
Please contact Ward Marotti 919-872-1174 office, 919-602-0141 cell to
discuss the technical details of your request for information.
Thanks,
Clark L. Thomas P.E.
Peirson & Whitman Architects & Engineers, P.A.
5510 Munford Road
Raleigh, NC 27612
919 782-8300 Tele
919 783-7642 Fax
[e-mail],
1 of 1 10/11/2004 2:43 PM
Re: Himtstone Fees
Subject: Re: Huntstone Fees
From: Cynthia Van Der Wiele <cynthia.vanderwiele @ ncmail.net>
Date: Mon, 13 Sep 2004 13:34:11 -0400
To: Clark Thomas <cthomas @ pwae. net>
Please read the fee schedule. It is based on amount of stream/wetland
impacts, not amount of impervious surface.
Clark Thomas wrote:
Cynthia,
John Dorney told me the express review fees for Huntstone Subdivision
was $4,000. I am not sure how he derived the cost (the impervious area
is less than 30%) would you please confirm the fee for this project and
I will bring the application and the check to your office tomorrow.
Thanks,
Clark L. Thomas, P.E.
Peirson & Whitman Architects & Engineers, P.A.
5510 Munford Road
Raleigh, NC 27612
919 782-8300 Tele
919 783-7642 Fax
[e-mail]
1 of 1 10/11/2004 2:43 PM
Re: htnitstone
Subject: Re: huntstone
From: Cynthia Van Der Wiele <cynthia.vanderwiele @ ncmail.net>
Date: Tue, 28 Sep 2004 11:34:55 -0400
To: Clark Thomas <cthomas @ pwae. net>, Eddie Ferguson <efeddie @ inet4u.com>
Clark,
I reviewed your work. Please send in corrected worksheets. Also, please
address the level spreader issues. After the multiple issues identified
the last submittal, I stopped at the
ought to go over everything because
Cynthia
Clark Thomas wrote:
Cynthia,
grass swales and tried to hint that
there were so many problems.
in
you
Based on our last meeting I thought we were in agreement about temporary
pond volume and surface area. I need to discuss how DWQ came up with
these areas and volumes. I feel confident about my hydrology. Where
are we diverging? With respect to the orifices the 2" orifices are too
large and cause the wetlands to drain too quickly. I performed the
calculations and changed the orifice size to 1" or 1.25" for all the
ponds on the plans and specs but forgot to update the worksheet.
I feel a quick conversation with the reviewer will resolve these items.
Would you please have the reviewer call me and after our discussion I
will make the corrections and return them.
Thank you,
Clark L. Thomas,
Peirson & Whitman
5510 Munford Road
Raleigh, NC 27612
919 782-8300 Tele
919 783-7642 Fax
[e-mail]
P. E.
Architects & Engineers, P.A.
1 of 1 10/11/2004 2:46 PM
r ,
7;7
PEIRSON
WHITMAN
ARCHITECTS
AND
ENGINEERS,
PA.
ESTABLISHED 1938
5510
MUNFORD ROAD
P.O. BOX
30398
PHONE
919/782-8300
FAX
919/783-7642
RALEIGH
N.C.
27622-0398
September 3, 2004
Ms. Cynthia Van Der Wiele, Ph.D.
2321 Crabtree Blvd.
Suite 250
Raleigh, NC 27604
Re: Stormwater Management Plan
Hunstone Subdivision
Old Oxford Rd. Partners
DWQ Project No. 02-1683
P&W Project No. 1777
Dear Ms. Van Der Wiele:
WETLANDS / 401 GROUP
?I±F' f ? SOU
WATER QUALITY SECTION
My client has asked me to keep you posted on the status of the stormwater
management plan revisions. While it is not complete I have enclosed a response
and comment format for your letter dated August 17, 2004. We appreciate your
timely response to the review of the Huntstone Subdivision Project and hope to
obtain approval and bring this project into the construction phase in the very near
future.
Comment 1. The plans are dated June 2004 and indicate wet ponds rather than
pocket wetlands.
?lkesponse 1. The plan titles and dates will be changed to accurately reflect the
contents.
Comment 2. Please provide more detail regarding the "Wetland Seed Mix"
indicated on page 7. Wetland seed mixes purchased from
Pennsylvannia may not grow in Vance County. The pocket
wetlands must be stabilized with plant material; it is unclear how
the wetland seed mixes will be used.
Response 2. Goldstein and Associates have provided the planting plan for each
pocket wetland, the seed mix has been replaced for by plugs.
U.S.A.
Page 2
Comment 3. Please provide more detail on the planting schedule. Details
include; size of plant material and quantity of plants, and a bona
fide planting plan. Additionally, half the plants indicated in the
planting schedule are incorrectly spelled.
Response 3. Goldstein and Associates have provided the planting plan for each
pocket wetland with minimal grammatical or spelling errors. The
report discusses planting and construction technics.
Comment 4. The pocket wetlands have been designed without forebays. If the
pocket wetlands receive runoff from anything other than vegetated
filters or grassed swales, a forebay should be incorporated into the
design (see page 20 of DENR. 1999. Stormwater Best Management
Practices).
Response 4. All of the pocket wetlands receive their flow from grass swales. All
the stormwater draining to the pocketwetlands are conveyed by the
roadside ditches. The roadside ditches will be improved to a grass
swale standard therefore no forebays were incorporated into the
design. The only exception to the water not flowing through a grass
swale is when it must pass through a short length of culvert to get
under the road.
Comment 5. Pocket Wetland 1:
a. The permanent pool surface area is approximately 1000
square feet too small.
b. The SA/DA should be 0.75 rather than the .0075 that you
have indicated.
c. The 2" orifice is too small; DWQ has calculated that the
drawdown will occur in 0.6 days. Please propose a solution
that will achieve a drawdown between 2 and 5 days.
Response 5. a. Based on my calculations wetland pocket #1's permanent
pool surface area is 250 sf too small. This pocket wetland
has been redesigned, the new surface area is 4120 sf, please
find enclosed the corresponding calculations and DWQ
worksheet.
b. The SA/DA noted on the calculations is the numerical
format in luei of a percent format. All DWQ worksheets
Page 3
and calculation sheets have been revised to reflect the
percent format.
c. While the 2" orifice draws the pond down at a rate faster
than the prescribed 2 to 5 days, it was chosen based on a
practical constraint. Orifices smaller than 2" are more likely
to get clogged shortly after being cleaned out and promote
apathy in the maintenance mechanic's mind (Why should I
bother cleaning the orifice if it is just going to get clogged
15 minutes later. I get paid to clean the orifice one time after
a rainfall event, it is their problem until the next rainfall
event). Small orifices that become clogged and not
maintained will kill wetland plants that cannot endure long
periods of inundation thus reducing the effectiveness of this
filter. The time of concentration is 27 minutes and the peak
flow for a 1-inch storm is 0.79 cfs therefore the pond is
experiencing 8 times more inflow than discharge at the time
of peak flow during the 1-inch storm.
Comment 6. Pocket Wetland 2:
a. The temporary pool elevation is missing from the
worksheet.
b. The SA/DA should be 0.75 rather than the .0075 that you
have indicated.
c. Temporary pool volume is proposed as 4660 cu ft.; DWQ
calculates the proper size to be nearly 7400 cu ft.
Response 6. a. The temporary pool elevation is 432' msl, this correction
will be made and the DWQ sheet will be resubmitted after
all the calculations are verified.
b. The SA/DA noted on the calculations are the numerical
format in luei of a percent format. All DWQ worksheets and
calculation sheets have been revised to reflect the percent
format.
c. I have rerun the calculations and the hydrograph computed
indicates the storage volume should be 0.101 acre-feet or
4400 cf. I have raised thee riser 3-inches therefore, the
temporary storage volume of the pond is 0.122 acre-feet or
5,314 cf.
Comment 7. Pocket Wetland 3:
a. The permanent pool area is somewhat undersized, while the
Page 4
marsh areas and micropool over sized.
b. Again, please be sure that the drawdown is somewhere
between 2 and 5 days.
Response 7. a. The permanent pool area calculated is 1157 sf and the
designed pond has a permanent pool surface area of 1159 sf.
The micro-pools and marsh area square footage is based on
the BMP manual of 10% micro-pools, 50% high marsh and
40% low marsh.
b. While the 2" orifice draws the pond down at a rate faster
than the prescribed 2 to 5 days, it was chosen based on a
practical constraint. Orifices smaller than 2" are more likely
to get clogged shortly after being cleaned out and promote
apathy in the maintenance mechanic's mind (Why should I
bother cleaning the orifice if it is just going to get clogged
15 minutes later. I get paid to clean the orifice one time
after a rainfall event, it is their problem until the next
rainfall event.). Small orifices that become clogged and not
maintained will kill wetland plants that cannot endure long
periods of inundation thus reducing the effectiveness of this
filter.
Comment 8. Grassed swales are to be at least 100 feet per acre of drainage area.
Please check your calculations; there are some errors including the
following;
a. Swale No. 2A should be 46 feet longer.
b. Swale No. 4a is indicated to be 6001140 ft. long (137.77
miles).
c. Please indicate grassed swale locations on a stormwater
management plan for the site.
Response 8. I will review all the calculations, worksheets and plans to insure
that they are accurate and consistent. Please note that the vast
majority of grass swales are roadside ditches and thus constrained
to the geometric layout of the neighborhood but, I will review the
potential to extend any of the swales that do not meet the criteria set
forth in the BMP manual.
a. Grass Swale No 2A dumps into grass swale 2B and can not be
increased due to site constraints.
Page 5
b. Grass swale No. 4a is 600 feet long and the DWQ worksheet has
been revised.
c. Grass swale locations have been identified on the overall base
map drawing 183801001.
Comment 9. A signed notarized Operational and Maintenance Agreement is
required for all stormwater management devices.
Response 9. We sent the stormwater management plan with examples of the
O&M agreements and had the owner send the O&M agreements
under separate cover to expedite the process. Individual O&M
agreements were developed for the pocket wetlands but, all the
grass swales, level spreaders and vegetative filter strips are handled
in one O&M agreement.
WETLANDS/ 401 GROUP
SEP 0 S 2004
WATER QUALITY SECTION
STORMWATER MANAGEMENT PLAN
HUNTSTONE SUBDIVISION
VANCE COUNTY
September 2004
ac a Farr;eare,
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PEIRSON & WHITMAN ARCHITECTS AND ENGINEERS, P.A.
5510 Munford Road
Raleigh, North Carolina 27612
P&W Project No. 1838
STORMWATER MANAGEMENT PLAN
HUNTSTONE SUBDIVISION
1. 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, Hwy 158, Poplar Creek Road and Poplar Creek. The
subdivision entrance is on Hwy 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% and is comprised of roof tops,
driveways and roads. The connected impervious area was assumed to be 10%.
The subdivision is on a combination of pastures and woods with a rolling terrain
averaging 2-8% 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 3 perenial streams delineated
by DWQ. All 3 of the streams have their head cuts originate on site. The Tar-Pamlico
Buffer Rules call for a 50-foot natural buffer on both sides of the intermitant 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 of the 3
streams on-site, contains the divide for this watershed therefore, all the storm water
within this drainage area is generated on-site. The other two streams have on-site and
off-site drainage areas. All the off-site storm water is from undeveloped
agricultural/wooded rolling terrain.
Stormwater Management Plan
Page-3 of 12
Peirson & Whitman Architects and Engineers, P.A. Project No. 1838 Sept 2004
Wetland Pocket Drainage Area No. 1,
The drainage basin has a total drainage area of 10.63 acres with 19.0% 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% 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% 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. Grass lined 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 check dams
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
check dams 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% slopes is 4 feet per second per the NC
Erosion Control Manual. All grass swales remained below 4 feet per second for
the 10 year storm.
Pocket wetlands remove 35% 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 draw down of the 1-inch rainfall from the pocket wetlands was less
than the specified 2 to 5 day range for practical reasons. The drawdown device is
a 6-inch PVC pipe with a 2-inch orifice. Orifices smaller than 2-inches tend to
clog and if not properly maintained will hold water in above the normal pool.
Stormwater Management Plan
Page-4 of 12
Peirson & Whitman Architects and Engineers, P.A. Project No. 1838 Sept 2004
While wetland species in the pocket wetland can take brief periods of inundation
they can not be constantly submerged. The decision to use a 2-inch orifice versus
a 1-inch orifice was based on maintenance and the fact that the 1-inch orifice will
only increase the drawdown by 4-5 hours.
A six (6) inch diameter pipe shall attach to the riser barrel 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 (2-inch) into the
cap to facilitate the designed drawdown and minimize maintenance. The orifice
being below the normal pools water surface tends to require less maintenance
because it is not 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 a rip-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 innundation 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.
Goldstein and Associates, an environmental firm, provided the plant species and
densities for the Huntstone's pocket wetlands. The planting plan incorporates five
tree species, five shrub species and seven 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 12
Peirson & Whitman Architects and Engineers, P.A. Project No. 1838 Sept 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
mortalities 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% 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 31b 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% 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% sandy loam and 25% clays.
3) All vegetation, trees, shrubs and herbs shall be planted between September 15th
and November 15`h . The roots of all planting material shall be kept moist in
transit to the site and on site prior to planting.
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.
Stormwater Management Plan Page- of 12
Peirson & Whitman Architects and Engineers, P.A. Project No. 1838 Sept. 2004
Table 2
Fertilization Rate for Trees and Shrubs
ContainerSize Number of 21 -v--Fertilizer tablets
1 gallon 1 tablet
3 gallon 2 tablet
5 gallon 3 tablet
7 gallon 5 tablet
10 gallon 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 Figures 1, 2 & 3. 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% 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% 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.
B. Pocket Wetlands
Pocket Wetland No. 1/Waterfall Rd. has an ultimate surface area of 0.174acres
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 0.145 acres and a
permanent pool surface area of 0.070 acres. The ultimate volume is 0.479 acre-
Stormwater Management Plan
Page- of 12
Peirson & Whitman Architects and Engineers, P.A. Project No. 1838 Sept. 2004
feet, the temporary storage volume is 0.122 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 40 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 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- of 12
Peirson & Whitman Architects and Engineers, P.A. Project No. 1838 Sept. 2004

Figure No. 1 Vicinity Map of
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VANCE GRANVILLE
AAL As Al ikirrv l1f11I 07129*
VICINITY MAP
NOT TO SCALE
00 R ??
Stormwater Management Plan Page- of 12
Peirson & Whitman Architects and Engineers, P.A. Project No. 1838 Sept. 2004
VA.
?
RICHMOND

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 6-inches of sediment as
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% of the normal pool's 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- of 12
Peirson & Whitman Architects and Engineers, P.A. Project No. 1838 Sept. 2004
V. SPILL RESPONSE PLAN
Sewer overflows should be reported to the City of Henderson's 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 Eddie Ferguson Office Telephone [phone]
Assistant Person in
Responsible Charge Dave Carver Office Telephone [phone]
Stormwater Management Plan
Page- of 12
Peirson & Whitman Architects and Engineers, P.A. Project No. 1838 Sept. 2004
Old Oxford Road Partners
P&W 1838 Huntstone Subdivision
Storm Water Pocket Wetlands
By Clark Thomas, PE
Date Aug. 30, 2004

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Pocket 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 (so i L 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 0.103 0.056
Normal Pool Area Designed 0.0946 0.0695 0.0266
Temporary Pool Vol. Designed 0.167 0.122 0.070
Temporary Pool Vol. Designed (0 7,253 5,314 3,049
Maximum Pool Area Designed 0.175 0.146 0.078
Maximum Vol. Designed 0.613 0.479 0.225

Lo Marsh 40% of N.P Area 1650 1215 465
Hi Marsh 50% of N.P Area 2065 1515 580
Micro-Pools o u ace rea 415 , 305 , 120

Normal Pool Area Designed s 4130 3035 1165
PocketWet.xls
DWQ Project No. _02-1683
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
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, specify which basin this worksheet applies to: Waterfall Rd. Pocket Welland #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-site drainage to the basin)
Forebay Surface Area sq. ft (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area 1,650 sq. ft (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area 2,060 sq. ft (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area 415 sq. fL (at permanent pool elevation approximately 15%)*

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

SA/DA used 0.75°x6 (surface area to drainage area ratio)*
Diameter of Orifice 2 in. (draw down orifice diameter)
II. 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 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 stowing 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
Amlicents Initials
IV-
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 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 ofrsite 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 specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
` http:gh2o.ehrir.state.nc.us/ncmgandsloanckn.doc)-
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR
Stormwater BMP Manual, April 1999. 1 0% open water, 5 high marsh, 40% low marsh.
DWO Project No. _-02-
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET) WETLAND WORKSHEET
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, specify which basin this worksheet applies to: Boulder Rd. Pocket Wetland #2

Permanent Pod Elevation 430.5 ft (elevation of the orifice invert out.)
Temporary Pool Elevation 432 ft. (elevation of the outlet structure invert in)

Permanent Pool Surface Area 3,030 sq. ft (water surface area at permanent pool elevation)
Drainage Area 9.19 ac. (on-site and off-site drainage to the basin)
Impervious Area 1.75 ac. (on4te and off-site drainage to the basin)
Forebay Surface Area sq. ft (at permanent pool elevation approximately 150/*)*
Marsh 0'-9' Surface Area 1210 sq. ft (at permanent pool elevation approximately 35%)*
Marsh 9'-18' Surface Area 1515 sq. ft (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area 305 sq. ft (at permanent pool elevation approximately 15%)*

Temporary Pool Volume 5,314 cu. Ft (volume detained on top of the permanent pool)

SAIDA used 0.75% (surface area to drainage area ratiop
Diameter of Orifice 2 in. (draw down orifice diameter)
It. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following 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
ADMicants initials
The temporary pod 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 pod elevation is specified.
An emergency drain is provided to drain the basin.
The temporary pod draws down in 2 to 5 days.
Sediment storage is provided in the permanent pod.
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 far the wetland are provided.
Plan details for the inlet and outlet are provided.
A site specific operation and maintenance agreement, signed and nowmed by me responswre party is provroea (see
httpl/h2o.ehnr.state.nc.usfncwetiande/oandm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR
Stomrwater BMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh.
DWQ Project No. _02-1683
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET'S WETLAND WORKSHEET
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, specify which basin this worksheet applies to: E. Waycliffl Rd Pocket Wetland #3
Permanent Pool Elevation
Temporary Pool Elevation
428 ft.
429.5 ft.
(elevation of the orifice invert out.)
(elevation of the outlet structure invert in)
Permanent Pod Surface Area
Drainage Area
Impervious Area
Forebay Surface Area
Marsh 0'•9' Surface Area
Marsh 9"-18* Surface Area
Micro Pool Surface Area
Temporary Pool Volume
1157 sq. ft
3.54 ac.
0.67 ac.
sq. ft
465 sq. ft
580 sq. It.
120 sq. ft
3049 cu. Ft
SAIDA used 0.750k
Diameter of Orifice 2 in.
II. REQUIRED ITEMS CHECKLIST
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and olf-site drainage to the basin)
(at permanent pool elevation approximately 15°%o)*
(at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 35%)*
(at permanent pod elevation approximately 15%)*
(volume detained on top of the permanent pool)
(surface 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 met affach an explmiabon of why. At a minimum, a complete stornwater 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
Aonlicants Initials
The ternporvq pod 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 is provided to drain the basin.
The temporary pod draws down in 2 to 5 days.
Sediment storage is provided in the permanent pool.
A sedirnent 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 specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
httpJm2o.ehrir.state.nc.us/ncwedands/oandm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR
Stormwater BMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh.
DWQ Project No. 02-1683
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
VII. PROJECT INFORMATION (please complete the following information):
Project Name:
Contact Person;
Swale ID
Grass Swale Length
Tributary Drainage Area
Impervious Area
Huntstone Subdivision
Eddie Ferguson Phone Number: ( 252 ) 438-2097
2a
Max. Velocity from a 2 Year Storm
Max. Velocity from a 10 Year Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
200 ft.
2.46 ac.
0.4674 ac.
2.25 fps
2.45 fps
3 ratio
.030 ft/ft
Fescue
VIII. REQUIRED ITEMS CHECKLIST
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
on-site and off-site drainage to the swale)
(2 fps max)
(3:1 min.)
(check dams may be used)
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 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
Vegetation Plan provided on plans
eff- The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice annual
mowing.
?( The operation and maintenance agreement signed and notarized by the responsible party is provided.
Wetland Pocket 1 - Planting Plan -
Huntstone Subdivision - Vance County, NC
J. Gel lA4, 9C A+ ;c , I4.c.
ENVIRONMENTAL CONSULTANTS
919-872-1174 www.duacarolina.com
Trees
® black gum
® water oak
® willow oak
® black willow
® American elm
Shrubs
buttonbush
sweet pepperbush
se elderberry
silky dogwood
f?r:F• fetterbush
Herbaceous species
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PEIRSON
WHITMAN
ARCHITECTS
AND
ENGINEERS,
P.A.
ESTABLISHED 1938
5510
MUNFORD ROAD
PO. BOX
30398
PHONE
919/782-8300
FAX
919/783-7642
RALEIGH
N.C.
27622-0398
September 9, 2004
Ms. Cynthia Van Der Wiele, Ph.D.
2321 Crabtree Blvd.
Suite 250
Raleigh, NC 27604
Re: Stormwater Management Plan
Huntstone Subdivision
Old Oxford Rd. Partners
DWQ Project No. 02-1683
P&W Project No. 1838
Dear Ms. Van Der Wiele:
WE71ANDS / 401 GROUP
WATER QUALITY SECT1pN
Please find enclosed three (3) sets of plans, calculation and worksheets for the
Huntstone subdivision Stormwater Management plan. I have made some of the
revisions and clarifications to our discussion on Monday September 7, 2004 noted
in the response and comment format below.
Comment 1. The worksheets should be revised to show the high marsh surface
area comprising 50% of the wetland surface area and the low marsh
as 40% of the wetland surface area.
Response 1. 1 have revised the worksheets to indicate the appropriate surface
area.
Comment 2. Please provide 2.5-inch diameter trees and 3 gallon shrubs.
Response 3. Goldstein and Associates chose plants based on site suitability and
commercial availability. I have enclosed plant inventory lists of the
two suppliers stated in the stormwater management plan. Goldstein
and Associates informed me that Coastal Plain Conservation
Nursery is the largest wetland species provider in North Carolina.
U.S.A.
Page 2
Comment 4. Provide an outlet structure that will drain the temporary pool in 2 to
5 days.
Response 4. Wetland Pockets 1 and 2 orifices are now 1.25" and 1" respectively
and provide just over 2 days of drawdown time. Bill Hunt stated
that an orifice smaller than 1-inch should not be used due to
maintenance issues and orifices smaller than 2-inches should have a
trash basket built around them to insure that they remain clog free.
I have designed a trash basket to go over all three of the 6-inch
drawdown elbows with orifices and this detail can be found on
drawing 183801DT2.
Wetland Pocket #3 now has a 1-inch orifice and a drawdown time
of 18-hours.
Comment 5. Show Drainage easements around the BMPs.
Response 5. 20' drainage easements have been placed around all BMPs that
do not have dedicated lots or road side access.
Please review these plans at your earliest convenience and send us a copy of your
approval letter for our files. If you have any questions or require any additional
information, please do not hesitate to call me.
Sincerely,
PEIRSON & WHITMAN ARCHITECTS AND ENGINEERS, P.A.
C?,4a ia.?-e
Clark L. Thomas, P.E.
Enclosures
cc: Eddie Ferguson, Oxford Rd. Partners
D. Steve Scruggs, P.E.
Project File
'01/16/1994 22:06 919-872-9214 PAGE 02
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26
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t0 .
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8.50 .
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25
Ceorsolonthvs occidentoli; Buttonbush :52 One Galion 5.50 4.75 4.51C .
4
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9 1,
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'01/16/1994 22:06 919-872-9214 PAGE 03
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I•'f. 1l l: •ll l.r l•r IU1;I-,.Iltl11/11.
AVAILABLE FsIVENTORY AS OF 6/5/2CC4 tI! ur Inp ;ICI,., r.
_-",..__....--_..__.......... ,. .----_____.-'•_ ....... .. .._ ._ Uv.Sltll)I.' .._....ia:r. ... .h'.1 IJ .),x' II!X1 > !A>)
Oecodon vericillotvs Water Willow Large P!up 0.40 0.80 0.5(; 0.16
Decodon ver';Cillofvs Wo`er Willow 737 Tubelilg 1.5:1 1.35 1.35 1 ?5
Echimmei p%roureo Purple Conefl_v?er 92 Grp Gallgi 5.50 4,75 4.50 4,fo
Eleochar;s obtl'lsu Spikerush 1C35 Large Pljg 0.95 0.80 0 6C C ':
'ogus grancftl!o A'r.oriCCm Boecn 40 Ore Gallon 5.50 4.75 4.5!; 4.50
Frax;mu; corn/iniono C wollno Ash 2C 1 ^ Rootrnaker :..SO 1,35 :.5 1. 7y
Frox:nus pennsylvonlco G een Ash 63 One Golbn 5.$0 4.75 4.X 0.50
Froxinu, pemnsylvon;ca Green Ash 1395 P.ootmw.er 1.50 1.3: 1.35 1 21•
Oaillordio p..icher!o 9lonkel Flowex 160 Large Plug 0.95 0.80 0.6C L1.15
Oordonia losionthus Loblolly Bay 77 Ore Gallon 5.50 4.75 4,60 1.5"v
Gordonia losionthus loblolly gay 352 Tubaling 1.50 1.35 1.35 1.^5
Herlopsls hellontmolaes Folso svnfiawer 194 Large Plug 0.95 0.80 0.60 ^.15
M!biscts CCCCinevs Scarlet RCSe MOllcw 47 One Gallo 5.50 4.75 4,50 4.W
KblSCUS mosneutus Rose Mcliomv ' 28 Large Plug 0.95 1,80 0.60 C.?S
KWSCUS moshevtus Rose MCIIpw !52 Ore 3allon 6,50 4.75 4.50 00
Hibiscus mosheutas Rose Mallow 36 Quart 2,75 2.75 2.50 2.50
Ilex giabro Inkberry ;10 Tubeling 1.50 1.35 1,35 1.25
Iris vlfgimlCo Blue Flao Iris 385 Large Plug 0.95 0.80 0.8C C„75
iris viroinlr, n Blue Flag Iris J6 Qr e? Gullan S.30 4.75 e,50 4.6U
Iris vlrg,nFco BLUe Flap Iris 73 Quart 2.75 2.75 2,5C 2 .1,0
Of virginico Blue Flag Iris 9L) Tubeling 1.50 1.35 1.35 1.23
Ilea virginico Virginia Willow n One Gcllo-i 5.50 4.75 4.50 4.50
Ifea virginico Virginia Willow 4 Ten Gallo,) 35.00 32.50 30,00 36,00
Itao virginico Vkglnia Willow 2258 tvbel!rig 1.50 1,35 1.35 1.25
Juncvs effusus Sot, RUSK 1289 Large Pi rg 0.95 0,80 0.6C C.75
Juncus effusus $of, Rush 1 One Gallon 5,50 4.75 4.$0 4.50
Juncus roemerionus Black Needlerush 390 Large Plug 0.95 0,80 0.5C C.75
ROSfeitflkyo virginico Seashore mallow 259 Large Plug 0.95 0.80 0.8C 0.75
Koftolottkyo virginico Seashore mairew 312 One Gallcn 5.50 4,?S 4,50 4.60
levfip wyloides Rice Culgras 1469 Large P!-.,g 0.95 0.6C' 0.6C C,?5
dquidombarsfyrocifluo SweetgUm 13 One Galin-) 5.50 4.75 4.50 4.50
Liriodentl:Cn fufipifere Tulip lree (Popiar; 45 One Gollon 5.50 4.75 4.SO 4.;0
Lirlode,rdron 1•.lipifero Tulip Tree (Poplar) 90 P•ootmaker 1.50 1.35 113; 1.2S
r.l•lodpndror, -uCplfero Tulip Tree (POpkar) 10 Three Gallon 9.50 0.CCI 8.60 f1.25
LObeho co•o?nolis Cardlna: flower :98 Large Plig 0.95 0.80 0.60 C..'3
Lobefo coedHoJ3 Cwdlnoi Flower 2C One Ocllon 5.50 4.75 4.5(,1 4_50
IAugr.cib vhsiniona Sweelbay JAcgnolla 14 Or.* Gallop 5.50 4.75 4.5C 4.50
IA1mulus etotc Mcnkeyilower 26 Larger Plug 0.95 080 0.6C C,'S
11MOUsetcto MonksyFlower i5 Ore GaVori 5,50 4,75 4.5C 4.5(1
fAcnordo fsluloso Wild Bergamot ^09 Gee Gwo^ 5.50 41S A. 5C 400
.vlyrico ceriferc Wax Myrtle 271 Ore Galan 5.50 4 7.5 4.50 4 u)
Myrico cersfrv Wax Myrtle 54 Tvbaling 1.50 1.35 1,3° 1.25
NY=aqueflcc Wa!erTupelo Ito Pcotmai,er 1.50 1.35 1„25 1.25
Nysfosylvcfico Blac<ovm 1664 Pootmok&r l,50 1.35 1,35 1.25
Peifandto virgin cc Arrow or urn M :orge PI.-l; C.95 ?,80 0.6C C '5
'01/16/1994 22:06 919-872-9214 PAGE 04
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PeBe7 polustris Swamp Reahov 1 P40 P,ootmas.er 1.50 1.35 1. ?S 1.25
Pinus toedo Loblolly Pine 6 One Gallo,) c, 51; 4.75 4.b50 4,50
Platonus occidenro;is Sycamore 70 Five Gollh, 14,00 13.00 12.C1C i i.r*
Flotanusoccidenroiis Sycamore CIS One Gollor $.50 4.75 4. SC 4.50
PIoto.ius occldentolis Sycamore 75 Ter. Gollon 35.00 32 50 30. CC 30.00
Platonus occldentalls Sycamore 46 Three Gall-an 1 50 9.00 6-141 3,25
Ponreder,'c cordoto Pickerel weed 42 Ore 301lon 5.50 4.7? 4.5C 4.50
Populus delloWes L5 Eastern Cotbn•A'COd 5C - Livo Sloko 1.00 0.80 O.OC C.75
Popukrs heterophyllc Swamp Cottonwood 118 Ore Gallon S.50 4,76 4,5C 4.S0
Prunus serot;no Black Cherry A One Galicn 5.50 4,75 4.5C 4.50
'.)uercus olbc White Oak 3410 One Gallon 5.50 4,7! 4.5C 4.50
Overcus michovxii Swarrp Chestntl Cok 556 One Gallso 5.50 4,75 4.50 4.50
Overc:us nigro Water Ovk 33 One Gallon 5.50 4.75 4. SC 4. SO
Overcus nigro Water Oak 44 Rootmaker 1.50 1.35 1.35 1.25
C2uercUS pagoda Cnerrybork Oak 32P3 Rootmoker 1.50 1.35 1.35 1 25
Ouercus poluirris Pin Oak 16. Ore Gallon 5.50 4.75 4.50 4.50
Ctuereus phePos Wlllew Oak 1200 Rootmaker 1.50 1.35 1.35 1,45
Ouercus phellos Willow Oak 22 Ter) Gallon 35.00 32.50 30.0C 30.00
Ouercvs veivtino Black Oak 26 Ore Gallol 5,50 4.75 4,50 4.50
Rhus copallino Dwert Svrnoc 132 One Gallon 5.50 4.75 4.50 4.50
Rhvscopallino DwartSumoc 366 Tvbeling 1.50 1,35 1.3s 125
Rosa aoi stns Swamp Rose 21 One Gallon 5.50 4.75 4.5C 4,50
Rosa oatust/is Swarrp Rose 179 Tubeling 1.50 1,35 US 1.25
Sogitto/io ioncifolla Bulliongue 459 Large Plvg 0.93 0.80 016C C•.7S
509IltodC lancifolio Bulltongue 1 One Gallon 5.50 415 4.5C A.50
30gittario latifolio Duck. Potato 3056 Large Plug, 0.95 0.80 0.6C :.75
3agitic!o 10111`040 Duck Pototo 59 One Galion 5.50 4.75 4,50 4.50
oohx nigro LS Black WIBow 20C00 Live Stake 1.00 0.80 0.6C 0 '5
j-2 fix sericea u Silkv Willow 1000 Live Stoke 1.00 0.80 0.80 C'S
3ornb(:cus conOctensis Elderberry 307 One Gallo.rl 5.50 4.75 4.5c 4.50
3arnbvcvs conodensis Elderberry 9 Ten Gallon 35.00 32.50 30.0C 30.00
ambucus conodensis Elderberry 1,46 Tubelina 1.50 1.35 1.35 1.25
:ombucus conodensis LS Elderberry :000 Live Stake 1.00 0.80 0.61. C,'S
>av?u'uscernLIus lizardT0i1 3404 Large Plug 0,95 0.80 0.61C C.75
Saururuf c?mL;Js Lizard Toil I C•ne Galion 5,50 4.75 4.50 4.50
Sc;rpvs omeircanus Three-square 698 Large Plug 0.95 0.80 0.6C C.15
Scirptis cyper:rus Wool Z3ross 454 Large Plug 0.95 0.80 0.60 C .'S
Sclrpus cyper.nus Wool Gross 128 Tuceling 1.50 1.35 1.35 1.25
3CI'Pus robusivs Sol-eodow Bulrush 315 Large P1,;Q 0.95 C.W 0.8C C 'S
36rpus volidus Sohlem bvlrv;'h 0501 Largo Pivp 0.95 0,80 0.6C
Sci-pus vo"idvs Sofostem bvlrvs=, 137 One Gallon 5.50 4.75 4.50 4.50
Sod Bey 403 ,are Feet
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jol,dogo sempervi;ers Seaside Gotdenrea 93 Cr.e Gollon 5.50 4.75 4.5C
>po?ganiurr+ 01»eriConjm Bvr•reea eC35 Bore pool 0.95 080 C).;!
01/1V1994 22:06 919-872-9214 PAGE 05
1,14JUDIlUL4 :J U'1 1D:•/tll•eytl? Palm Cotodner Pdca Sly
AVAILABLE INVENTORY AS OF
Spartina cynosuloidef
Soo rtino paters
Spartina patens
Spartino paters
Spartlna patens
raxoClum dis'ichum
Toxedium dis'ichum
Taxodium dis0chum
Typho ongustifolia
Typho ratiro4a
VIMUS omeriCara
Ulmus americono
Vernonic noveboracensis
Viburnum dontatvrn
Vibumum nudum
Viburnum nudum
V;burnum nudum
Zironiopsis miliacea
'iroMOpsls Mkiccea
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Soltmeadow' Cordgrass 16 Ore Gallon 5.50 415 4.50 4.50
Sal'meadow Co•dgrass :2 Quart 2.75 2.75 2. SC 2.50
Soltnleadow COIdgrass 84 Tubeling 1.50 1.35 1,35 112S
Bald Cypress 333 Ore Gollan 5.50 4.75 4.50 4.50
Bold Cypress 13 Three Galion 9.50 9.00 8-SC e•25
Sold Cypress 205 Tvbeling 1.50 1.35 1.35 1.25
Narrowleof Cattail 4) large Plig 0.95 0.80 0.80 C.75
Corranon Cattail 92 large Plug 0.95 0.80 0.6C CJ5
Americon Elm i 1 File Gallon 4.00 .3.00 12.00 11.00
Arr,erlcon Elrr 168 pre Gallon 5.50 4.75 4.$0 4.50
New Yak Ironweed 13 Five Gallon '4.00 13.00 1:,00 11.00
Alrowwood Viburnum 1.34 Tubelina 1.50 1,35 1.35 1.25
Possumhow _>40 Ore Gallon 5.50 4.75 4.50 4,50
Possu?rhovr 448 Rootmoker :.50 1.35 1.35 1.25
Possumhow 18 Three Gallon 9.50 9.00 8.5C $,25
Water Millet 17 One Gallon $.50 4.75 4.50 4,50
Water Millet 129 Quart 2.75 2.75 2.5C 2.50
Stratlillii Plants for Environmental Professionals

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Aug. 31 2004 01 : s1 r-'M ='1

01/160'1994 22:06 919-872-9214
i
I
NC
5t rea??
restoration institrete
l
Resources
Native. Plant.Suppiiers
Recommended Plant List
Websites
Other topics (invasive/exotic)
Native Plants Suppliers
Coastal Plain Conservation Nursery
3067 Conners Drive
Edenton, NC 27932
[phone] office
[phone] cell
[phone] fax
Owner: Ellen J. Colodney, M.D.
Cure Nursery
880 Buteo Road
Pittsboro, NC 27312
[phone] tale/fax
email: curenursery@.rrlindspring.com
Elk Mountain Nursery
P.O. Box 599
Asheville, NC 28802
[phone]
httt/www.elk_Mgy0tain.com/
Environmental Concern Inc.
PO Box P
St. Michaels, MD 21663
[phone]
[phone] nursery fax
[phone] office fax
www..wetland.ora
email: order wetland..,orp
ERNST Conservation Seeds
Riparian Vegetation
file://C:\D0CUME-1 \WARDMA-I \LOCA,LS-1\Temp%M6MMIRA.hbrn
PAGE 07
Page I of 4
8/31/2004
,01/1641994 22:06 919-872-9214 PAGE 08
Page 2 of 4
9006 Mercer Pike
Meadville, PA 16335
[phone] phone
[phone] order
[phone] fax
www.ernstseed..com
email: ernstsale;jL@ mstseed,,com
Hoffman Nursery
5520 Bahama Road
Rougemont, NC 27572
[phone] phone
[phone] fax
htt;//www. h offma n n u rsery. coml
J&J Transplant Aquatic Nursery
P.O. Box 227
Wild Rose, WI 54984-0227
[phone] telephone
[phone] facsimile
1(800) 622-5055 orders only
M-S 8am-5pm
Mellow Marsh Plant Farm
205 Anolis
Pittsboro, NC
[phone]
www. mel lowmars hfarm. com
email: mellgwma_rshomindspring.com
Naturescapes Wetland Plants
1581 Hosier Road
Suffolk, VA 23434
(757) 5394833 phone and fax
Pinelands Nursery, Inc.
8877 Richmond Road
Toano, VA 23168
[phone]
1(800) 667-2729
[phone] fax
email: salesQpinelandsRursW.com
www pinelandsnurs?.com
Taylor Creek Restoration Nurseries
17921 Smith Road
Brodhead, WI 53520
[phone] phone
[phone] fax
"'e:'/C:\DOCUME-I\WARDMA-ITOCALS-I\Texnp\HK6MMIRA.htm 8/31/2004
fide://C:\DOCUME,-1 \WARDMA-I TOCALS-1\Temp\1iK6MM1RA.htm, 8/31/2004
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WETLANDF I !n, ,p
JUN 2 ± ?0 u4
WATER (QUALITY SECTION
STREAM AND RIPARIAN BUFFER MITIGATION PLAN
HUNTSONE SUBDIVISION
OLD OXFORD ROAD
HENDERSON, NORTH CAROLINA
S&MF. PROJECT NO. 1040-02-602A
Prepared For:
o WA rFR
o?
a -r
North Carolina Division of Water Quality
c/o Mr. John Dorney
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604
Prepared By:
SAME
S&ME, Inc.
3118 Spring Forest Road
Raleigh, North Carolina 27616
June 18, 2004
i
i
i
i

Huntstone Subdivision Mitigation Plan S&ME Project No. 1040-02-602A
Henderson (Vance County), NC June 21, 2004
TABLE OF CONTENTS
1.0 INTRODUCTION .........................................................................................................1
2.0 PROJECT OVERVIEW ................................................................................................1
3.0 EXISTING CONDITIONS ............................................................................................3
3.1 Topography .................................................................................................................4
3.2 Soils Information ........................................................................................................ 4
3.3 Water Resources ......................................................................................................... 4
3.4 Floodplains ................................................................................................................. 5
3.5 Protected Species ........................................................................................................ 6
4.0 REFERENCE ECOSYSTEMS ...................................................................................... 7
5.0 MITIGATION FOR IMPACTS TO RIPARIAN BUFFERS ...................................... .. 8
5.1 Details of Proposed Riparian Buffer Mitigation ....................................................... .. 8
6.0 MITIGATION FOR IMPACTS TO REGULATED STREAMS ................................ .. 9
6.1 Details of Proposed Stream Segment Restoration and Stabilization ........................ 10
7.0 CONSTRUCTION SEQUENCE ................................................................................. 11
8.0 MONITORING PLAN ................................................................................................ 12
9.0 SUCCESS CRITERIA AND PERFORMANCE STANDARDS ................................ 12
10.0 DEED NOTIFCATIONS ............................................................................................. 13
11.0 CONCLUSIONS .......................................................................................................... 14
12.0 SIGNITURES OF ENVIRONMENTAL PROFESSIONALS .................................... 15
13.0 REFERENCES ............................................................................................................ 16
11
t
Huntstone Subdivision Mitigation Plan S&ME Project No. 1040-02-602A
Henderson (Vance County), NC June 21, 2004
APPENDICIES
Appendix I - Figures
Appendix II - Jurisdictional Wetland Survey
Appendix III - Photographic Log
Appendix IV - Sample Deed Notification
FIGURES
Figure 1 - Site Vicinity Map
Figure 2 - Riparian Buffer and Stream Segment
Figure 3 - Riparian Buffer Planting Plan
Figure 4A - Cross Section A
Figure 4B - Cross Section B
Figure 4C - Cross Section C
Figure 4D - Cross Section D
Figure 5 - Longitudinal Stream Profile
iii
' Huntstone Subdivision Mitigation Plan S&ME Project No. 1040-02-602A
Henderson (Vance County), NC June 21, 2004
1 1.0 INTRODUCTION
' On behalf of Old Oxford Partners, LLC, S&ME, Inc. is pleased to present this
Compensatory Mitigation Plan to address wetland and stream impacts at the proposed
Huntstone Subdivision in Henderson, NC. The site is approximately 130 acres in size and is
located north of Old Oxford Road, west of Henderson (Vance County), North Carolina. In

accordance with a previously submitted permit application and discussions with the North
Carolina Division of Water Quality (NCDWQ) following a Notice of Violation, S&ME has
prepared this mitigation plan to address onsite development impacts by stabilizing and
improving 239 linear feet of streambed, and creating 64,200 square feet of woody riparian
buffers. The area to be used for mitigation is within the footprint of an onsite drained farm
pond, and the length of streambed stabilization was calculated at a 1:1 ratio for impacts to
streams elsewhere on the site for road crossings within the proposed Huntstone Subdivision.
2.0 PROJECT OVERVIEW
S&ME's involvement with this project began in March 2002, when S&ME performed a
jurisdictional wetland delineation and threatened & endangered species study for the site.
The site was determined to have a farm pond and several streams which approximately
matched the locations shown on USGS topographic maps and the Soil Survey of Vance
County, NC. No wetlands were observed on the site. After speaking with personnel from
the U.S. Army Corps of Engineers (USACE) and the NCDWQ, it was determined that the
pond could be drained if the client desired and if it were properly performed (Personal
communications with Amanda Jones, USACE, and Todd St. John, NCDWQ, on March 28,
2002).
After the site plans were adjusted to minimize impacts to streams, S&ME submitted an
application for Nationwide Permit No. 39 and the corresponding 401 Water Quality
Certification. The USACE responded to this application with an approval letter, while the
NCDWQ requested additional information. Following the submittal of additional
1
Huntstone Subdivision Mitigation Plan S&ME Project No. 1040-02-602A
Henderson (Vance County), NC June 21, 2004
' information and a site meeting with Bob Zarzecki of the NCDWQ, the NCDWQ granted
conditional permit approval on December 13, 2002.
However, violations were noted during the site meeting with Mr. Zarzecki, and the client
received a Notice of Violation (NOV) for this site. The NOV was related to clearing
riparian buffers prior to the issuance of a permit from NCDWQ. S&ME responded to this
letter and met with NCDWQ personnel at the Raleigh Regional Office to discuss the
violation and requirements for mitigation at the site. A detailed timeline is presented below.

Timeline of Events:
Wetland Delineation Performed March, 2002
(Approved b USACE November 1, 2002
Threatened & Endangered Species Study Performed March, 2002
A roved b USFWS August 12, 2002
Pond Drainage Approved by
USACE & NCDW March 28, 2002
NWP Application Submitted to
USACE & NCDW October 18, 2002
(Approved b USACE November 1, 2002
DW Requests Additional Information November 13, 2002
Site Meeting with NCDW November 22, 2002
S&ME Response to NCDW Request December 6, 2002
Conditional Approval from NCDW December 13, 2002
S&ME Response to DLQ Request for
information December 20, 2002
NCDWQ Issues Notice of Violation January 10, 2003
S&ME Response to Notice of Violation January 31, 2003
Project Meeting at NCDWQ,
Raleigh Re ional Office March 3, 2003
S&ME Follow-up Letter to NCDWQ March 13, 2003
Meeting at NCDW Office February 5, 2004
After the dam was removed and the pond was drained, the stream established its natural
course through the deepest part of the pond bed. The stream has begun to incise deeper and
wider, and has begun to erode its banks. Only weeds and sparse woody shrubs exist within
the former bed to prevent erosion and to hold soil in place. A portion of the stream runs
' through the cutout portion of the old dam, where no floodplain exists and the stream flows
' approximately seven feet below the artificial banks of the former dam (Photograph No. 5).

2
' Huntstone Subdivision Mitigation Plan S&ME Project No. 1040-02-602A
Henderson (Vance County), NC June 21, 2004
' During high flow times, all water is funneled through this deep narrow channel. Old
irrigation piping and culverts also litter this portion of the stream. A migrating head cut has
' been identified within this stream segment where erosive forces continue to work. The
drainage area for this segment of stream is approximately 67 acres.
' S&ME proposes to minimize further streambank erosion by means of vegetative
stabilization of the banks. To minimize further downcutting in the location of the old dam,
S&ME proposes to regrade the area to include a floodplain and stream channel morphology
comparable to an onsite reference area. To prevent further migration and erosive
I downcutting at the migrating head cut, S&ME proposes to install a hard structure at the nick
point. The hard structure will consist of one or more boulders with the overall dimensions
' of eight feet by three feet by one foot. This structure would be able to withstand the
estimated discharge of 20 cfs. A second hard structure will be installed at the downstream
' end of the former dam, where the slope of the stream begins to change dramatically as it
flows downward toward Poplar Creek. To compliment and complete these physical
stabilization measures, a woody riparian buffer will be established along the length of this
segment of stream as part of the larger area where riparian buffers will be restored.
1 Although a variety of weeds have sprouted up throughout the muddy pond bed, only sparse
woody vegetation currently exists to prevent erosion, to shade the stream, or to provide
habitat for wildlife. Because the former pond bottom consists largely of silts and sediments,
it is highly sensitive to erosion. S&ME proposes to establish a proper and functioning
riparian buffer by eliminating noxious and invasive species, preparing the site, planting a
' carefully selected mix of six species of trees, and monitoring success criteria for five years.
3.0 EXISTING CONDITIONS
' Soil and water resources within the project study area are discussed below. Soils,
disturbance, and availability of water directly influence composition and distribution of flora
' and fauna in biotic communities.

Huntstone Subdivision Mitigation Plan S&ME Project No. 1040-02-602A
Henderson (Vance County), NC June 21, 2004

3.1 Topography
The project study area is located in the Piedmont Physiographic province. Elevations at the
site range from approximately 400 feet to 495 feet above mean sea level (msl). The
topography is gently rolling to the west towards Poplar Creek. The vicinity of the site is in
residential and agricultural use, with additional areas of unused woodlands. The site is
depicted on a USGS topographic map in Figure 1.
3.2 Soils Information
Based upon information obtained from the Soil Conservation Service, Soil Survey of Vance
County, the primary soils on the site include Appling sandy loam, Helena sandy loam,
Wedowee sandy loam, and Vance sandy loam. Wehadkee silt loam was depicted in stream
depressions. Wehadkee soils best match the soils which were profiled within the proposed
mitigation area.

According to the soil survey, Wehadkee soils are poorly drained, moderately permeable
soils generally found in flood plains and wet valleys along many streams. This soil has a
high potential for broad-leaved and needle-leaved trees (USDA, 1980).
3.3 Water Resources
This section contains information concerning water resources within the vicinity of the
proposed mitigation. Water resource information encompasses physical aspects of the
resource, its relationship to major water systems, best usage classifications, and water
quality of the resource.
The proposed project is located in the Tar-Pamlico River Basin, which is made up of eight
sub-basins. The proposed project lies entirely within sub-basin 01 in the northwestern end of
the river basin. Most streams in the vicinity of the site generally flow in a westerly direction
4

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Huntstone Subdivision Mitigation Plan S&ME Project No. 1040-02-602A
Henderson (Vance County), NC June 21, 2004
and drain into Poplar Creek. Poplar Creek flows south and merges into several larger creeks
before entering the Tar River at the Vance-Franklin County line near U.S. Highway 1.
Streams are assigned a best usage classification by the NCDWQ. Poplar Creek, and
therefore, this unnamed tributary of Poplar Creek, are listed with the classifications "C" and
"NSW." The C listing indicates that the water uses include aquatic life propagation and
survival, fishing, wildlife, secondary recreation, and agriculture. The supplemental NSW
listing indicates that the water is a Nutrient-Sensitive Waterway.
Table l: Streams in the Study Corridor

Poplar Creek C-NSW 28-17-1
Source: NCDWQ website, http://h2o.enr.state.nc.us/
Prior to the field visits, potential streams in the project area were identified using the USGS
topographic maps for the project area, NRCS soil maps, and National Wetland Inventory
maps. The entire corridor was then walked during field investigations and all drainages were
examined. Drainages were evaluated to determine whether they were perennial streams,
intermittent streams, or stormwater channels, as defined by USACOE and NCDWQ
guidelines. During a site visit with Mr. Bob Zarzecki of the NCDWQ, this unnamed
tributary of Poplar Creek was confirmed to be a perennial stream.
3.4 Floodplains
The Federal Emergency Management Administration (FEMA), in cooperation with Federal,
State, and local governments, has developed floodway boundaries and Flood Insurance Rate
Maps (FIRM) for Vance County. This information is available from several sources,
including from FEMA's website. As part of the National Flood Insurance Program (NFIP),
FEMA's definition, the floodplain is divided into a floodway and a floodway fringe.
FEMA determines floodway boundaries as a tool for floodplain management. Based on
The floodway is the channel of the stream and the adjacent floodplain area that needs to be
kept free of encroachment so the 100-year flood can be carried without increasing the level
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Huntstone Subdivision Mitigation Plan S&ME Project No. 1040-02-602A
Henderson (Vance County), NC June 21, 2004
and extent of flood elevations. The 100-year flood is defined as an event that has a one
percent chance of being equaled or exceeded in any given year. The area between the
floodway boundary and the 100-year floodplain boundary is known as the floodway fringe
or the 100-year floodplain.
Streams for which detailed hydrological studies have not been conducted do not have
defined floodways, so the 100-year floodplain boundaries are estimated and mapped. No
portion of the project site is located within FEMA's mapped 100- or 500-year floodplain.
3.5 Protected Species
Species with the federal status Endangered (E), Threatened (T), Proposed Endangered (PE),
and Proposed Threatened (PT) are protected under provisions of the Endangered Species
Act. Any activity permitted, funded or conducted by a federal agency that may affect a
listed species or designated critical habitat requires a consultation with the US Fish and
Wildlife Service (USFWS). The result of the consultation is a written biological opinion of
whether the proposed action is likely to result in jeopardy to a listed species or adverse
modification of designated critical habitat.
The North Carolina Department of Environment and Natural Resources (NCDENR) Natural
Heritage Program database website and the U.S. Fish & Wildlife Service (USFWS)
Endangered Species website were consulted regarding current federally listed Threatened
and Endangered Species in the region of the site. The site is near the border of two counties,
and the border of two USGS quadrangle maps. Therefore, the NCDENR and USFWS
information was searched for records within Vance and Granville Counties, and specifically
the Henderson and Oxford, NC USGS quadrangles. These sources identified the following
federally listed species in the region of the site:
Bald Eagle (Haliaeetus leucocephalus) ---- Threatened
Dwarf Wedge Mussel (Alasmidonta heterodon) --- Endangered
Smooth Coneflower (Echinacea laevigata) --- Endangered
Harperella (Ptilimnium nodosum) --- Endangered

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Huntstone Subdivision Mitigation Plan S&ME Project No. 1040-02-602A
Henderson (Vance County), NC June 21, 2004
An onsite survey did not reveal the presence of federally listed species on the site. It was
our opinion that the proposed development of the site will not impact the above federally
listed species, and no further study of the site was recommended. The USFWS concurred
with our recommendation in a written letter dated August 12, 2002.
4.0 REFERENCE ECOSYSTEMS
Prior to designing an appropriate mitigation plan, S&ME personnel visited various parts of
the project site to record parameters of reference ecosystems. Mitigation efforts could then
be tailored to establish a similar ecosystem within the proposed mitigation area. Stream
segments upstream and downstream of the project area were evaluated, as well as riparian
buffer species composition and density.
A reference reach on the tributary (Figure 2) was evaluated to characterize stream
characteristics within the improved stream segment. This assessment consisted primarily of
evaluations of stream channel dimension, pattern and profile. The reference reach is on the
same stream and therefore is under similar influences that the improved stream segment will
be exposed to. Based on our observations, the reference area best approximates the desired
characteristics of the improved stream segment.
The stream was classified according to Mr. Dave Rosgen's scheme. The stream is a Rosgen
C5 type. This stream type has an entrenchment ratio greater than 2.2, sinuosity ratio greater
than 1.2, a width to depth ratio greater than 12 and a slope of less than two percent (Rosgen
1996). Sand is the dominant bed material. The substrate in the reference channel is
dominated by fine sands. The presence of fine sands in the channel suggests that low flow
velocities and minimal shear stresses prevail during peak storms.
The site's past history as eroded farmland is a probable cause of the paucity of species
variation within riparian buffer areas on the site. In some areas, the only observed tree
species were Salix nigra (black willow) or Quercus phellos (water oak). In other areas, few
trees were present except for Pinus taeda (loblolly pine). Other tree species observed within
the riparian buffers included Acer rubrum (red maple), Liriodendron tulipifera (tulip
7

Huntstone Subdivision Mitigation Plan S&ME Project No. 1040-02-602A
Henderson (Vance County), NC June 21, 2004
poplar), Populus deltoides (cottonwood), and flex opaca (American holly). In one location
where the stream was intermittent and particularly incised, the only tree species observed
was Quercus alba (white oak) with an understory comprised exclusively of Toxicodendron
ra&cans (poison ivy). Therefore, no one location could be used as a reference to emulate.
Instead, a variety of observed species were chosen for their proven ability to grow on the
site. They are to be placed within the created buffer area based on the relative approximate
drainage classes of soils within the proposed buffer area
5.0 MITIGATION FOR IMPACTS TO RIPARIAN BUFFERS
S&ME proposes to establish a vegetated riparian buffer in an area where none currently
exists, using six species of woody vegetation. The location chosen for buffer creation is
within the footprint of the drained farm pond. The stream feeding this pond has established
a course through the deepest part of the former pond.
Establishing a suitable mix of trees in the former pond bed will serve several purposes. The
primary function of this buffer is to improve water quality by minimizing onsite erosion and
' contribution of sediments to the receiving water body. Secondary functions served by this
buffer will include removal of surface and groundwater pollutants from runoff, stabilization
' of the streambed, acting as a canopy to shade the stream, and as habitat for wildlife.

5.1 Details of Proposed Riparian Buffer Mitigation
A 50-foot wide woody vegetated riparian buffer will be created along both sides of 675 feet
of streambed through the former pond bed. The area of buffer creation addresses mitigation
ratios of 3:1 for Zone I impacts and 1.5:1 for Zone II impacts. This buffer creation will
proceed in three steps: 1) site preparation, 2) site planting, and 3) five years of monitoring
and maintenance.

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Huntstone Subdivision Mitigation Plan S&ME Project No. 1040-02-602A
Henderson (Vance County), NC June 21, 2004
Site preparation will include the removal of invasive species such as Chinese privet, "bush-
hogging" the site to minimize competing vegetation, and "ripping" the soil in Zone II of the
riparian buffer to eliminate eroded drainage channels and to facilitate planting.
The site will be planted with a variety of six tree species chosen for their position in the
landscape, their ability to thrive in local soil types, and their relative niche within the canopy
or subcanopy. Six species selected for the site are tulip poplar (Liriodendron tulipifera),
American sycamore (Platanus occidentalis), cottonwood (Populus deltoides), red maple
(Acer rubrum), black willow (Salix nigra), and water oak (Quercus nigra). The
approximate distribution of these trees is depicted in Figure 3. Approximately 468 trees per
acre will be planted in a random distribution approximately ten feet apart from one another.
No single species will comprise more than 25% of the initial density. The size of trees
planted at the site will vary based on the availability of seedlings and saplings from local
suppliers.
Following installation, the riparian buffer will be regularly monitored, and will be
maintained as needed. Maintenance may include activities such as replacement of deceased
trees, correcting for new channelization within the buffer, and removal of invasive or pest
species.
6.0 MITIGATION FOR IMPACTS TO REGULATED STREAMS
S&ME proposes to restore and preserve the stream segment in three steps. Key to this effort
is stabilization and improvement of 239 linear feet of erodible streambed. The area to be
used for mitigation is within the footprint of the drained farm pond, and the length of
streambed stabilization was calculated at a 1:1 ratio for impacts to streams elsewhere on the
site for road crossings.
After the farm pond's dam was cut down and the pond was drained, the stream established
its natural course through the deepest part of the pond bed. In an effort to stabilize itself, the
stream has begun to dig deeper and wider, and has begun to erode its banks. No woody
9

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Huntstone Subdivision Mitigation Plan S&ME Project No. 1040-02-602A
Henderson (Vance County), NC June 21, 2004
vegetation exists within the former pond bed to prevent erosion and to hold soil in place. A
portion of the stream runs through the cutout portion of the old dam, where no floodplain
exists and the stream flows approximately seven feet below the artificial banks of the old
dam. During high flow times, all water is funneled through this deep narrow channel. Old
irrigation piping and culverts also litter this portion of the stream. A migrating head cut has
been identified within this stream segment where erosive forces continue to work.
S&ME proposes to minimize further streambank erosion by means of vegetative
stabilization of the banks. To minimize further downcutting in the location of the old dam,
S&ME proposes to regrade this area to include a floodplain and stream channel morphology
comparable to an onsite reference area with Rosgen C5 stream morphology. To prevent
further migration and erosive downcutting at the migrating head cut, S&ME proposes to
install a hard structure at the nick point. A second hard structure will be installed at the
downstream end of the former dam, where the slope of the stream begins to change
dramatically as it flows downward toward Poplar Creek. To compliment and complete
these physical stabilization measures, a woody riparian buffer will be established along the
length of this segment of stream as part of the larger area where riparian buffers will be
restored.
6.1 Details of Proposed Stream Segment Restoration and Stabilization
The first part of this effort will be to grade the cross-sectional profile former dam area to
reflect natural stream channel morphology comparable to that of an upstream onsite
reference area with Rosgen C5 characteristics. Soil from the berm will be pulled back using
a trackhoe and deposited in an upland area outside of the riparian buffer zone. An
environmental supervisor will then oversee the equipment operator in establishing a cross-
sectional profile according to our specifications from a reference area.
Second, the trackhoe will be used to install a hard structure (a boulder) at the location where
a migrating head cut was observed, and a second hard structure will be installed at the
downstream end of the former dam, where the slope of the stream begins to change
10

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Huntstone Subdivision Mitigation Plan S&ME Project No. 1040-02-602A
Henderson (Vance County), NC June 21, 2004
dramatically as it flows downward toward Poplar Creek. The size and orientation of these
structures was chosen according to the established principles of the Rosgen method. Water
in the stream will be directed or pumped during in-stream work. Again, installation will be
supervised by an environmental scientist. Finally, a 50-foot wide woody vegetated riparian
buffer will be created along both sides of the streambed as described above.
7.0 CONSTRUCTION SEQUENCE
The implementation schedule of this mitigation plan will be contingent upon timely review
and approval of the plan by the NCDWQ. If this plan is approved by the NCDWQ by
August 1, 2004, and authorization to proceed is received by the client, we anticipate that
planting the new riparian buffers could be completed by September 30, 2004. If delays are
encountered in this regard, planting could be delayed until the spring of 2005 to avoid plant
mortalities often encountered with winter planting. Construction of the streambank
stabilization and riparian buffer creation efforts will proceed according to the following
construction sequence:
1) Stream and riparian buffer work areas will be clearly marked in the field. Invasive
species plants will be flagged for removal.
2) All vegetation within the riparian buffer creation area will be bush-hogged, then
equipment will be used to regrade the former dam area and to install hard structure(s) at
the location of the migrating head cut and at the downstream end of the former dam.
This segment of the stream will be diverted or pumped during installation to minimize
disturbance. Old pipes, irrigation equipment, and other debris will be removed from the
stream bed at this time. All work will be supervised.
3) The soil within Zone II of the riparian buffer creation area will be ripped in rows parallel
to the stream, and jute matting will be installed throughout the restoration area.
11
Huntstone Subdivision Mitigation Plan S&ME Project No. 1040-02-602A
Henderson (Vance County), NC June 21, 2004
4) A supervised landscaping crew will install 468 trees per acre in random patterns,
according to the basic design in Figure 3. Silt fences will be installed in appropriate
locations at this time.
5) Bank pins will be installed at representative points along the streambed for future
1 documentation of bank erosion.
8.0 MONITORING PLAN
' Identifying success criteria prior to the start of a project is important to achieving project
goals. The success criteria represent the tangible and measurable element of goal
achievement and therefore must be in terms of quantifiable parameters. Simply put, the
goals of this project are:
• to retard streambank erosion by stabilizing the substrate of the banks with woody
' vegetation
• to establish a natural cross section profile where the former dam currently exists
' • to retard erosive action on the former pond bed by creating an effective woody riparian
buffer
Stream morphology will be monitored annually for five years after the above steps are
' completed. Vegetation at the site will be monitored and maintained following the lst, 3rd,
and 5th year after planting. Monitoring will include measurments of the bank pins,
i vegetative survival, and field counts of macrobenthos.

9.0 SUCCESS CRITERIA AND PERFORMANCE STANDARDS
To ensure that project goals are sufficiently met S&ME will monitor the success of the
project over a five year period following completion. Monitoring activities will be
conducted in general accordance with the NCDWQ document "Interim, Internal DWQ
Policies on Stream Mitigation Options and Associated Macrobenthos Monitoring," dated
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Huntstone Subdivision Mitigation Plan S&ME Project No. 1040-02-602A
Henderson (Vance County), NC June 21, 2004
1

fl

May 10, 2000, and "Stream Restoration Guildlines," dated April 2003. Monitoring will
include, at a minimum:
• annual measurements from streamside bank pins
• analysis of representative cross-sectional profiles
• observations of macrobenthic invertebrates within the stream channel and upstream
• observations of stream banks and substrate
• observation of planted trees, and replacement if necessary
• observation of erosive action and channelization within the riparian buffer
Monitoring of the stream characteristics will be performed annually for five years, with an
annual monitoring report to be generated and provided to the NCDWQ for review each year
by the anniversary of completed restoration activities. Monitoring of riparian buffers will be
performed simultaneously with the stream monitoring on years one, three, and five, and will
be reported to the NCDWQ in a combined report during those years. To be considered a
success, the riparian buffer will have a density of at least 320 stems per acre at the end of the
fifth year.
10.0 DEED NOTIFCATIONS
In accordance with a request from the NCDWQ, deed notifications have been placed on all
lots in this subdivision which adjoin riparian buffers. A sample deed notification has been
attached to this report for your review.
13
Huntstone Subdivision Mitigation Plan S&ME Project No. 1040-02-602A
Henderson (Vance County), NC June 21, 2004

11.0 CONCLUSIONS

This Compensatory Mitigation Plan is presented to address wetland and stream impacts at
the proposed Huntstone Subdivision in Henderson, NC. In accordance with a previously
submitted permit application and discussions with the NCDWQ following a Notice of
Violation, S&ME has prepared this mitigation plan to address onsite impacts by stabilizing
and improving 239 linear feet of streambed, and creating 64,200 square feet of woody
riparian buffers.
We believe this report presents a viable Compensatory Mitigation Plan for impacts to
streams and riparian buffers at the Huntstone Subdivision site. The measures described
' above will help prevent further degradation of the onsite streambed, while protecting
downstream areas from increased sediment loads potentially originating from this site.

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Huntstone Subdivision Mitigation Plan
Henderson (Vance Countv). NC
S&ME Project No. 1040-02-602A
June 21, 2004
12.0 SIGNITURES OF ENVIRONMENTAL PROFESSIONALS
l
Steven M. O'Brien
Project Professional
15
Eric Galamb, PWS
Senior Environmental Scientist

Huntstone Subdivision Mitigation Plan S&ME Project No. 1040-02-602A
Henderson (Vance County), NC June 21, 2004
13.0 REFERENCES
I

Interagency Workgroup on Wetland Restoration. Wetland Restoration, Creation, and
Enhancement (draft). USEPA. 2001.
Jones, Amanda. US Army Corps of Engineers. March 28, 2002.
North Carolina Administrative Code 15A NCAC 02B.0259. Tar-Pamlico River Basin:
Nutrient Sensitive Waters Management Strategy.
North Carolina Department of Environment and Natural Resources. A Citizen's Guide to
Water Quality Management In North Carolina. Raleigh, NC. 2002.
North Carolina Department of Environment and Natural Resources. Draft Internal Technical
Guide for Stream Work in North Carolina. Raleigh, NC. 2000.
North Carolina Department of Environment and Natural Resources. Guidelines for Riparian
Buffer Restoration. Raleigh, NC. 2001.
North Carolina Department of Environment and Natural Resources. Stream Mitigation
Guidelines. Raleigh, NC. 2003.
Rosgen, D., River Restoration and Natural Channel Design. Pagosa Springs, CO. 2002.
Rosgen, D., and Lee Silvey. Field Guide for Stream Classification. Wildland Hydrology
Books. Pagosa Springs, CO. 1998.
St. John, Todd. NC Division of Water Quality. March 28, 2002.
Rosgen, D. Applied River Morphology. Pagosa Springs, CO. 1996.
USDA Soil Conservation Service. Soil Survey of Vance County, North Carolina. 1980
16

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VICINITY MAP Job No. 1040-02-602A
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Riparian Buffer Deed Restrictions
This is page 4 of 13 in the "Declaration of Protective Covenants, Conditions,
& Restruictions for Hunstone Subdivision, Phase I (Huntstone Pines)"
vehicles and equipment must be stored In enclosed garages or other approved storage facilities.
C. Prohibited improvements: No dwelling, building, structure, outbuilding or other
petmitted Improvement shall be constructed on any lot except by conventional construction. No
modular construction homes (on-frame or off-frame) or mobile homes shall be permitted on any
Lot,
D. Approved Building Materials: The exterior finish for each dwelling must be of a
material approved by Declarant or the Architectural Committee. Approved materials shall
include brick, hardiplank, and vinyl siding. All foundations shall be of brick finish.
E. Driveways: All driveways and parking areas must be of concrete and have at least a tNvo-
car parking pad. The main driveway shall be a minimum of sixteen (16) feet wide at the street
and may decrease In width as it rums into the lot; provided that It is no less than ten (10) feet in
width at any point. All driveways must comply with the minimum residential construction
requirements of the local building code and with North Carolina Department of Transportation
regulations.
F. Roofing Requirements: All structures must bave a minimum pitch of 7/12. All roofs
shall be shingled with a minimum 25-year architectural or architectural-look shingle approved by
Declarant or the Architectural Committee.
4. Setback Requirements: No residential dwelling or any other improvements shall be erected,
altered, or placed on the property closer than thirty (30) feet from the margin of the right of way of any
toad or street; nor closer than ten (10) feet from the interior lines on any lot; nor closer than twenty (20)
feet from the rear lines of said lot. For purposes of this paragraph, eaves, steps, and cornices shall not be
considered pan of a dwelling or structure. No structure shall be erected within the minimum setback
lines for front, rear and aide lot lines, except that Declarant shall have the full right to waive this
requirement in the case of a hardship to be determined In its sole discretion. In all cases, the minimum
"Ift allowable setbacks shall conform to the regulations of the county or city government having jurisdiction
over the property. However, owners of all lots shown on the recorded plat that have a rip's an
buffer
must comply with the Riparian Buffer Rules of rho Notch Carolina Environmental Management
Commission in that the first thirty (30) feet, zone 1, of the buffer is to remain essentially undisturbed and
the landward twenty (20) feat, zone 2, is to be vegetated. No construction of an type may a.
these zones on any lot showing such riparian buffer zones, and thereby the setbacks for these `:ors ,mail
be the more stringent of either of the above noted setbacks or the riparian buffer regulations.
5. Easements or Rights of Way: The conveyance of all lots is made and accepted subject to any
easement or rights of way that may have been granted for power, lights, telephone lines, access, drainage
facilities, water facilities, and/or sewage facilities, or ate shown on any recorded plat or plats of
Huntstone Subdivision. Declarant reserves the right to subject the property in the subdivision to a
contract with, the utility provider for the installation} of street lighthtg and. tl ?_'; tt,Rtg tat UIC-?acfance
•.-' 3T&,aj a and lighting for other common areal wlu eh may require a continuing monthly payment to
provider by each lot owner in the subdivision- Further, for installation and rnaintcnance of utilities slid
drainage facilities, easements are reserved on the first twenty (20) feet of each lot abutting any street and
as shown on any recorded map defining the lots of Huntstone. Easements twenty (20) feet in width.
lying ten (10) feet out either side of any lot line, be it side or rear lot lines, are reserved for installation
and maintenance of utilities and drainage Aclllties: however, where a lot does not join another
Huntstone lot, casements twenty (20) feet in width are reserved along the rear or side lines of those !ots
for installation and maintenance of utilities and drainage facilities.
6. Noxious Activity Prohibited., No noxious or offensive activity shall be carried on upon any lot,
nor shall anything be doge thereon which may be or become an annoymce or nuisance to the
neighborhood. No trade materials or inventories (except during construction) may be stored upon the
premises. There droll be no operation of power lawn mowers, chain saws, or other motorized equipment
or ruttaing of motors between the hours of 9:00 pm. and 7.00 am. Discharging of firearms or any other
Itoyster. Cross & Currin, LI,p, Attorneys at Law, P.O. Drawer 1168, Oxford, NC 27565
the purpose of construction of improvements on a lot. Any motor vehicle or other motor conveyance not
in running condition roust be rcmaved within thirty (30) days. No disabled, junked or dismantled motor
vehicles shall be allowed on any lot.
Royster, Cross & Curria, LLP. Attorneys at 1,aly, P.O, Drawer 1168, Oxford., C 27565

Fi

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L1 N 81' 22: E 6.57' L29 S 88'18'48' E 50.41
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L58 S 14'16'03' E

S 37'50'51' E 52.37'

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L8 N 08' Z9" E
N 40' 350' W 41.21'
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WETLANDS C L69 N 80'39'28' E 71.03'
Course Bsarinq Distance L70
L71 N 73'35'15' E
S 86'44'41' E 67.18'
22.25'
L1 S 83'56'55' E 36.40' L72 S 36'18'08' E 9.84'
L2 S 35'43'08' E 44.41' L73 N 81'09'29' W 16.42'
L3 S 74'26'44' E 59.42' L74 S 76'23'30' W 74.61'
L4 S 68'50'39' E 88.77' L75 S 82'34'11' W 85.32'
L5 S 78'44'00' E 85.83' L76 S 34'59.41' W 17.47'
L6 S 54'19'04' E 66.19' 777 N 22'27'48' E 16.77'
L7 S 50'37'31' E 28.60' L78 N 61149'25' W 77.17'
L8 N 55.47'35' E 23.31' L78 N 45'58'26' W 48.42'
L9 S 11'59'20' W 28.88' LBO N 35'28'50' W 33.46'
L10 S 32037'11' E 11.92' L81 N 45'52'50' W 89.10'
L11 S 61'32'16' E 56.22 1.82 N 48'48'05' W 68.08'
L12 S 29'51'18' E 77.27' L83 N 39'27'19' W 89.56'
L13 S 30'01'40' E 66.07' L84 N 46'31'20' W 49.46
L14 S 52'12'35' E 140.70' L85 N 29'59'52' W 71.86
L15 N 68'36'53' E 94.87' L86 N 44'54'11' W 93.85'
L16 N 70'08'00' E 28.82' 787 N 19'35'33' W 25.26'
L17 S 87'07'37' E 38.40' L88 N 37'37'58' W 55.41'
718 N 66'54'46' E 37.42' 1-89 N 12'4227' W 53.9'
1-19 N 76'27'13' E 92.78' LOD N 25'15'45' W 91.77'
L20 N 55'34'23' E 32.58' L91 N 00'03'51' E 90.09'
L21 N 95'51'11' E 43.31' L92 N 02'36'20' W 98.17'
L22 N 88'37'52' E 52.62' 793 N 04'27'00' E 65.02'
L23 S 79'43'16' E 20.54' L94 N 46'23'32' W 55.03'
L24 N 88'52'30' E 50.86' L95 N 28'56'36' W 53.63'
L25 N 81'57'15' E 38.22' LOS N 18'54'37' W 55.58'
L26 S 78.32'15' E 32.94' L97 N 11'16'43' W 70
97'
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L118 N 07'07'19' E 20.00' ! I I, JOHN LEE HAMME, CERTIFY THAT THIS PLAT WAS DRAWN UNDER MY SUPERVISION
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RECORDED N BOOK 90 • PAGE 014 gR THAT
THE RATIO OF PRECISION AS CALCULATED IS 1: TO.OO0+ : THAT THE PLAT

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PHOTOGRAPH RECORD
S&ME Project Number: 1040-02-602A Project Name: Huntstone Subdivision
Site Location: Henderson (Vance County), North Carolina

Photograph No. 1. The stream flows through the weedy center of the former pond's footprint.

a 'V
Photograph No. 2: One of two reference riparian buffer and stream segments that were

PHOTOGRAPH RECORD
S&ME Project Number: 1040-02-602A Project Name: Huntstone Subdivision
Site Location: Henderson (Vance County), North Carolina

PHOTOGRAPH R
S&ME Project Number: 1040-02-602A Project Name:
Site Location: Henderson (Vance County), Nort

March 13, 2003
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Raleigh Regional Office
1628 Mail Service Center
Raleigh, NC 27699-1628
Attention: Mr. Steve Mitchell
Reference: Follow-up to March 3, 2003 Meeting
Huntstone Subdivision
Henderson, North Carolina
Notice of Violation No. NBRRO 03-005
S&ME Project No. 1040-02-602
Dear Mr. Mitchell:
)J11'C/
9- 7 8
Three Decades ... Three Reasons
We listen. We respond. We solve,.
This letter is to confirm the details of our March 3, 2003 meeting at the NC Division of Water
Quality (DWQ) Central Office regarding violations at the Huntstone Subdivision site in
Henderson, NC. Per our conversation, the DWQ has not received a stormwater management
plan and a restoration (mitigation) plan for this site. I will contact the site engineer, Mr. John
Hamme, to inform him that the DWQ has not yet received the stormwater plan, or a mitigation
plan. S&ME will work with Mr. Hamme to prepare a mitigation plan for submission to the
DWQ the near future.
As we discussed, the restoration plan should include measures to address both stream and buffer
impacts, including the additional buffer impacts discussed in your notice of violation for the site.
Buffer restoration will be at a 3:1 ratio for 214 linear feet of impacts. If appropriate, the former
pond bottom will be revegetated, and areas upstream of the former pond may be revegetated for
i/2 credit if they currently have less than 200 trees per acre. Areas upstream of the former pond
S&ME, Inc. Mailing address: [phone]
31 18 Spring Forest Road P.O. Bbx 58069 [phone] fax
Raleigh, North Carolina 27616 Raleigh, North Carolina 27658-8069
Huntstone Subdivision Notice of Violation
Henderson, NC (Vance County)
S&ME Project No. 1040-02-602
March 13, 2003
bottom may be revegetated for full credit if they currently have less than 100 trees per acre.
Additionally, the restoration plan will address the required deed notifications for buffers and
provide a schedule for when deed notifications will be put in place. The notifications are
contingent on completion of the subdivision plat, which has not been completed at this time.
We hope that this letter sufficiently addresses the concerns stated in our March 3, 2003 meeting.
As stated earlier, we hope to submit completed stormwater and restoration plans to you as soon
as possible. If you have any questions, please do not hesitate to call us.
Sincerely,
S&ME, Inc.
Steven M. O'Brien Samuel P. Watts, P.G.
Project Manager Earth Resources Department Manager
cc: File
S:\Environ\2002 Jobs\02-602 Hicks Property T&E and Permitting\PermitPackage\DWQ_Letter_3-12-2003.doc
State of North Carolina
Department of Environment
and Natural Resources
Raleigh Regional Office
Michael F. Easley, Governor
William G. (Bill) Ross, Secretary
Alan W. IOimek, P.E., Director
W& VA
NCDENR
NoRTM CAROLINA DEPARTMENT cW
ENVIRONMENT AND NAruRAL REgqFICEs
DIVISION OF WATER QUALITY
January 10, 2003
CERTIFIED MAIL
RETURN RECEIPT
Mr. David Carver
Old Oxford Road Partners, LLC
129 West Belle Street
Henderson, N.C. 27536
Subject:
Notice Of Violation
NBRRO 03-005
Huntstone Subdivision
Oxford Road (US 158)
Vance County
Dear Mr. Carver:
You are receiving this letter as the Authorized Agent for the subject property referenced by the Raleigh
Regional Office as NBRRO 03-005. This site is in violation of The Tar Pamlico River Basin: Nutrient-
Sensitive Waters Management Strategy; Protection and Maintenance of Existing Riparian Areas,
Administrative Code T15A:02B.0259 [(NCAC.0259)(Tar Pam Buffer Rules)]. On December 11, 2002,
Division of Water Quality (DWQ) staff from the Raleigh Regional Office conducted a site visit of the subject
property.
Staff determined that three road crossings had been prepared along unnamed tributaries to Poplar Creek and
the riparian buffer had been removed. A State issued 401 Water Quality Certification is required before any
impacts are allowed to occur to any creek, stream, pond, or lake. A Water Quality file review failed to
locate any permits, 401 Certifications, or Pre-Construction Notification for the above referenced impacts.
Therefore, the removal of the buffer vegetation for the road crossings are in violation of North Carolina
General Statutes.
The Neuse Buffer Rules state that the 50 foot wide riparian buffer adjacent to waters of the State shall be
protected. Therefore, the impacts to the riparian area and the stream referenced above is a violation of those
Rules which state the following:
Zone 1 shall consist of a vegetated area that is undisturbed except for uses provided for in Item (6)
of this Rule. Zone 1 shall begin at the most landward limit of the top of bank or the rooted
1628 Mail Service Center, Raleigh, NC 27699-1628 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post-consumer paper
Page Two
Huntstone Subdivision NOV
herbaceous vegetation and extend landward a distance of 30 feet.
Zone 2 shall consist of a stable, vegetated area that is undisturbed except for activities and uses
provided for in Item (6) of this Rule. Grading and revegetating Zone 2 is allowed provided that the
health of the vegetation in Zone I is not compromised. Zone 2 shall begin at the outer edge of Zone
I and extend landward 20 feet.
The Neuse Buffer Rules state that the 50 foot wide riparian buffer adjacent to waters of the State shall be
protected. The maintenance of these areas should be such that, to the maximum extent possible, sheet flow
of surface water is achieved. Any activity that would result in water quality standard violations or that
disrupt the structural or functional integrity of the riparian area are prohibited.
Section (6) Table of Uses states that grading and revegetating is allowed in Zone 2 only provided that
diffuse flow and the health of existing vegetation in Zone 1 is not compromised and disturbed areas are
stabilized is an allowable activity if permitted by the Division of Water Quality. No unpermitted land
disturbing activities are allowed in Zone 1 and no approval has been located for these activities.
You are required to respond to this Notice Of Violation within 10 days of its receipt. Your response should
be directed to me at 1628 Mail Service Center, Raleigh, North Carolina, 27699-1628. Please provide any
and all information relevant to the activities that have occurred, an alternative analysis that details the
necessity of the removal of the buffer, and the dates of operation on this site.
Please clearly discuss and provide an accurate timetable with dates of when these activities occurred. Also,
a restoration plan is required to account for the areas where the buffer was removed. Specifically your plan
must account for and detail all of the impacts and satisfactorily restore and preserve a riparian buffer at a 3:1
ratio. This requires the planting of at least two species of native trees at a stem density/survivorship of 320
trees per acre at the end of five (5) years.
Thank you for your attention to this matter. This Office is considering sending a recommendation for
enforcement to the Director of the Division of Water Quality regarding these issues and any
continued/further violations. Please thoroughly address the above mentioned issues in your response and
provide any additional information that you wish to provide. Your response to this correspondence will be
considered in this process. If you have any questions, please contact Mr. Steve Mitchell or myself at the
Raleigh Regional Office, telephone number (919)-571-4700.
Sincerely,
Kenneth Schuster, P.E.
Water Quality Regional Supervisor
cc: RRO/CO Enforcement
John Dorney
Steve O'Brian (S & ME)
nbrlet. for/nbrbuf.03/huntston.005
State of North Carolina
Department of Environment
and Natural Resources
Raleigh Regional Office
Michael F. Easley, Governor
William G. (Bill) Ross, Secretary
Alan W. lGimek, P.E., Director
1TAZ%.ftW .
NCDEDNR
EPART"EWT ENVIRONMENT AND NArURAt REsOURC{S
DIVISION OF WATER QUALITY
January 10, 2003
CERTIFEED MAIL
RETURN RECEIPT REQUESTED
Mr. David Carver
Old Oxford Road Partners, LLC
129 West Belle Street
Henderson, N.C. 27536
Subject: Notice Of Violation
NBRRO 03-005
Huntstone Subdivision
Oxford Road (US 158)
Vance County
Dear Mr. Carver:
You are receiving this letter as the Authorized Agent for the subject property referenced by the Raleigh
Regional Office as NBRRO 03-005. This site is in violation of The Tar Pamlico River Basin: Nutrient.
Sensitive Waters Management Strategy; Protection and Maintenance of Existing Riparian Areas,
Administrative Code T15A:02B.0259 [(NCAC .0259) (Tar Pam Buffer Rules) ]. On December 11, 2002,
Division of Water Quality (DWQ) staff from the Raleigh Regional Office conducted a site visit of the subject
property.
Staff determined that three road crossings had been prepared along unnamed tributaries to Poplar Creek and
the riparian buffer had been removed. A State issued 401 Water Quality Certification is required before any
impacts are allowed to occur to any creek, stream, pond, or lake. A Water Quality file review failed to
locate any permits, 401 Certifications, or Pre-Construction Notification for the above referenced impacts.
Therefore, the removal of the buffer vegetation for the road crossings are in violation of North Carolina
General Statutes.
The Neuse Buffer Rules state that the 50 foot wide riparian buffer adjacent to waters of the State shall be
protected. Therefore, the impacts to the riparian area and the stream referenced above is a violation of those
Rules which state the following:
Zone 1 shall consist of a vegetated area that is undisturbed except for uses provided for in Item (6)
of this Rule. Zone 1 shall begin at the most landward limit of the top of bank or the rooted
1628 Mail Service Center, Raleigh, NC 27699-1628 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/l0% post-consumer pap"
Page Two
Huntstone Subdivision NOV
herbaceous vegetation and extend landward a distance of 30 feet.
Zone 2 shall consist of a stable, vegetated area that is undisturbed except for activities and uses
provided for in Item (6) of this Rule. Grading and revegetating Zone 2 is allowed provided that the
health of the vegetation in Zone 1 is not compromised. Zone 2 shall begin at the outer edge of Zone
1 and extend landward 20 feet.
The Neuse Buffer Rules state that the 50 foot wide riparian buffer adjacent to waters of the State shall be
protected. The maintenance of these areas should be such that, to the maximum extent possible, sheet flow
of surface water is achieved. Any activity that would result in water quality standard violations or that
disrupt the structural or functional integrity of the riparian area are prohibited.
Section (6) Table of Uses states that grading and revegetating is allowed in Zone 2 only provided that
diffuse flow and the health of existing vegetation in Zone 1 is not compromised and disturbed areas are
stabilized is an allowable activity if permitted by the Division of Water Quality. No unpermitted land
disturbing activities are allowed in Zone l and no approval has been located for these activities.
You are required to respond to this Notice Of Violation within 10 days of its receipt. Your response should
be directed to me at 1628 Mail Service Center, Raleigh, North Carolina, 27699-1628. Please provide any
and all information relevant to the activities that have occurred, an alternative analysis that details the
necessity of the removal of the buffer, and the dates of operation on this site.
Please clearly discuss and provide an accurate timetable with dates of when these activities occurred. Also,
a restoration plan is required to account for the areas where the buffer was removed. Specifically your plan
must account for and detail all of the impacts and satisfactorily restore and preserve a riparian buffer at a 3:1
ratio. This requires the planting of at least two species of native trees at a stem density/survivorship of 320
trees per acre at the, end of five (5) years.
Thank you for your attention to this matter. This Office is considering sending a recommendation for
enforcement to the Director of the Division of Water Quality regarding these issues and any
continued/further violations. Please thoroughly address the above mentioned issues in your response and
provide any additional information that you wish to provide. Your response to this correspondence will be
considered in this process. If you have any questions, please contact Mr. Steve Mitchell or myself at the
Raleigh Regional Office, telephone number (919)-571-4700.
Sincerely,
Kenneth Schuster, P.E.
Water Quality Regional Supervisor
cc: RRO/CO Enforcement
John Domey
Steve O'Brian (S & ME)
nbrlet. for/nbrbuf.03/huntston.005
NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT
AND NATURAL RESOURCES
Raleigh Regional Office
Michael F. Easley, Governor
William G. Ross, Jr., Secretary
DIVISION OF LAND RESOURCES
December 12, 2002
NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
NOTICE OF VIOLATIONS OF THE
SEDIMENTATION POLLUTION CONTROL ACT
CERTIFIED MAIL
RETURN RECEIPT REQUESTED
David W. Parham
Old Oxford Road Partners, LLC
PO Box 741
Henderson, NC 27536
RE: Huntstone Subdivision
Vance County
Tar-Pamlico #1 / 03-03-01
Deadline for Compliance: 15 days
Dear Mr. Parham:
On December 9, 2002, an inspection was performed by Charles Phillips of this office, at the subject
site which is located on US 158. This inspection was performed under the authority of North Carolina
General Statute (NCGS) I I3A-58(1), to determine compliance with the Sedimentation Pollution Control Act
of 1973 (Act). The inspection revealed that a land-disturbing activity comprising approximately 8.0 acres is
being undertaken at the subject site.
It is our understanding that you are responsible for this land-disturbing activity. The purpose of this
letter is to inform you that this activity was found to be in violation of the Act, NCGS 113A-50 to 66, as
amended, and Title 15A, North Carolina Administrative Code (NCAC), Chapter 4, Subchapters 4A to C, as
amended. If you feel that you are not responsible for the following violations, please notify this office
immediately.
1628 Mail Service Center, Raleigh, North Carolina 27699-1628
Phone: [phone] FAX: [phone] / Internet: www.enr.state.nc.us/ENR/
AN EQUAL OPPORTUNITY/AFFIRMATIVE ACTION EMPLOYER-60% RECYCLED11096 POST CONSUMER PAPER
Mr. Parham
December 12, 2002
Page 2
The violations that were found are:
1. Failure to file an erosion and sedimentation control plan with this office at least 30 days prior to
beginning a land-disturbing activity on a tract comprising more than one acre, when more than one
acre is to be uncovered, and failure to secure plan approval from this office prior to beginning the
land-disturbing activity (NCGS I I3A-54(d)(4), NCGS I I3A-57(4) and 15A NCAC 4B.0107(c)).
A proposed sediment and erosion control plan has been filed with our office. The plan has not been
approved at this time due to riparian buffer issues on site. Plan is on hold for review until DWQ
approval is provided.
2. Failure to retain or provide, along the margin of a lake or natural watercourse, a buffer zone of
sufficient width to confine visible siltation by natural or artificial means within the 25 percent of the
buffer zone nearest the land-disturbing activity (NCGS 113A-57(1)).
3. Failure to take all reasonable measures to protect all public and private property from damage by
such a land-disturbing activity (15A NCAC 4B.0105).
To correct these violations and bring the subject site into compliance, the following actions must be
taken:
1. Plan approval must be obtained before further work is started on site.
2. Provide temporary groundcover on site as per Sediment Pollution Control Act of NC.
The penalty for an initial violation could be an assessment of up to $5,000.00. A time period for
compliance is not required for enforcement of this violation pursuant to NCGS 113A-61.1(c) and NCGS
113A-64(a)(1). Such enforcement is being considered for this project, and we may refer this matter to the
Director, Division of Land Resources, for appropriate action on the initial violation.
If the violations described in this Notice are not corrected within 15 days following your receipt of
this Notice, (or before December 27, 2002, whichever term is longer), the Director, Division of Land
Resources, will be requested to take appropriate legal action against you pursuant to G. S. I I3A-64. That
action could be the assessment of civil penalties and may result in the initiation of other remedies as
prescribed by the Act. If a civil penalty is assessed for the violations, the amount may be up to $5,000.00
per day for each day of the violation, beginning at the date of our discovery of the violation (NCGS 113A-
64(a)(1)). If the violations are corrected within the time period specified for compliance, no further legal
action will be pursued.
Any new land-disturbing activity associated with this project should not begin until the area presently
disturbed is brought into compliance with the Act. When corrective actions are complete, you should notify
this office so that the work can be inspected. You should not assume that the site is in compliance with the
Act until we have so notified you. In addition, once compliance has been achieved, all installed measures
must be satisfactorily maintained until development is complete and the site is fully stabilized to avoid further
violations of the Act.
1628 Mail Service Center, Raleigh, North Carolina 27699-1628
Phone: [phone] / FAX: [phone] / Internet: www.enr.state.nc.us/ENR/
AN EQUAL OPPORTUNITY/AFFIRMATIVE ACTION EMPLOYER-60% RECYCLED110516 POST CONSUMER PAPER
Mr. Parham
December 12, 2002
Page 3
Due to the location of this project, it should be noted that you may also be subject to a rule to protect
and maintain existing buffers along watercourses in the Tar-Pamlico River Basin became effective on January
1, 2000. The Tar-Pamlico River Riparian Area Protection and Maintenance Rule (15A NCAC 213.0259)
applies to all perennial and intermittent streams, lakes, ponds and estuaries in the Tar-Pamlico River Basin
with existing vegetation on the adjacent land or "riparian area". In riparian areas with existing vegetation in
the first 30 feet directly adjacent to the stream, the rule prohibits land disturbance, new development and
fertilizer use within the first 50 feet of land next to the water. In riparian areas with vegetation that is less
than 30 feet wide, the rule prohibits land disturbance, new development and fertilizer use within the area that
contains vegetation (but not the entire 50 foot riparian area). For more information about this riparian area
rule, please contact the DWQ's Wetland/401 Unit at 919-733-1786, or a DWQ representative at this regional
office. Please ensure that if you are subject to this rule, all riparian buffer issues are addressed in the
sediment and erosion control plan you submit to this office.
We solicit your cooperation, and would like to avoid further enforcement action. At the same time, it
is your responsibility to understand and comply with the requirements of the Act. Copies of the relevant
statutes and administrative rules may be examined at this office or will be sent to you upon request. Should
you have any questions concerning this Notice or the requirements of the Act, please do not hesitate to
contact either Charles Phillips or me at your earliest convenience.
Sincerely,
John L. Holley, Jr., P.E., CPESC
Regional Engineer
Land Quality Section
JLH/cdp
cc: State Sedimentation Program
Ken Schuster, P.E., Div. of Water Quality
1628 Mail Service Center, Raleigh, North Carolina 27699-1628
Phone: [phone] / FAX: [phone] / Internet: www.enr.state.nc.us/ENR/
AN EQUAL OPPORTUNITY/AFFIRMATIVE ACTION EMPLOYER-50'/ RECYCLED1100A POST CONSUMER PAPER
Entity Names
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North Carolina
47 orth Carolina
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NCMichaeII F. Easley, Govemor
Secretary
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Registered Office Address: 129 W. Belle Street
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1 of 1 1/9/03 2:51 PM
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N0R-ftt9AI' WRW®EPARTMENT OF
ENVIRg WeMEFffiff ^L RESOURCES

January 31, 2003
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North Carolina Department of Environment and Natural Resources
Division of Water Quality
Raleigh Regional Office
1628 Mail Service Center
Raleigh, NC 27699-1628
Attention: t?Mr. Kenneth Schuster, P.E., Water Quality Regional Supervisor
Reference: Response to Notice of Violation
Huntstone Subdivision
Henderson, North Carolina
Notice of Violation No. NBRRO 03-005
S&ME Project No. 1040-02-602
Dear Mr. Schuster:
JA'l' 1 1 2003
We have received a copy of your Notice of Violation (NOV) letter dated January 10, 2003
regarding the above-mentioned site located in Henderson, NC. On behalf of Old Oxford Road
Partners, LLC , S&ME, Inc. (S&ME) is hereby submitting a response to the NOV. S&ME
personnel have assembled the requested information relevant to the activities that have occurred
at the site. Specifically, you requested an accurate time table of dates when these activities
occurred. Below is a timeline of these dates.
10/18/02 -- 401/404 permit applications were submitted to Division of Water Quality
(DWQ) and the US Army Corps of Engineers (USACE)
10/25/02 - Land was cleared on the site for future planned roadways and bridges
11/01/02 - 404 permit was approved by the USACE
11/13/02 - Additional information was requested by DWQ
11/22/02 - S&ME met at the site with Bob Zarzecki of DWQ to discuss the 401 permit
12/06/02 - Additional information was submitted to Mr. John Dorney of the DWQ
12/12/02 - 401 permit was approved by DWQ
12/20/02 - Additional information was submitted to NC Division of Land Quality (DLQ)
01/10/03 - Notice of Violation was issued for the site by DWQ
S&ME, Inc. Mailing address: [phone]
31 18 Spring Forest Road P.O. B6x 58069 [phone] fax
Raleigh, North Carolina 27616 Raleigh, North Carolina 27658-8069
J
Huntstone Subdivision Notice of Violation S&ME Project No. 1040-02-602
Henderson, NC (Vance County) January 31, 2003
The following is an overview of our mitigation plan for impacts at the site, as described in our
December 6, 2002 letter to Mr. John Dorney of the DWQ:
In one area of the site, a pond was drained in the summer of 2002. Since that time, a stream has
evolved through the former pond's footprint by eroding a channel through the approximate
center of the footprint (please refer to the wetland delineation survey in our original permit
application). On either side of this new stream channel, soils consist of loose sediments and silt
from the former pond bottom. We believe that this area of the site is particularly vulnerable to
erosion and further degradation, and therefore onsite mitigation would be an attractive option to
preserve downstream water quality from increased turbidity and sediment transport from this
area.
On behalf of Old Oxford Road Partners, LLC, we propose to restore 239 linear feet of this
stream channel within the footprint of the former pond. This represents restoration at a 1:1 ratio
for our proposed stream impacts. We propose to construct a geomorphically consistent stream
reach which will incorporate the correct dimension, pattern, and profile for the stream type under
current circumstances. The banks will be stabilized to reduce erosion prior to establishment of a
root mat from the proposed vegetative plantings. A more detailed final restoration plan will be
submitted upon approval of the above conceptual statements.
As discussed in our permit application, we also propose to restore approximately 50,508 square
feet of vegetated riparian buffer along the portion of the stream that flows through the footprint
of the former pond. Thus, a vegetated riparian buffer would be established where none was
present before, over a distance of approximately 700 linear feet. Whereas the typical riparian
buffer is 50 feet on both sides of a stream, 50,508 square feet of 50-foot buffer would only buffer
approximately 500 feet of stream. Our proposed 37-foot buffer on both sides of the stream
would protect an additional 200 feet for stream - nearly all of the currently unbuffered segment
of the stream.
Huntstone Subdivision Notice of Violation
Henderson, NC (Vance County)
S&ME Project No. 1040-02-602
January 31, 2003
We hope that this letter sufficiently addresses the concerns stated in your January 10, 2003 letter.
As stated earlier, we plan to submit a completed mitigation plan to you as soon as possible. If
you have any questions, please do not hesitate to call us.
Sincerely,
S&ME, Inc.
Steven M. O'Brien
Project Professional
cc: File
?p r Samuel P. Watts, P.G.
Manager, Land Management Dept.
S:\Environ\2002 Jobs\02-602 Hicks Property T&E and Permitting\PermitPackage\DENR_Reply_Letter.doc

#S&ME
December 6, 2002
NC Division of Water Quality
Wetlands/401 Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
Attention: Mr. John Dorney
Reference: Huntstone Subdivision, Henderson, NC
Division of Water Quality (DWQ) Project No. 02-1683
S&ME Project No. 1040-02-602
Dear Mr. Dorney:
We have received your letter dated November 13, 2002 regarding the above-mentioned site
located north of the intersection of NC Highway 158 Business and Old Watkins Road (copy
attached). In response to the letter, S&ME personnel met at the site with Mr. Bob Zarzecki of
your office on November 21, 2002 to discuss the proposed development, to assess proposed
impacts to streams and buffers, and to assess the area of the site which we have proposed to use
for stream and buffer mitigation. In this letter we will respond to the three items listed in your
letter for which you requested additional information.
Item number one questions whether homes can be built on lots 3, 65, 66, 119, 153, and 154
without future indirect or cumulative impacts to either the streams or buffers. To address this
issue, we have attached conceptual sketches (A through E) that show how moderately sized
homes could be situated on these lots while 1) keeping clear of both Zone I and Zone II of the
stream buffers, and 2) keeping clear of the required set-backs from roadways through the
neighborhood. We have also attached a copy of the preliminary property plat for the subdivision
(Drawing K-16).
SAME, Inc. Mailing address: [phone]
3118 Spring Forest Road P.O. B6x 58069 [phone] fax
Raleigh, North Carolina 27616 Raleigh, North Carolina 27658-8069 7?..,
Huntstone Subdivision Water Quality Certification S&ME Project No. 1040-02-602
Henderson, NC (Vance County) December 6, 2002
Item number two requested a stormwater management plan showing how stormwater would be
directed to flow in a diffuse manner through protected stream buffers at non-erosive velocities.
The attached drawings labeled "Street and Utility Plans" (Sheets 2, 4, 7, and 21) indicate the
locations of level spreaders throughout the site, as well as details of proposed level spreader
design, sizing, and calculations for Q10 design flow at each location. S&ME personnel spoke
with Mr. Todd St. John of your office to discuss our calculations and level spreader design. We
hope that the following information sufficiently addresses this issue.
The attached document entitled, "Street and Utility Plans, Sheet 21 of 29," was submitted to the
N.C. Division of Land Quality (DLQ) as part of a Sediment and Erosion Control Plan for the
site. However, because DWQ has stricter requirements for level spreader design than DLQ, we
propose the following changes to our design:

Location Level Spreader Length as

Shown in Plan (feet) Proposed Length of Level

Spreader (feet)
G-1 10 114
G-2 10 10
G-3 10 10
G-4 10 64
C-1 10 50
C-2 10 10
C-3 10 10
C-4 10 72
E-1 10 10
E-2 10 28
E-3 10 36
E-4 10 10
In response to the third item you mentioned, Mr. Zarzecki informed us that an overview of our
mitigation plan would suffice for the time being, with the assurance that a complete plan would
Huntstone Subdivision Water Quality Certification S&ME Project No. 1040-02-602
Henderson, NC (Vance County) December 6, 2002
be submitted to you within a reasonable amount of time. The following is an overview of our
mitigation plan for the site.
In one area of the site, a pond was drained in the summer of 2002. Since that time, a stream has
evolved though the former pond's footprint by eroding a channel through the approximate center
of the footprint (please refer to the wetland delineation survey in our original permit application).
On either side of this new stream channel, soils consist of loose sediments and silt from the
former pond bottom. We believe that this area of the site is particularly vulnerable to erosion
and further degradation, and therefore onsite mitigation would be an attractive option to preserve
downstream water quality from increased turbidity and sediment transport from this area.
On behalf or Old Oxford Road Partners, LLC, we propose to restore 239 linear feet of this
stream channel within the footprint of the former pond. This represents restoration at a 1:1 ratio
for our proposed stream impacts. We propose to construct a geomorphically consistent stream
reach which will incorporate the correct dimension, pattern, and profile for the stream type under
current circumstances. The banks will be stabilized to reduce erosion prior to establishment of a
root mat from the proposed vegetative plantings. A more detailed final restoration plan will be
submitted upon approval of the above conceptual statements.
As discussed in our permit application, we also propose to restore approximately 50,508 square
feet of vegetated riparian buffer along the portion of the stream that flows through the footprint
of the former pond. Thus, a vegetated riparian buffer would be established where none was
present before, over a distance of approximately 700 linear feet. Whereas the typical riparian
buffer is 50 feet on both sides of a stream, 50,508 square feet of 50-foot buffer would only buffer
approximately 500 feet of stream. Our proposed 37-foot buffer on both sides of the stream
would protect an additional 200 feet for stream - nearly all of the currently unbuffered segment
of the stream.
Huntstone Subdivision Water Quality Certification S&ME Project No. 1040-02-602
Henderson, NC (Vance County) December 6, 2002
We hope that this letter sufficiently addresses the concerns stated in your November 13, 2002
letter. As stated earlier, we plan to submit a completed mitigation plan to you as soon as
possible. If you have any questions, please do not hesitate to call us.
Sincerely,
S&ME, Inc.
Steven M. O'Brien
Project Professional
Steph Mark Brown, P.G.
Ma ager, Land Management Dept.
SMO/SMB/smo
Enclosure
cc: Steve Mitchell, NC DENR, DWQ Wetlands/401 Unit
Bob Zarzecki, NC DENR, DWQ Wetlands/401 Unit
Amanda Jones, USACE Raleigh Regulatory Office
Eddie Fergusen, Old Oxford Road Partners, LLC
File
S:\Environ\2002 Jobs\02-602 Hicks Property T&E and Permitting\PermitPackage\DWQ_Reply_Letter.doc
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Alan W. Klimek, P.E. Director
Division of Water Quality
November 13, 2002
DWO Project No. 02-1683
Vance County
Page 1 of 2
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Old Oxford Road Partners, LLC
PO Box 17608
Henderson, NC 27563
Subject Property: Huntstone Subdivision, Hwy 158 Business & Old Watkins Road, Henderson, NC
Poplar Spring Creek (03-03-01, 28-17-1, C NSW (nutrient sensitive)]
REQUEST FOR MORE INFORMATION
To Whom It May Concern:
On October 18, 2002, the Division of Water Quality (DWQ) received your application to use Water Quality Certification No.
3362 to impact streams and protected riparian buffers to construct the proposed road crossings at the subject property.
The DWQ has determined that the proposed project will require written authorization for impacts to streams and riparian
buffers protected under the Tar-Pamlico Buffer Rules (15A NCAC 26 .0259) and 15A NCAC 2H.0500. In order to issue
this authorization the DWQ must ensure that your project meets the no practical alternatives determination required under
these rules. Insufficient evidence is present in our files to conclude that your project must be built as planned. Therefore,
unless we receive the additional information requested below, we will have to-move toward denial of your authorization
certificate and certification as required by 15A NCAC 2B.0259(8) and 15A NCAC 2H .02500 and will place this project on
hold as incomplete until we receive this additional information. Please provide the following information so that we may
continue to review your project.
1. The "Preliminary Property Plat for Huntstone Subdivision" provided within your application depicts several building lots
containing streams and buffers. You stated in your application that the applicant will "file a restrictive covenant on the
deed to the property in order to protect in perpetuity a woodland buffer around the entire length of the unnamed
tributaries of Poplar Spring Creek". However, it is unclear to the DWQ whether homes can be built on a few of these
lots without future indirect or cumulative impacts to either the streams or buffers. Please provide typical lot layouts
and building footprints for lots 3, 65, 66, 119, 153 and 154. These layouts should depict how homes can be built on
these lots without impacts to streams or buffers.
2. The Tar-Pamlico Buffer Rule requires that all stormwater be directed to flow in a diffuse manner at non-erosive
velocities through the entire protected stream buffers without re-concentrating (15A NCAC 02B .0259(5)). It is unclear
whether your proposed plans will provide diffuse flow per this requirement. Please provide a stormwater management
plan for this project to this Office. The plan shall specify all stormwater discharge points, plan details, and calculations
to indicate that diffuse flow through the protected buffers as described above will be achieved. We recommend that
the proposed level spreaders be designed in accordance with the "Draft Level Spreader Design Options" document,
which can be downloaded from our web site (http://h2o.enr.state.nc.us/ncwetlandsn.
3. You stated in your application that you propose to restore the stream and buffer within the drained pond bottom to
mitigate for impacts. Please provide a mitigation plan for the stream and buffer. You may choose to review the
current guidelines for stream restoration in "DWQ's Draft Technical Guide for Stream Work in North Carolina"
(httD://h2o.enr.state.nc.us/ncwetlandsn and the "Guidelines for Riparian Buffer Restoration (NCWRP 2001)"
(hftp://h2o.enr.state.nc.us/wri)/i)df/buffers.pdf).
This Office recommends that we meet on the property prior to you submitting your written response to this letter in an
effort to evaluate the streams proposed to be impacted and the proposed mitigation site. Please call Mr. Bob Zarzecki at
[phone] or email him at [e-mail] to schedule this meeting.
North Carolina Division of Water Quality, Wetlands/401 Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc.us/ncwetlands/
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Please respond within three weeks of the date of the site meeting and no later than thirty (30) days of the date of t
letter by sending this information to me in writing and to Mr. Steve Mitchell of the DWQ Raleigh Regional Office. li
not hear from you within 30 days, we will assume that you no longer want to pursue this project and we will consid
project as withdrawn. This letter only addresses the application review and does not authorize any impacts to wet
waters or protected buffers. Please be aware any impacts requested within your application are not authorized (al
time) by the DWQ. Please call Mr. Bob Zarzecki at [phone] if you have any questions regarding this matte
Sincerely,
hn o ,
etlands/401 Unit, D Q
cc: USAE Raleigh Regulatory Field Office i
DWQ Raleigh Regional Office
File Copy
Central Files
Steven M. O'Brien, S&ME, Inc., 3118 Spring Forest Road, Raleigh, NC 27616
bz
DW O021683
November 13, 2002
Re: [Fwd: 401 certification/Huntstone Subdiv.-Vance]
Subject: Re: [Fwd: 401 certification/Huntstone Subdiv.-Vance] I b (-J
Date: Tue, 05 Nov 2002 14:44:19 -0500
From: Steve Mitchell <[e-mail]>
To: John Dorney <[e-mail]>
CC: Alan Klimek <[e-mail]>, John Hennessy <[e-mail]>,
Deborah Edwards <[e-mail]>
pulled up file since you all are interested.
The number of crossings has been reduced and all seem to be at or near 90deg.
And applicant propoces 1:1 mitigation for stream impacts. (old stream and pond
area had no trees) Lots 3, 65, 152, 153,154 look close. Need to see foot
print. Also have Todd St. J check on level spreader design.
Will Ronnie take wetland $$$ for 0.49 acres???
John Dorney wrote:
> Received applicaion on october 18th and sent to the Raleigh Regional Office
> for field review on October 24th. applied for 239 feet of stream and 0.49
> acres of buffer impact under a 401 Certification and Tar-Pamlico buffer rules
> approval. Perhaps Steve Mitchell (in field all day) or Debbie Edwards knows
> the status from their end. Should see Debbie in theRO/CO meeting today and
> tomorrow so I'll ask her.
> Alan Klimek wrote:
> > Not sure who is in this week (or me kn w if there's someone else I
> > should forward these queries to lease ise on status. Alan
> > --------------------------- ----- --------------------------------------
> > Subject: 401 certification/Huntstone Subdiv.-Vance
> > Date: Tue, 05 Nov 2002 08:20:52 -0500
> > From: Dempsey Benton <[e-mail]>
> > Organization: NC DENR
> > To: [e-mail]
> > There is a 401 certification request for a Huntstone Subdiv. in Vance
> > County. What is the status?
(?_ ) L-r

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CA,

I of 1 11/5/02 2:46 PM
Triage Check List
Date: I? a d - Project Name: Vjj_?+J e S ? .
DwQ#: - 8 3
County:
To:
From:
? ARO
? FRO
El MRO
,ff RRO
Mike Parker
Ken Averitte
Mike Parker
Steve Mitchell
? WaRO Deborah Sawyer
? WiRO Joanne Steenhuis
? WSRO Jennifer Frye
Telephone : (919) I ? ? 74
The file attached is being forwarded to your for your evaluation.
Please call if you need assistance.
? Stream length impacted
? Stream determination
? etland determination and distance to blue-line surface waters on USFW topo maps
Q4f
?bckco
Mimmization/avoidance issues -
,0"?Buffer Rules (Meuse, Tar-Pamlico, Catawba, Randleman)
? Pond fill
? Mitigation BLatin QIY? - .
? Ditching
? Are the stream and or wetland mitigation sites available and viable?
? Check drawings for accuracy
? Is the application consistent with pre-application meetings?
? Cumulative impact concern
Comments:

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North Carolina Department of Environment and Natural Resources
Division of Water Quality
T 2 9 `'`''
October 18, 2002
401/ Wetlands Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
Reference: Application for Nationwide Permit 39
Huntstone Subdivision
Henderson, Vance County, North Carolina
S&ME Project No. 1040-02-602
Dear Sir or Madam:
4

On behalf of Old Oxford Road Partners, LLC, S&ME, Inc. (S&ME) recently submitted
to the United States Army Corps of Engineers (USACE) Raleigh District an application
for a Nationwide Permit 39 (NWP 39) for the proposed Huntstone Subdivision located in
Vance County, North Carolina. As instructed, we have prepared seven copies of all
USACE permitting materials and hereby submit them to the North Carolina Department
of Environment and Natural Resources, Division of Water Quality (NCDWQ). Also
included is a check for $475 to initiate the Section 401 Water Quality Certification
process for the referenced project. We respectfully request a review of this information
and the participation of the NCDWQ and their associated state and federal agencies in
our NWP 39 application process.
S&ME, Inc. appreciates your consideration for this project. If you have any questions or
comments, please contact us [phone]. Thank you and we look forward to hearing
from you.
Sincerely,
S&ME, Inc.
Steven M. O'Brien
Project Professional
S&ME, Inc.
31 18 Spring Forest Road
Raleigh, North Carolina 27616
Step n Mark Brown, P.G.
Manager, Land Management Dept.
Mailing address: [phone]
p.0. Box 58069 [phone] fax
Raleigh, North Carolina 27658-8069 , ;:,;u t

of
WAT?111?
Q?
ro"s
Pre-Construction Notification (PCN) Application Form
For Section 404 and/or Section 10 Nationwide, Regional and General Permits, Section 401
General Water Quality Certifications, and Riparian Buffer and Watershed Buffer Rules
This form is to be used for projects qualifying for any of the U.S. Army Corps of Engineers' (USACE)
Nationwide, Regional or General Permits as required by Section 404 of the Clean Water Act and/or
Section 10 of the Rivers and Harbors Act, and for the North Carolina Division of Water Quality's
(DWQ) associated General 401 Water Quality Certifications. This form is also to be used for any
project requiring approval under any Riparian Buffer Rules implemented by the N.C. Division of Water
Quality. This form should not be used if you are requesting an Individual 404 Permit or Individual 401
Water Quality Certification. The USACE Individual Permit application form is available online at
htip://www.saw.usace.anny.mil/wetlands/Perrn _app.htm.
The USACE is the lead regulatory agency. To review the requirements for the use of Nationwide,
Regional or General permits, and to determine which permit applies to your project, please go to the
USACE website at http://www.saw.usace.anny.mil/wetlands/regtour.htm, or contact one of the field
offices listed at the end of this application. The website also lists the responsible project manager for
each county in North Carolina and provides additional information regarding the identification and
regulation of wetlands and waters of the U.S.
The DWQ issues a corresponding Certification (General or Individual), and cannot tell the applicant
which 401 Certification will apply until the 404 Permit type has been determined by the USAGE.
Applicants are encouraged to visit DWQ's 401/Wetlands Unit website at
http://h2o.enr.state.nc.us/ncwetlands to read about current requirements for the 401 Water Quality
Certification Program and to determine whether or not Riparian Buffer Rules are applicable. The
applicant is also advised to read the full text of the General Certification (GC) matching the specific 404
Permit requested. In some cases, written approval for some General Certifications is not required,
provided that the applicant adheres to all conditions of the GC. Applicants lacking access to the internet
should contact DWQ's Central Office in Raleigh at [phone].
Trout Waters Coordination - Special coordination with the North Carolina Wildlife Resources
Commission (NCWRC) is also required for projects occurring in any of North Carolina's twenty-five
counties that contain trout waters. In such cases, the applicant should contact the appropriate NCWRC
regional coordinator (listed by county on the last page of this application).
Page 1 of 13
CAMA Coordination - If the project occurs in any of North Carolina's twenty coastal counties (listed on
the last page of this application) the applicant should also contact the North Carolina Division of Coastal
Management (DCM) at [phone]. DCM will determine whether or not the project involves a
designated Area of Environmental Concern, in which case DCM will act as the lead permitting agency.
In such cases, DCM will require a Coastal Area Management Act (CAMA) Permit and will coordinate
the 404/401 Permits.
USACE Permits - Submit one copy of this form, along with supporting narratives, maps, data forms,
photos, etc. to the applicable USACE Regulatory Field Office (addresses are listed at the end of this
application). Upon receipt of an application, the USACE will determine if the application is complete as
soon as possible, not to exceed 30 days. This PCN form is designed for the convenience of the applicant
to address information needs for all USACE Nationwide, Regional or General permits, as well as
information required for State authorizations, certifications, and coordination. Fully providing the
information requested on this form will result in a complete application for any of the USACE
Nationwide, Regional or General permits. To review the minimum amount of information that must be
provided for a complete PCN for each USACE Nationwide permit, see Condition 13, 65 Fed.Reg. 12893
(March 9, 2000), available at http://www.saw.usace.army.mil/wetlands/nMfinalFedReg_pdf.
Processing times vary by permit and begin once the application has been determined to be complete.
Please contact the appropriate regulatory field office for specific answers to permit processing periods.
401 Water Quality Certification or Buffer Rules - All information is required unless otherwise stated
as optional. Incomplete applications will be returned. Submit seven collated copies of all USACE
Permit materials to the Division of Water Quality, 401/Wetlands Unit, 1650 Mail Service Center,
Raleigh, NC, 27699-1650. If written approval is required or specifically requested for a 401
Certification, then a non-refundable application fee is required. In brief, if project impacts include less
than one acre of cumulative wetland/water impacts and less than 150 feet cumulative impacts to
streams, then a fee of $200 is required. If either of these thresholds is exceeded, then a fee of $475 is
required. A check made out to the North Carolina Division of Water Quality, with the specific name of
the project or applicant identified, should be stapled to the front of the application package. For more
information, see the DWQ website at http://h2o.ehnr.state.nc.us/ncwetlands/fees.html. The fee must be
attached with the application unless the applicant is a federal agency in which case the check may be
issued from a separate office. In such cases, the project must be identifiable on the U.S. Treasury check
so that it can be credited to the appropriate project. If written approval is sought solely for Buffer Rules,
the application fee does not apply, and the applicant should clearly state (in a cover letter) that only
Buffer Rule approval is sought in writing. Wetlands or waters of the U.S. may not be impacted prior to
issuance or waiver of a Section 401 Water Quality Certification. Upon receipt of a complete application
for a 401 Certification, the Division of Water Quality has 60 days to prepare a written response to the
applicant. This may include a 401 Certification, an on-hold letter pending receipt of additional
requested information, or denial.
Page 2 of 13
Office Use Only: Form Version April 2001
USACE Action ID No. DWQ No.
If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A" rather than
leaving the space blank.
1. Processing
1. Check all of the approval(s) requested for this project:
X Section 404 Permit
? Section 10 Permit
X 401 Water Quality Certification
? Riparian or Watershed Buffer Rules
2. Nationwide, Regional or General Permit Number(s) Requested: Nationwide Permit #39
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (see section VIII - Mitigation), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name: Old Oxford Road Partners LLC
Mailing Address: P.O. Box 17608
Henderson NC 27563
Telephone Number: 252-492-9585 Fax Number: 252-738-8929
E-mail Address: NA
2. Agent Information (A signed and dated copy of the Agent Authorization letter must be
attached if the Agent has signatory authority for the owner/applicant.)
Name: Steven M. O'Brien
Company Affiliation: S&ME Inc.
Mailing Address: 3118 Spring Forest Road
Raleigh, NC 27616
Telephone Number: 919-872-2660 Fax Number: 919-790-9827
E-mail Address: sobrien(i?smemc.com
Page 3 of 13
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Huntstone Subdivision
2. T.I.P. Project Number (NCDOT Only): NA
3. Property Identification Number (Tax PIN): Map 412, Block 2, Parcel 1. Book 963, Page
014, Instrument # 05204
4. Location
County: Vance Nearest Town: Henderson
Subdivision name (include phase/lot number): Huntstone Subdivision, Phase I
Directions to site (include road numbers, landmarks, etc.): From Henderson: Take US
Highway 158 Business West to the intersection of US Highway 158 Business and Old
Watkins Road. The tract of land posed for development is approximately 130 acres,
located northeast of this intersection.
5. Site coordinates, if available (UTM or Lat/Long): 36.313152°N, -78.497084°E
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Describe the existing land use or condition of the site at the time of this application: The site
consists of farmland and wooded areas, with intermittent and perennial streams transecting
the site.
7. Property size (acres): The site is approximately 130 acres.
Page 4 of 13
8. Nearest body of water (stream/river/sound/ocean/lake): Poplar Spring Creek
9. River Basin: The site is located in the Tar-Pamlico River Basin.
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/mV-/.)
10. Describe the purpose of the proposed work: The applicant wishes to install three bridges
and one sewer line over existing streams to provide motor vehicle access to portions of the
property.
11. List the type of equipment to be used to construct the project: Trackhoe
12. Describe the land use in the vicinity of this project: Land in the vicinity of project site is
primarily used for agriculture and residence.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
A Jurisdictional Determination was submitted to the USACE for this site on September 12, 2002
(USACE Project Reference 2003-20001). An Erosion Control Plan was submitted to NCDENR
Division of Land Resources on September 19, 2002. An Endangered Species Report was
submitted to the USFWS and accented on August 12, 2002.
V. Future Project Plans
Are any additional permit requests anticipated for this project in the future? If so, describe the
anticipated work, and provide justification for the exclusion of this work from the current
application: No further permitting is anticipated at this time.
Page 5 of 13
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
1. Wetland Impacts
Wetland Impact
Site Number
indicate on ma
Type of Impact* Area of
Impact
acres Located within
100-year Floodplain**
es/no Distance to
Nearest Stream
linear feet
Type of Wetland***
NA

List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at hqp://www.fema.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.)
List the total acreage (estimated) of existing wetlands on the property: NA
Total area of wetland impact proposed: NA
2. Stream Impacts, including all intermittent and perennial streams
Stream Impact
Site Number
indicate on ma Type of
Impact* Length of
Impact
linear feet
Stream Name** Average Width
of Stream
Before Impact Perennial or
Intermittent?
leasespecify)
1 Culvert 66' UT Poplar Spring Creek 5.9' intermittent
2 Culvert 64' UT Poplar Spring Creek 8.2' intermittent
3 Culvert 84' UT Poplar Spring Creek 8.3' intermittent
4 Sewer Main 25' UT Poplar Spring Creek 10.5' intermittent

Page 6 of 13

-0t -11 lllipaI L OVPalaMly aIIU IUVIIU1y M111PUlal y IIIII7acls. lmtRUab lncluae, out are not umltea to: culverts ana associatea rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.usgs.gov. Several intemet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mayguest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 239 feet
3. Open Water Impacts, including Lakes, Ponds, Estuaries, Sounds, Atlantic Ocean and any
other Water of the U.S.
Open Water Impact
Site Number

indicate on ma
Type of Impact* Area of
Impact

acres
(if Name p Waterbody
applicable) Type of Waterbody

(lake, pond, estuary, sound,
bay, ocean, etc.
NA

List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
4. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): NA
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): NA
Size of watershed draining to pond: NA Expected pond surface area: NA
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
Page 7 of 13
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The site plan was re-worked to avoid 2 additional crossings (5 were in the original plan).
Crossings were aligned as close to 90 degrees as possible to minimize impacts. Road and sewer
lines were routed together wherever possible. Roads and lots were aligned to parallel streams on
the site, except where crossings were required to access certain parts of the tract and to leave
reasonable access and egress from the development. An alternative entrance to the subdivision
would have been near the eastern property boundary; however, traffic safety considerations
pointed to a much safer entrance by aligning the subdivision's entrance with Old Oxford Road.
As per NWP general conditions, appropriate soil and sediment controls will be in place heavy
equipment will operate on mats or other measures will be taken to minimize stream and soil
disturbance. The movement of indigenous aquatic wildlife will not be substantially disrupted as
the width of culverts and the depth of their installation are designed to maintain low-flow
conditions.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/ncwetlands/stringide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
Page 8 of 13
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
The applicant will restore degraded stream and buffer areas on the site and file a
restrictive covenant (for proposed language, see attached "Declaration of Restrictive
Covenants") on the deed to the property in order to protect in perpetuity a woodland buffer
around the entire length of the unnamed tributaries of Poplar Spring Creek, as they pass
through the property. The width of the buffer will be 50 feet on either side of the streams,
per NC DWO restrictions, for the entire length of the stream.
The applicant will also restore a segment of stream at a 1:1 ratio to mitigate for impacts.
The segment proposed for restoration would be a portion of the stream channel which
evolved after the on-site pond was drained.
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP) with the NCWRP's written agreement. Check the box indicating that
you would like to pay into the NCWRP. Please note that payment into the NCWRP must be
reviewed and approved before it can be used to satisfy mitigation requirements. Applicants
will be notified early in the review process by the 401/Wetlands Unit if payment into the
NCWRP is available as an option. For additional information regarding the application
process for the NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/M/index.htm. If
use of the NCWRP is proposed, please check the appropriate box on page three and provide
the following information:
Amount of stream mitigation requested (linear feet): N/A
Amount of buffer mitigation requested (square feet): N/A
Amount of Riparian wetland mitigation requested (acres): N/A
Amount of Non-riparian wetland mitigation requested (acres): N/A
Amount of Coastal wetland mitigation requested (acres): N/A
IX. Environmental Documentation (DWQ Only)
Does the project involve an expenditure of public funds or the use of public (federal/state/local)
land?
Yes ? No X
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
Page 9 of 13
X. Proposed Impacts on Riparian and Watershed Buffers (DWQ Only)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes X No ? If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet Multiplier Required
Mitigation
1 12458 sf 3 37374 sf
2 8756 sf 1.5 13134 sf
Total 50508 sf
* Zone 1 extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or.0260.
When an on-site pond was drained prior to the Jurisdictional Delineation, the unvegetated
footprint of the former pond was exposed. Now a section of stream approximately 700 feet long
has no vegetated buffer on approximately 75 to 100 feet either side of it. The applicant proposes
to restore a vegetated buffer on both sides of this stream per NCDWQ guidelines for riparian
buffer restoration. A 37 foot vegetated buffer would be restored on either side of the stream
where no buffer currently exists. The total area of restored buffer would be approximately
51,800 square feet (approximately 700 feet x 37 feet x both sides of stream).
The justification of the 37-foot buffer relates to the protection of the total unbuffered stream
segment. A 50-foot buffer requirement would have left a portion of the stream unprotected
while meeting the mitigation requirements.
Page 10 of 13
XI. Stormwater (DWQ Only)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
A 50' buffer, per the Tar-Pamlico River Basin buffer protection rules, will be protected from
development on either side of on-site streams. Check dams and diffuse spreaders are designed to
be incorpoated into permanent stormwater controls during the future stages of development.
XII. Sewage Disposal (DWQ Only)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
Wastewater will be collected using- gravity collection methods, and an on-site pump station will
pump wastewater to the Henderson City system.
XIII. Violations (DWQ Only)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ? No X
Is this an after-the-fact permit application?
Yes ? No X
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).

Applicant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 11 of 13
US Army Corps Of Engineers Field Offices and County Coverage
Asheville Regulatory Field Office Alexander Cherokee Iredell Mitchell Union
US Army Corps of Engineers Avery Clay Jackson Polk Watauga
151 Patton Avenue Buncombe Cleveland Lincoln Rowan Yancey
Room 208 Burke Gaston Macon Rutherford
Asheville, NC 28801-5006 Cabarrus Graham Madison Stanley
Telephone: [phone] Caldwell Haywood McDowell Swain
Fax: [phone] Catawba Henderson Mecklenburg Transylvania
Raleigh Regulatory Field Office Alamance Durham Johnston Rockingham Wilson
US Army Corps Of Engineers Alleghany Edgecombe Lee Stokes Yadkin
6508 Falls of the Neuse Road Ashe Franklin Nash Surry
Suite 120 Caswell Forsyth Northampton Vance
Raleigh, NC 27615 Chatham Granville Orange Wake
Telephone: [phone] Davidson Guilford Person Warren
Fax: [phone] Davie Halifax Randolph Wilkes
Washington Regulatory Field Office Beaufort Currituck Jones Pitt
US Army Corps Of Engineers Bertie Dare Lenoir Tyrrell
Post Office Box 1000 Camden Gates Martin Washington
Washington, NC 27889-1000 Carteret* Green Pamlico Wayne
Telephone: [phone] Chowan Hertford Pasquotank
Fax: [phone] Craven Hyde Perquimans *Croatan National Forest Only
Wilmington Regulatory Field Office Anson Duplin Onslow
US Army Corps Of Engineers Bladen Harnett Pender
Post Office Box 1890 Brunswick Hoke Richmond
Wilmington, NC 28402-1890 Carteret Montgomery Robeson
Telephone: [phone] Columbus Moore Sampson
Fax: [phone] Cumberland New Hanover Scotland
US Fish and Wildlife Service / National Marine Fisheries Service
US Fish and Wildlife Service US Fish and Wildlife Service National Marine Fisheries Service
Raleigh Field Office Asheville Field Office Habitat Conservation Division
Post Office Box 33726 160 Zillicoa Street Pivers Island
Raleigh, NC 27636-3726 Asheville, NC 28801 Beaufort, NC 28516
Telephone: [phone] Telephone: [phone] Telephone: [phone]
North Carolina State Agencies
Division of Water Quality
401 Wetlands Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
Telephone: [phone]
Fax: [phone]
Division of Water Quality
Wetlands Restoration Program
1619 Mail Service Center
Raleigh, NC 27699-1619
Telephone: [phone]
Fax: [phone]
State Historic Preservation Office
Department Of Cultural Resources
4617 Mail Service Center
Raleigh, NC 27699-4617
Telephone: [phone]
Fax: [phone]
Page 12 of 13
CAMA and NC Coastal Counties
Division of Coastal Management Beaufort Chowan Hertford Pasquotank
1638 Mail Service Center Bertie Craven Hyde Pender
Raleigh, NC 27699-1638 Brunswick Currituck New Hanover Perquimans
Telephone: [phone] Camden Dare Onslow Tyrrell
Fax: [phone] Carteret Gates Pamlico Washington
NCWRC and NC Trout Counties
Western Piedmont Region Coordinator Alleghany Caldwell Watauga
3855 Idlewild Road Ashe Mitchell Wilkes
Kernersville, NC 27284-9180 Avery Stokes
Telephone: [phone] Burke Surry
Mountain Region Coordinator Buncombe Henderson Polk
20830 Great Smoky Mtn. Expressway Cherokee Jackson Rutherford
Waynesville, NC 28786 Clay Macon Swain
Telephone: [phone] Graham Madison Transylvania
Fax: [phone] Haywood McDowell Yancey
Page 13 of 13
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VICINITY MAP Job No. 1040-02-602
Scale: 1"= 1000'
HUNTSTONE SUBDIVISION 1
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FIGURE ADPTED FROM VANCE COUNTY SOIL SURVEY I
HUNTSTONE SUBDIVISION Job No. 1040-02-602
NTS
HICK'S PROPERTY *ENVIRONMENTAL Scale:
HENDERSON, NORTH CAROLINA SERVICES Fig NO. 2
ENGINEERING • TESTING
RICHMOND' VA, j
r4 h85 I n
NANCY W. CREWS I a
S DEED BOOK 707 PACE 131 , ? q
I ,
S.R. 1126 I q: ut
p FC! POPLAR CREEK RD. 1 I EM. BARNES N °z
p? 1 N 8T35'22E 1557.02*- '
S 8319'12'E 549,92'
°
ROAD - :tL,,S 158 8115 N SpN 45785 43 6 STREAM 1 1211 9 J 486.14' S CWOW53'E 118.63' rc
Nom" TO 'r CHANNEL A 10 6 5 ?? m w
8 AREA 6.104 S0. FT SCALE STREAM CHANNEL METES AND BOUNDS 226 e STREAM w a 1- COO En
N
25 ,D CHANNEL B _ _ i `j Y BAR a co 11 2.431 SO. FT. N DEED BOOK 546 PAGE NES 2 W W Z C,4
3
STREAM CHANNEL C (DCOwt UED) n J Z
STREAM CHANNEL A Course Bearing teance d o 1 12 m Z Z W O `)
Course Bearing Distance L28 S 62'24'05' E 55.38' n w 13 4 m = \
L1 N 87'3522 E 6.57' L29 S 68'16'48' E 60.41 15 16 w = Z m W CV
L2 S 2°'10'38' E 10.66 L30 S 69'03'26' E 77.04' ?? PAiHAM POWELL 22 0 °'' W W ? o
L3 S 57'09'33' E 23.42' m 2 -k z 7
L4 S 30'36'58' E 30.30; L31 S 72'18'59' E 77.51 w Lo p " °v
L5 S 60'35;39' E 31.26 L32 N 73'22'03' E 86.50' 0 2 1 1 7 J Z 3
L6 S 34'35 14' E 72.51• L33 S 08'00'43' W 6.33' h - W r
L7 S 07'30'22: W 54'76• L34 S 74'16'43' W 80.75' 130.35 ACRES TOTAL -- Z?
LB S 22'04'43 E 86.27
1-9 S 25'49'30' E 71.29' L35 N 74'14'53' W 79.64' Z 1 y z m} z
L10 S 23'4909; E 61.03' L36 N 68'36'10' W 84.68' ° o
L11 S 33'08,01 E 109.99 L37 N 70'46'20' W 61.57' 3 STREAM w
L12 S 33'08,50' E 86.99' L38 N 66'33'37' W 52.41' 118 4 5 CHANNEL C
L13 S 46'4525' E 110.05' 6 a w
L14 S 58'35'04 ' E 46.79' L39 S 83'01'53' W 17.65' 7 5 10 27.690 S0. FT. w ?.a
L15 S 84'11'07' EE 84.78, L40 S 28'29'20' W 18.56' SHORE LINE m Q U
L16 N 83'06'47' E 55.97
'^ n o N
L17 S 79-01:j8: L41 N 36'54'05' W 14.41 116 114 11 1 OF FORMER
W 40.48 >
L18 S 81'071W 32.59' 142 N 66'49'45' W 27.75' 117.115 1 2 12 POND 1 23 25 27 u
L19 N 61'3150' W 26.20' L43 N 87'50'03' W 35.52' 113 111 14 17 1 20 22 24 2 28 30 a
L20 N 58'46,47' W 29.64' L44 N 86'21'28' W 40.80' 110 1516 1 29 u; JOHN BARNES r
L21 N 50'10 44' W 83.91' 11 h
L22 N 40'30'26' W 51.05' 145 S 86'29'17' W 49.54' n 31 32 DEED BOOK 689 PAGE 262 p`s?s CARO ??????
L23 N 36'10'14' W 69.95' L46 N 83'40'09' W 25.16'
L24 N 32'0643' ' W 90.49' L47 S 44'35'42 E 21.21' N 33
L25 N 24'08'01 W 90.39' n 108 4 m .` ESSI ?i
L26 N 26'38'23' W 75.95' 148 S 15'41'42' E 55.88' 1 0 •'?F
L27 N 19'11'14' W 74.9; 149 S 20'46'32' E 58.79' 107 ° : ?••'
5 104 4J ?;tZ?
L28 N 02'52'03' E 47.53 L50 S 10'46'51' E 63.87' SNORE LINE -51 _. 35 '
L29 N 44'54'04' W 17.29; OF FORMER 10 52 S
L51 S 41'30'59' E 41.72' 105 r
1 n '
L30 N 234146' W 54.52 POND 99- 0
L31 N 66'37'28' W 32.45' L52 S 38'19'12' E 56.30' \T H 98 9 5,3
L32 N 27'14'12' W 32.95; L53 S 01'34'47' W 76.06' O R n 9 9 ° L;
L33 N 52'09'21' W 26.56 L54 S 05'30'00' E 88.82' OkF 96 b U
54 0 cc)
L34 N 20'28'50' W 8.25' L55 S 01'34'12' W 88.32' p 9 g
STREAM CHANNEL B L56 S 22'30'39' E 93.71' \ 55 - •':IC?' ?`
Course Bearing Distance L57 S 14'16'03' E 52.37' O 91 + ---- Ih- ?4?e(eE •H P ,`J`
L1 S 83'19'12' E 6.93' L58 S 37'50'51' E 59.47' \ 56 --- -- W t0 rsg11r1r1fNSs
L59 S 00'55'10' E 15.63' 1- 6.1 r7
1-2 S 14'51'57' E 52.04' \
1-3 S 82'20'43' E 29.42' L60 S 47'24'14' E 102.69' 7 11 w r
L4 S 51'18'56' E 60.58' L61 S 28'53'14' E 71.05' \\, \ 8 58 0 U) N
L5 S 04'47'28' E 81.20; L62 S 43'00'09' E 120.16' y \ ..?Q 59 Q ?-{
L6 N 40'54'34' W 45.10 L63 S 29'11'35' E 24.78' .5 `. \
W
60
L7 N 08'05'29' E 41.21 8 O U O
LB N 40'13'50' W 46.30' 1-64 S 49'25'42' E 46.00' ` \ 61 -1 Z
L9 N 75'32'56' W 26.57' ' L65 S 43'40'28' E 91.87' ?1 ?\ S W 1-1
L10 N 49.49'14' W 15.44
L11 N °8'22'35' W 32.68' L66 S 44'19'26' E 97.72' 26s? \, 1 p 62
L12 N 27'31'21' W 16.28' L67 S 74'39'59' E 43.70' rn ?p m Z0 V 1 O
L68 S 49'00'34' E 41.36' STREAM CHANNEL C (CONTINUED) \ T, 63 64 ri 3 GERTRUDE HART ESTATE W V) tn
STREAM CHANNEL C L69 N 80'39'28' E 71.03' Course Bearing Distance V 65 0 DEED BOOK 439 PAGE 451 X W W W
L70 N 73'35'15' E 67.18' l1 8 5 7 69 7071 o C) y?Ld Q
Course Bearing Distance L71 S 68'44'41' E 12.25' L99 N 39'41'05' W 27.14' B 68 zo L1 S 83'58'55' E 36.40' 2 S 35'18'03' E 9.84' L100 N 86'58'27' W 38.93' 72 0 o?W U
L2 S 35'43'08' E 44.41' L7L72 N 81'09'29' W 16.4' L101 S 51'35'12' W 32.64' O, '\ o 04 = W
L3 S 74'26'44' E 59.42' L74 S 76'23'30' W 74.61' L103 S 76'09'11' W 94.38' 7
7 N 0 W W
L4 S 68'50'39' E 68.77' L75 S 82'34'11' W 65.32' LiD3 S 68'35'09' W 37.31' I 6 5 473 I w W
I
E -4
L5 S 78'44'00' E 85.83' L7 5 34'59'41' W 17.47' L104 N 78'21'06' W 37.65' 41
L6 S 54'19'04' E 66.19' L77 7 N 22'27'48' E 18.77' liDS S 85'59'45' W 22.02' i •, '?j n Z
L7 S 50'37'31' E 28.60' L78 N 61'49'25' W 77.17' L106 S 69'21'23' W 101.27' art / \ ?._` - 3 Q
L107 N 53'02'44' W 146.71'
L8 N 55'47'35' E 23.31' L79 N 45'58'16" W 48.42' b?. - _ RLW O V 1 Q y
L9 S 11'59'10' W 28.68' L80 N 35'28'50' W 33.46' L108 N 29'59'10' W 69.02'
L109 N 31'32'38' W 72.38' m ?ry N--N -- TO HENDERSON E--4
L10 S 32'37'11' E 11.92' L61 N 45'52'50' W 89.10' ' ry o, N
L11 S 61'32'16' E 56.22' L82 N 46'46'05' W 68.08' L110 N 57'00'34' W 60.61' )6'18. 42.121V 861123 R/W w r ,
L12 S 29'51'13' E 77.27' L83 N 39'27'29' W 89.56' L111 N 44'49'00' W 68.98' , e *22lY 144.51. 11. b $1 LLJ w >-1
L13 S 30'01'40' E 66.07' L84 N 46'31'20' W 49.46' L112 N 62'37'31' W 85.34' Q ' 1 2 hb ?% jT 4 >0 O A W E..1
L14 S 52'12'35' E 140.70' L85 N 29'59'52' W 71.86' L113 N 60'14'43' W 68.20'
L15 N 68'36'53' E 94.87' L85 N 44'54'11' W 93.85' L114 N 68'00'53' W 62.55' Q'yi ; 26 nbhh d Z 0 f-?
L16 N 70'08'00' E 28.82' L87 N 19'35'33' W 25.26' L115 N 76'29'09' W 70.84' H•r
L17 S 67'07'37' E 38.40' LOB N 37'37'58' W 55.41' L116 N 58'11'03' W 55.18' 2 r Q
L18 N 66'54'45' E 37.42' L89 N 12'42'27' W 53.39' L117 N 85'30'25' W 9.70' r-1
1-19 N 76'27'13' E 92.76' L90 N 25'15'45' W 91.77' L118 N 07'07'19' E 20.00' ti l I I, JOHN LEE FWNME CERTIFY THAT THIS PUT WAS DFAnN UNDER MY SUPERNSON E"N T ,•, A U
L20 N 55'34'23' E 32.58' 1-91 N 00'03'51' E 90.09' FROM AN ACTUAL SURVEY MADE UNDER Wr SUPERV !)N (DEED DESCIUFTION (f1
L21 N 85'51'11' E 43.31 L92 N 02'36'20' W 98.17' ?? i3 RECORDED IN BOOK 963 PACE 014 GR THAT (? W
L22 N 68'37'52' E 52.62' L93 N 04'27'00' E 65.02' THE THE RATIO OF PRECISION AS CALCULATED IS 1: 10.000+ : THAT THE PUT H' ` U
L23 S 79'43'16' E 20.54' L94 N 46'23'32' W 55.03'
L24 N 38'52'30' E 50.85' L95 N 28'56'36' W 53.63' ' WAS PREPARED IN ACCORDANCE WITH G.S. 89C-26. WITNESS MY
L25 N 81'57'15' E 38.22' L96 N 18'54'37' W 55.68' 400 0 400 a SOD 1200 OF=NAI SIGNATURE, REGZTRATION NUMBER AND SEAL THIS 11 DAY
L25 S 78'32'15' E 32.94' L97 N 11'16'43' W 70.97' OF 2
L27 S 87'23'12' E 29.56' L93 N 23'13'45' W 39.25' ;etp FT'1
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United States Department of the Interior
FISH AND WILDLIFE SERVICE
Raleigh Field Office
Post Office Box 33726
Raleigh, North Carolina 27636.3726
August 12, 2002
Mr. Steven M. O'Brien
S&ME, Inc.
Post Office Box 58069
Raleigh, North Carolina 27658-8069
Dear Mr. O'Brien:
The U. S. Fish and Wildlife Service (Service) has reviewed your survey report of June 21, 2002,
for the proposed development of the Hicks Tract, located west of the Town of Henderson, in
Vance County, North Carolina. Your report summary was forwarded to the Service on behalf of
Hunt Investments. Our comments are provided in accordance with the Endangered Species Act
of 1973, as amended (the Act).
According to your June 21, 2002 survey report, the Hicks Tract, totaling approximately 130
acres, was surveyed for federally-listed species in May 2002. These surveys attempted to
determine the presence of the bald eagle (Hahaeetus leucocephalus), dwarf wedge mussel
(Alasmidonta heterodon), smooth coneflower (Echinacea laevigata) and harperella (Ptilimnium
nodosum), as well as suitable habitat for these species on the property. Suitable habitat was
identified only for harperella; however, no plants were detected.
During a phone conversation with Mr. John Hammond of this office on August 8, 2002, you
indicated that the proposed development on the Hicks Tract will be restricted to the upland
sections. Impacts to suitable habitat for harperella and for dwarf wedge mussel will be
negligible. Although the bald eagle is known to nest in Vance County, suitable nesting habitat
does not occur on the Hicks Tract.
Based on the information provided, it appears that your client's responsibilities under the
Endangered Species Act have been met. Please use this letter to ensure all potentially affected
parties are informed. Thank you for your cooperation with our agency. If you have any
questions regarding this correspondence, please contact Mr. John Hammond at 919-856-4520
(extension 28).
Sincerely,
4 1' ZWA?-
Garland B. Pardue, Ph.D.
U Ecological Services Supervisor
SEP-12-2002 08:41A FROM:EDDIE FERGUSON 2524381754
09/11/2002 14:41 FAX [phone] S&ME, INC.-ENVIR
Site Name:
SITE ACCESS PERMISSION FORM

Address: V.&
I!9
L/
h ?/r?ih O?V1 YVi?1h a6?
;ti.rec? • J 1?
16002
1 grant the consultant, S&ME, Inc., permission to access the above property for the purpose of
gathering environmental data. I also authorize S&ME, Inc. to act as my agent to allow
representatives of the U& Army Corps of Engineers and/or N,C. Division of Water Quality to
access the property for related onsite investigations, if deemed necessary.
Property Owner: (LI ? Date: p ^Z____
(signature)
TO:19197909827 P:1/1
-wd: Huntstone Subdivision status DWQ Vance County - Old 0...
Subject: Re: [Fwd: Huntstone Subdivision status DWQ Vance County - Old OxfordRoadPartners,
(Developers)]
From: Tom Reeder <[e-mail]>
Date: Thu, 09 Sep 2004 08:12:26 -0400
To: John Dorney <[e-mail]>
That sounds good to me. Thanks.
John Dorney wrote:
he certainly can - i've told others about that (new) option and they
sometimes choose it.
do you want me to call him to suggest it?
Tom Reeder wrote:
I may be wrong, but shouldn't the developer consider utilizing the new
Express Review of stormwater plans for this?
Cynthia Van Der Wiele wrote:
This is not an express review project and right now I've got 4
Express Reviews that need immediate attention...
Cynthia
-------- Original Message --------
Subject: Huntstone Subdivision status DWQ Vance County - Old Oxford
Road Partners, (Developers)
Date: Thu, 2 Sep 2004 14:37:22 -0400
From: Eddie Ferguson <[e-mail]> <mailto:[e-mail]>
To: Cynthia Van Der Wiele PH. D. (c)
<[e-mail]> <mailto:[e-mail]>
Cynthia - I received an email from Clark Thomas with Pierson and
Whitman regarding revised calculations for his storm water management
plan. We are anxious to hear your response given the state of our
subdivision. I learned yesterday that we lost a lot sale because the
builder could not guarantee a completion date.
Clark would like to resubmit his plan to you sometime Friday,
September 3 if possible given your acceptance of the new
calculations, etc..
We are committed to developing and implementing an acceptable plan.
Any help to expedite this process would be greatly appreciated.
Cordially,
Eddie Ferguson
r
WWI,
1 of 1 9/9/2004 3:53 PM
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STORMWATER MANAGEMENT PLAN
HUNTSTONE SUBDIVISION
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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
0 TABLE OF CONTENTS
1. INTRODUCTION: ............................................................................................... I
II. SITE PLAN: .......................................................................................................... I
III. MANAGEMENT PLAN: ..................................................................................... 3
A. DESIGN CRITERIA ........................................................................................ 3
B. POCKET WETLANDS ................................................................................... I I
IV. OPERATION AND MAINTENANCE PLAN: ................................................ 12
V. SPILL RESPONSE PLAN: ................................................................................ 13
VI. RESPONSIBLE PARTY :..................................................................................13
L
E
Stormwater Management Plan
Page ii
Peirson & Whitman Architects and Engineers, P.A. Project No. 1838 September 2004
• STORMWATER MANAGEMENT PLAN
HUNTSTONE SUBDIVISION
1. 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
0000
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•
VANCE GRANMLLE
COMMUNITY COLLEGE
RJCHMOND VA.
VICINITY MAP
NOT TO SCALE

Stormwater Management Plan Page 2 of 13
Peirson'& Whitman Architects and Engineers, P.A. Project No. 1838 September 2004
k
• 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.
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 of the 1-inch rainfall from the pocket wetlands was less
• Stormwater Management Plan
Page 3 of 13
Peirson & Whitman Architects and Engineers, P.A. Project No. 1838 September 2004
than the specified 2 to 5 day range for practical reasons. The drawdown device is
• a 6-inch PVC pipe with a 2-inch orifice. Orifices smaller than two inches (2")
tend to clog and if not properly maintained will hold water in above the normal
pool. While wetland species in the pocket wetland can take brief periods of
inundation they can not be constantly submerged. The decision to use a 2-inch
orifice versus a 1-inch orifice was based on maintenance and the fact that the
1-inch orifice will only increase the drawdown by 4-5 hours.
A 6-inch diameter pipe shall attach to the riser barrel 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 (2-inch) into the cap to
facilitate the designed drawdown and minimize maintenance. The orifice being
below the normal pools water surface tends to require less maintenance because it
is not 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 a rip-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.
Robert Goldstein and Assoc., Inc., an environmental firm, provided the plant
species and densities for the Huntstone pocket wetlands. The planting plan
incorporates five tree species, five shrub species and seven 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 4 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 3 lbs. 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.
E
Stormwater Management Plan Page- 6 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
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.
is 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.
E
Stormwater Management Plan
Page- 7 of 13
Peirson & Whitman Architects and Engineers, P.A. Project No. 1838 September 2004
vvetuanu rucKet -i - manung Tian -
Huntstone Subdivision - Vance County, NC
RoW J. C,dA4;,,. 4 Ate, ea, 14,e,
ENVIRONMENTAL CONSULTANTS
919-872-1174 www.Haacaralina.com
Figure No. 2
Trees
® black gum
® water oak
® willow oak
® black willow
® American elm
Shrubs
OM buttonbush
sweet pepperbush
elderberry
silky dogwood
® fetterbush
Herbaceous species
0 10 Feet
Stormwater Management Plan Page- 8 of 13
Peirson & Whitman Architects and Engineers, P.A. Project No. 1838 September 2004
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Peirson & Whitman Architects and Engineers, P.A. Project No. 1838

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September 2004
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Stormwater Management Plan Page- 10 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 0.145 acres and a
permanent pool surface area of 0.070 acres. The ultimate volume is
0.479 acre-feet. The temporary storage volume is 0.122 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 40 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
Peirson & Whitman Architects and Engineers, P.A. Project No. 1838
Page- 11 of 13
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- 12 of 13
Peirson & Whitman Architects and Engineers, P.A. Project No. 1838 September 2004
J

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
Eddie Ferguson
Office T
Stormwater Management Plan
Assistant Person in Responsible Charge
Dave Carver
52) 438-2097 0 Office
Peirson & Whitman Architects and Engineers, P.A. Project No. 1838
492-9595
Page- 13 of 13
September 2004
•
DWQ Project No. _02-1683
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET'S WETLAND WORKSHEET
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, specify which basin this worksheet applies to: E. Wayclilfl Rd Pocket Wetland #3
Permanent Pod Elevation
Temporary Pool Elevation
Permanent Pool Surface Area
Drainage Area
Impervious Area
Forebay Surface Area
Marsh 0"-9' Surface Area
Marsh 9"-18' Surface Area
Micro Pool Surface Area
Temporary Pool Volume
SAIDA used
Diameter of Orifice
428 ft. (elevation of the orifice invert out)
429.5 ft. (elevation of the outlet structure invert in)
1157 sq. IL (water surface area at permanent pool elevation)
3.54 ac. (on-site and off-site drainage to the basin)
0.67 ac. (on-site and off-site drainage to the basin)
sq. ft (at permanent pool elevation approximately 15%r
580 sq. ft (at permanent pool elevation approximately 35%r
465 sq. ft (at permanent pool elevation approximately 35%)'
120 sq. ft (at permanent pool elevation approximately 15%)"
3049 cu. Ft (volume detained on top of the permanent poop
0.75°k (surface area to drainage area ratior
2 in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the fobowing design requirements have been met and supporting documentation is attached If 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
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 spaces and densities is provided.
Vegetation above the permanent pool elevation is specified.
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.
•
L A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
httpJlh2o.ehnr.state.nc.us/ncwetlarKWoandm.doc).
" Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR
Stormwater BMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh.
Aoolicants Initials
DWQ Project No. _02-1683
• DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
1. 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, specify which basin this worksheet applies to: Boulder Rd. Pocket Wetland #2
Permanent Pool Elevation
Temporary Pool Elevation
Permanent Pool Surface Area
Drainage Area
Impervious Area
Forebay Surface Area
Marsh 0"-9' Surface Area
Marsh 9"-18" Surface Area
Micro Pool Surface Area
Temporary Pool Volume
SA/DA used
430.5 ft. (elevation of the orifice invert out.)
432 ft. (elevation of the outlet structure invert in)
3,030
9.19
1.75
1515
1210
305
sq. fL (water surface area at permanent pool elevation)
ac. (on-site and off -site drainage to the basin)
ac. (on-site and off-site drainage to the basin)
sq. ft. (at permanent pool elevation approximately 15%r
sq. fL (at permanent pool elevation approximately 35%p
sq. ft. (at permanent pool elevation approximately 35%r
sq. fL (at permanent pool elevation approximately 15%p
5,314 cu. Ft.
0.75%
Diameter of Orifice 2 in.
II. REQUIRED ITEMS CHECKLIST
(volume detained on top of the permanent pool)
(surface area to drainage area ratior
(draw, down orifice diameter)
Initial in the space provided to indicate the fo8owing design requirements have been met and supporting documentation is attached !f a
requirement has not been met; attach an explana0m 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
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 Is provided to drain the basin.
The temporary pod 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 specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http9m2o.ehnr.state.nc.usfncwebndsloandm.doc).
' Pocket Wetlands have different design parameters and are only assumed to remove 350/6 TSS - See pp. 19 and 20 of the NC DENR
Stormwater BMP Manual, April 1999. 10% open water, 50% high marsh, 4096 low marsh.
Applicants Initials

DWQ Project No. _02-1683
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET') WETLAND WORKSHEET
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, specily which basin this worksheet applies to: Waterfall Rd. Pocket Wetland #1
Permanent Pool Elevation
Temporary Pool Elevation
Permanent Pool Surface Area
Drainage Area
Impervious Area
Forebay Surface Area
Marsh 0"-9" Surface Area
Marsh V-18" Surface Area
Micro Pool Surface Area
Temporary Pool Volume
SA/DA used
Diameter of Orifice
446 ft. (elevation of the orifice invert out.)
447.5 ft. (elevation of the outlet structure invert in)
4,120 sq. ft (water surface area at permanent pool elevation)
10.63 ac. (on-site and off site drainage to the basin)
2.02 ac. (on-site and off-site drainage to the basin)
sq, ft (at permanent pool elevation approximately 15%)"
2,060 sq. ft (at permanent pool elevation approximately 35%)'
1,650 sq. ft (at permanent pool elevation approximately 35%)"
415 sq. ft (at permanent pod elevation approximately 15%)•
7,275 cu. Ft (volume detained on top of the permanent pool)
0.75% (surface area to drainage area ratio)
2 in. (draw down orifice diameter)
it. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. if a
requitement has not been met; affach an explanaflon 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
Afplicants 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 densities is provided.
Vegetation above the permanent pool elevation is specified.
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 pod.
A sediment disposal area is provided.
Access is provided for maintenance.
A site specific, signed and noW zed 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 specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
httpl/h2o.ohnr.state.nc.usfncwedands/oandm.doc).
• * Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR
Stormwater BMP Manual, April 1999. 1 0% open water, 5016 high marsh, 40% low marsh.
POCKET WETLAND #1 OPERATION AND MAINTENANCE AGREEMENT
The pocket wetland basin system is defined as the pocket wetland, pretreatment including micro-pools and
?rass 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 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 Elevati
oval El. 444.5
Permanent Pool Elevation 446
`n -------------=-/ \ Sediment Removal Elevation -446 /
-------- ------
_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.
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
rass 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 EL 429
L - -- Sediment Removal Elevation 43---
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.
IR,
County of
a Notary Public for the State 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
•rhe 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 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)
0 Permanent Pool Elevation _428
Sediment moval El. 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.
IF,
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
.trips are provided.
Maintenance activities shall be performed as follows:
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 6-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.
•
Pao- 1 of
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
R he system or responsible party.
rint 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
is
Paa,-,) of
•
•

Old Oxford Road Partners
P&W 1838 Huntstone Subdivision
Storm Water Pocket Wetlands
B Clark Thomas, PE
Date Aug. 30, 2004

3

m v
3
ui
Pocket 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 0.103 0.056
Normal Pool Area Designed 0.0946 0.0695 0.0266
Temporary Pool Vol. Designed 0.167 0.122 0.070
Temporary Pool Vol. Designed (cf) 7,253 5,314 3,049
Maximum Pool Area Designed 0.175 0.146 0.078
Maximum Vol. Designed 0.613 0.479 0.225

Lo Marsh 40% of N.P Area 1650 1215 465
Hi Marsh 50% of N.P Area 2065 1515 580
Micro-Pools o u ace rea 415 305 120

Normal Pool Area Designed s 4130 , 3035 1165
PocketWet.xis
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTPWI.PPW A17 '
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 + Area2 + 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 Ell and EL2
S tE -r- ry l rta
STrZJCr. l1 ? ? ?
c?'R ? r-t cc , o z.
?rSF2 /D3 •25
WEr? ?o
15-0
rns .,, ?e
r ,t
re-
,-w S TzC '
0 9 q6 0. l5?,9
25, 0,/,.,s 0. 3/
v. X139
c LIA O, No
•
SIN: 821301DO708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 1:44 PM Date: 8/29/2004
J
Name.... SUBAREA 1 Tag: 1 r,vcn--: yi
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTSTORM1838.PPW
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 1 year storm 4;?-
Duration = 24 .0000__hr,g-.__ Rain _ Qepth __==_ 1 .0000_ in ? ? _
Rain -51r = 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 = .06068 hrs
Computed Peak Time = 12.2580 hrs
Computed Peak Flow = .79 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated output = 12.2500 hrs
Peak Flow, Interpolated Output = .79 cfs
DRAINAGE AREA
--------------
-----
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 = .45512 hrs (ID: SUBAREA 1)
Computational Incr, Tm = .06068 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 = 26.46 cfs
Unit peak time Tp = .30342 hrs
Unit receding limb, Tr = 1.21366 hrs
Total unit time, Tb = 1.51708 hrs
SIN: 821301DO708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 3:23 PM Date: 8/2/2004

0
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 01 ---> C1 102.000 105.500
Culvert-Circular cl ---> TW 100.000 105.500
TW SETUP, DS Channel
? ]l
SIN: 821301D0708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 11:11 AM Date: 9/8/2004
0
Name.... uutlet 1
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTPWI.PPW
OUTLET STRUCTURE INPUT DATA
• Structure ID = w1
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 = 01
Structure
Type =
Orifice-Circular
• -
-
# of Openings -
= 1
Invert Elev. = 102.00 ft
Diameter = .1040 ft
Orifice Coeff. _ .600
SIN: 621301D0708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 11:11 AM Date: 9/8/2004
0
1Vdllle... . UuL.LeL 1
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTPWI.PPW
OUTLET STRUCTURE INPUT DATA
•
Structure ID
- -
Structure Type
No. Barrels
Barrel Diameter
Upstream Invert
Dnstream Invert
Horiz. Length
Barrel Length
Barrel Slope
= cl
= Culvert-Circular
- 1
1.2500 ft
100.00 ft
99.50 ft
65.00 ft
65.00 ft
.00769 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0240
Ke = .2000
Kb = .079159
Kr = 1.0000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- 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
0 At T1 Elev = 101.42 ft ---> Flow = 4.80 cfs
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 6 T2...
At T2 Elev = 101.62 ft ---> Flow = 5.49 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
SIN: 821301D0708B Peirson 6 Whitman
PondPack Ver. 9.0046 Time: 11:11 AM Date: 9/8/2004
0
nruiuyiapil
OUT 1 Pre 1
0.
0.4658
0.
0.
0.
2
LL
0.3--
0.2
0.1-
0.0-
11

1
i "S" r sae eyl q?,j 7-
•
OUT 1 Pre 1
12 13 14 15 16 17 18 19 20 21 22 23 24 25
Time (hrs)
Hydrograph
POND 1 OUT Dev 1
0.04-
0-03-
0.02-
0
LL
0.01--
0.00-
10
•
FLO w OJT- C-'Aflb r
POND 1 OUT Dev 1

0
20 30 40 50 60 70 80 90
Time (hrs)
Iv GIUI .... rvAVv I via iay. vcv . .... ....? s-
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTPWI.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 1 IN Dev 1
Outflow HYG file = work pad.hyg - POND 1 OUT Dev 1
Pond Node Data = POND 1
Pond Volume Data = POND 1
Pond Outlet Data = Outlet 1
No Infiltration
INITIAL CONDITIONS
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
(.0725 of Inflow Volume)
SIN: 821301D0708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 9:30 AM Date: 9/8/2004
0
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\POCKETI.PPW
WS Elev, Total Q
Elev. Q
ft cfs
100.00 .00
100.25 .00
100.50 .00
100.75 .00
101.00 .00
101.25 .00
101.50 .00
101.75 .00
102.00 .00
102.25 .04
102.50 .07
102.75 .09
103.00 .10
P 103.25
A`-103.50 .11
2.09
103.75 5.69
104. 00 10.28
104.25 24.72
104.50 49.04
--""104.75 80.30
105.00 117.14
***** COMPOSITE OUTFLOW SUMMARY ****
Notes
------ -- Converge ------- ------------------
TW Elev Error
ft +/-ft Contrib
------- uting Structures
------------------
------
Free -- -----
Outfall -
(no Q: wl,sl,01,cl)
Free Outfall (no Q: wl,sl,01,cl)
Free Outfall (no Q: wl,sl,01,c1)
Free Outfall (no Q: wl,sl,01,cl)
Free Outfall (no Q: wl,sl,01,cl)
Free Outfall (no Q: wl,sl,01,cl)
Free Outfall (no Q: wl,sl,01,cl)
Free Outfall (no Q: wl,sl,01,cl)
Free Outfall (no Q: wl,sl,01,cl)
Free Outfall Ol,cl (no Q: wl,sl)
Free Outfall Ol,c1 (no Q: wl,sl)
Free Outfall Ol,cl (no Q: wl,sl)
Free Outfall Ol,cl (no Q: wl,sl)
Free Outfall Ol,cl (no Q: wl,sl)
Free Outfall sl,01,c l (no Q: wl)
Free Outfall sl,01,c l (no Q: wl)
Free Outfall sl,cl (no Q: w1,01)
Free Outfall wl,sl,c l (no Q: 01)
Frree Outfall wl,sl,c l (no Q: 01)
Free Outfall wl,sl,c l (no Q: 01)
Free Outfall wl,sl,c l (no Q: 01)
t . 'f
•
SIN: 821301DO7083 Peirson & Whitman
PondPack Ver. 9.0046 Time: 2:06 PM Date: 8/12/2004

Project Description
• Worksheet 24" RCP- Area
Flow Element Circular Chann
Method Manning's Fon
Solve For Channel Depth
Input Data
Mannings Coef is 0.013
Channel Slope 015000 tuft
Diameter 24.0 in
Discharge 17.19 cfs
Results
Depth 1.14 ft
Flow Area 1.9 1?
Wetted Perime 3.42 ft
Top Width 0.00 ft
Critical Depth 1.49 ft
Percent Full 57.0 %
Critical Slope 0.007002 ft/ft
Velocity 9.29 ft/s
v
Velocity Head 1.34 ft
Specific Energ; 2.48 ft
Froude Numbe 1.69
Maximum Disc 29.80 cfs
Discharge Full 27.71 cfs
Slope Full 0.005775 ftht
•
Flow Type Supercritical
Project Summary Report
kkr".` 'q W I
• Project Engineer: Clark
c:\...\clients\old oxford rd partners\swales.fm2 Academic Edition FlowMaster v7.0 [7.0005]
08/02/04 04:41:03 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-7'55-1666 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 Form,
Solve For Channel Depth
Input Data
Mannings Coef is 0.040
Channel Slope 115300 ft!ft
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 ft'
Wetted Perimi 31.88 ft
Top Width 31.79 ft
Critical Depth 0.44 ft
Critical Slope 0.031265 ft/ft
Velocity 5.51 ft/s
Velocity Head 0.47 ft
Specific EnerS 0.77 ft
Froude Numb 1.81
Flow Type iupercrltlcal
•
L?he 1/?1Ci r w /?1
P P
za
Cl ss
?
0
Appendices
i
eA

a?
N
Cn
CL
CO
L
(Q?.
ue
0
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).
r
'+.1fiQWia!IF tT"' .,P ID . ?C /57 AQ 1 Z ylna?r $ 9 J X 0. 7?
z ?t ` ?. IZS, - /??I
1-4
Rev. 12/93
30„ /rf
1 4io
Cikss B V*10 rk
20 ke hr ,?
icn?sr, R ! 5 x 1.IZS`
4 ? ?g
8.06.3 20 f
s 5 10 20 50 100 200 500 1000
Discharge (ft3/sec)
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTPW2.PPW
POND VOLUME CALCULATION FOR TRAPEZOIDAL BASIN
Length
.--Top---- B ----------
W I I
i I .------b2------- -1
d A bl I C
t I ----Bottom----'
h I I
----------D-----------'
Diagram Not to ScaleW
Top Elev. = 105.00 ft
Top Length = 110.00 ft (A to C)
Top Width = 50.00 ft (B to D)
Bottom Elev. = 100.00 ft
Bottom Length = 80.00 ft
Bottom Width = 20.00 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 vertical)
Side B: 3.000:1
Side C: 3.000:1
Side D: 3.000:1
•
Elevation Planimeter Area A1+A2+sgr(A1*A2) Volume
(ft)
------------ (sq.in) (acres)
--------------------- (acres) (ac-ft)

100.00
----- .0367 ----------------
.0000 --------
.000
100.25 ----- .0402 .1154 .010
100.50 ----- .0438 .1260 .011
100.75 ----- .0475 .1370 .011
101.00 ----- .0513 .1483 .012
101.25 ----- .0552 .1598 .013
101.50 ----- .0593 .1717 .014
101.75 ----- .0634 .1839 .015
102.00 ----- .0676 .1964 .016
102.25 ----- .0719 .2092 .017
102.50 ----- .0763 .2223 .019
102.75 ----- .0809 .2358 .020
103.00 ----- .0855 .2495 .021
SIN: 821301D0708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 10:25 AM
•
)mac ?,1a.. ?? ?f(
` ?• S
/?

',l s, So d, lOZ
C), ?3S

4 VZ(,
o q19
Volume Sum
(ac-ft)
.000
.010
.020
.032
.044
.057
.072
.087
.103 D R I i L
.121
.139
.159
.180
Date: 8/3/2004
Piz?-ra 2
Name.... POND 2
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTPW2.PPW
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft) (sq.in) (acres) (acres) (ac-ft) (ac-ft)
------------
103.25 ---------------------
----- .0902 -----------------
.2635 ---------
.022 -------------
.202
• 103.50 ----- .0951 .2779 .023 .225 'P19-C-
103.75 ----- .1000 .2926 .029 .249
104.00 ----- .1051 .3076 .026 .275 1.i (--yoc-
104.25 ----- .1102 .3228 .027 .302
104.50 ----- .1155 .3384 .028 .330
104.75 ----- .1208 .3544 .030 .359
105.00 ----- .1263 .3706 .031 .390
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-ELI) * (Areal + Areal + sq.rt.(Areal*Area2))
where: ELI, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for ELI, EL2, respectively
Volume = Incremental volume between ELI and EL2
•
SIN: 821301D0708B Peirson 6 Whitman
PondPack Ver. 9.0046 Time: 10:25 AM Date: 8/3/2004

Name.... zjuesAKrA L lay: 1
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 = 1.0000 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
0.2S = .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, Tr1.34624 hrs
Total unit time, Tb = 1.68280 hrs
SIN: 821301DO708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 10:01 AM Date: 8/3/2004
C
50
• 40
y 30
0
u' 20
10
0
Hydrograph
POND 2 IN 100
Time (hrs)
POND 2 IN 1
POND 2 IN 10
POND 2 IN 100

4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26
Hydrograph
OUT 2 Dev 1
• 0.025
0.020

3 0.015
s
u-
0.010 -
0.005. -

0.000 -
10
20 30 40 50 60 70 80 90
Time (hrs)
OUT 2 Dev 1
• I ot'/ o,)T` ? X175 r1b, 5
0

s
Hydrograph
SUBAREA 2 Pre 1
SUBAREA 2 Pre 1
0
11 12 13 14 15 16 17 18 19 20 21 22 23 24 25
Time (hrs)
11-111, .... cv.- v?l iay: ucv 1 nvenu: 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 -
-
----
= .110
+ HYG Vol IN = .101
- Infiltration = .000
- HYG Vol OUT = .097
- Retained Vol = .115
Unrouted Vol = -.000 ac-ft
(.104% of Inflow Volume)
SIN: 821301D0708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 10:01 AM Date: 9/8/2004

Name.... JuliAK6A L rag: IUU -- - y,
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 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 = - SUBAREA 2 100
Tc = .5048 hrs
Drainage Area = 9.190 acres Runoff CN- 83
Computational Time Increment = .06731 hrs
Computed Peak Time = 12.1835 hrs
Computed Peak Flow = 41.20 cfs
Time Increment for HYG File = .0500 hrs
Peak Time, Interpolated Output = 12.2000 hrs
Peak Flow, Interpolated Output = 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 = .50464 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
SIN: 821301DO708B Peirson S Whitman
PondPack Ver. 9.0046 Time: 10:19 AM Date: 8/3/2004
C]
Name.... Outlet 2
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
*wwwwwwwwwwwwwwwwwwwww**wwwwwwwwwwwwwwwwwwwwww
OUTLET CONNECTIVITY
wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww
---> 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

SIN: 821301DO708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 11:24 AM Date: 9/8/2004
E
Name.... Outlet 2
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTPW2.PPW
OUTLET STRUCTURE INPUT DATA
• Structure ID = W2
Structure Type
----------------- = Weir-Rectangular
-------------------
# of Openings = 1
Crest Elev. = 104.00 ft
Weir Length = 20.00 ft
Weir Coeff. = 3.000000
Weir TW effects (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 = .00 ft
Mannings n = .0000
Structure ID = 02
Structure Type = Orifice-Ci rcular
•
# of Openings _
= 1
Invert Elev. = 102.00 ft
Diameter = .0833 ft
Orifice Coeff. _ .600
SIN: 821301DO708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 11:24 AM Date: 9/8/2004

iNaMl . ... vuLleL L
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
Kb = .079159
Kr = 1.0000
HW Convergence = .001
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
is
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
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 OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
SIN: 821301D0708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 11:24 AM Date: 9/8/2004
0
Name.... uuuer t
E
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 Q Notes
-------- -------- ----- --- Converge -------------------------
Elev. Q TW Elev 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 Free Outfall 02,C2 (no Q: W2,S2)
103.75 2.10 Free Outfall 52,02,C2 (no Q: W2)
104.00 5.70 Free Outfall 52,02,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)

•
60 Ma k d?-'M /05-
, s
SIN: 821301D0708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 12:08 PM Date: 8/29/2004
0
Pocket Wetland #S Weir Discharge
Worksheet for Trapezoidal Channel
Project Description
• Worksheet PW3 Weir
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth
Input Data
Mannings Coefflc 0.040
Channel Slope 090000 ft!R
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 10.00 ft
Discharge 16.30 cfs
Results
Depth 0.31 ft
Flow Area 3.4 112
Wetted Perim( 11.96 It
Top Width 11.88 ft
Critical Depth 0.42 ft
Critical Slope 0.032812 ft!R
Velocity 4.80 ft/s
Velocity Head 0.36 ft
Specific Eners 0.67 ft
Froude Numbs 1.58
Flow Type 3upercrigcal
•
s.
M \??
0
Appendices
•
3 Qo
•
CA
??? ray
•
r- V ou IUU 200 Soo
Discharge (ft /sec)
MHU,
3T
N
CA
Q
ca
fl.
0
U ?
b.75
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).
4" dr.012r 0. 7?r
Rev. 12/93
Z/O
ne, ke
ZG r t
8.06.3
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 vertical)
Side B: 3.000:1 ^
Side C: 2.200:1 "
Side D: 2.200:1
•
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft)
----------- (sq.in) (acres)
-------------------
----- (acres)
------------- (ac-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 ----- .039, .--
x .1104 .009 .056_ Q(21 r-j C4'
102.25 -----
0409 .1185 .010 .066
102.50 ----- .0437 .1269 .011 .077
102.75 ----- .0466 .1355 .011 .088
103.00 ----- .0496 .1443 .012 .100
SIN: 821301D0708B Peirson S Whitman
PondPack Ver. 9.0046 Time: 1:16 PM Date: 8/12/2004

0
rvame.... ruIVu j
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTPW3.PPW
Elevation Planimeter Area Al+A2+sgr(Al*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
103.75 ----- .0590 .1722 .014 --TTT---
104 .00 ----- .0623 .1819 .015 'JL. .ACC"I /L-
104.25 ----- .0657 .1919 .016 .172
104.50 ----- .0691 .2021 .017 .189
104.75 ----- .0726 .2126 .016 .206
105.00 ----- .0762 .2233 .019 .225
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-ELl) * (Areal + Area2 + sq.rt.(Area1*Area2))
where: ELI, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for ELI, EL2, respectively
Volume = Incremental volume between ELI and EL2
L
SIN: 821301DO708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 1:16 PM Date: 8/12/2004
0
iv .... oVO-M j lay: r hvenc: i yr
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTPW3.PPW
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 1 year storm
Duration = 24.0000 hr Rain De th = 1.0000 in
Rain Dir = 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
*_HYG Volume...
0
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
.039 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 (37.46% 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 = 1.28431 hrs
Total unit time, Tb = 1.60539 hrs
SIN: 821301DO708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 11:28 AM Date: 8/3/2004
tom ea
0
_? Yi _ /`, tuft v
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTPW3 PFW ------ --
SCS UNIT HYDROGRAPH METHOD
STORM EVENT: 100 year storm
Duration = ?pA.hrs_•. gain_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
-------------------
5.3684 in
1.584 ac-ft
HYG Volume... 1.584 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 (37.46% 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 = 1.28431 hrs
Total unit time, Tb = 1.60539 hrs
SIN: 821301D0708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 11:56 AM Date: 8/3/2004
•
0.30
•
0.20
3
s
0.10
•
Hydrograph
POND 3 IN Pre 1
0.00
11 12 13 14 15 16 17 18 19 20 21 22 23 24 25
Time (hrs)
POND 3 IN Pre 1
0
Hydrograph
OUT 3 Dev 1
• 0.018
0.016
0.014
0.012
N
3 0.010
s
0.008
0.006
0.004-
0.002-
0.000-
10
®h
7
13 hrs < 2 d",1.5
0
OUT 3 Dev 1
20 30 40 50
Time (hrs)
•
•
18
16
14
12
10
v
3
v 8
6
4
2
0
0
Hydrograph
POND 3 OUT 100
40
POND 3 OUT 1
POND 3 OUT 10
POND 3 OUT 100
0
10 20 30
Time (hrs)
--- .... r i I vva xay: ucv 1 nvenL: J. yr
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTPW3.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 3 IN Dev 1
Outflow HYG file = work pad.hyg - POND 3 OUT Dev 1
Pond Node Data = POND 3
Pond Volume Data = POND 3
Pond Outlet Data = Outlet 3
No Infiltration
INITIAL CONDITIONS
•
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)
SIN: 821301D0708B Peirson S Whitman
PondPack Ver. 9.0046 Time: 10:31 AM Date: 9/8/2004
is
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 109.000 105.000
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
•
SIN: 821301D0708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 11:08 AM Date: 9/8/2009
0
IV GIIIC... VUl.1Cl, J
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTPW3.PPW
OUTLET STRUCTURE INPUT DATA
• Structure ID = W3
Structure Type
----------------- = Weir-Rectangular
-------------------
# of Openings = 1
Crest Elev. = 104.00 ft
Weir Length = 10.00 ft
Weir Coeff. = 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
is
Structure ID = 03
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. - 102.00 ft
Diameter - .0833 ft
Orifice Coeff. _ .600
SIN: 821301DO708B Peirson & Whitman
PondPack Ver. 9.0046 Time: 11:08 AM Date: 9/8/2004
E
File.... C:\CLARK\Clark\CLIENTS\Old Oxford Rd Partners\ALTPW3.PPW
WS Elev, Total Q
• --------
Elev. --------
Q
ft cfs
-------
- ------
100.00 .00
100.25 .00
100.50 .00
100.75 .00
101.00 .00
101.25 .00
101.50 .00
101.75 .00
102.00 .00
102.25 .04
102.50 .07
102.75 .09
103.00 .10
103.25 .11
103.50 .13
103.75 2.10
104.00 5.70
104.25 13.51
104.50 _ 20.61
104.75 29.63
105.00 40.15
***** COMPOSITE OUTFLOW SUMMARY ****
Notes
------ -- Converge -------------------------
TW Elev Error
ft +/-ft Contributing Structures
----------------------
------
Free -- -----
Outfall ----
(no Q: W3,S3,03,C3)
Free Outfall (no Q: W3,S3,03,C3)
Free Outfall (no Q: W3,S3,03,C3)
Free Outfall (no Q: W3,S3,03,C3)
Free Outfall (no Q: W3,S3,03,C3)
Free Outfall (no Q: W3,S3,03,C3)
Free Outfall (no Q: W3,83,03,C3)
Free Outfall (no Q: W3,S3,03,C3)
Free Outfall (no Q: W3,S3,03,C3)
Free Outfall 03,C3 (no Q: W3,S3)
Free Outfall 03,C3 (no Q: W3,S3)
Free Outfall 03,C3 (no Q: W3,S3)
Free Outfall 03,C3 (no Q: W3,S3)
Free Outfall 03,C3 (no Q: W3,S3)
Free Outfall 03,C3 (no Q: W3,S3)
Free Outfall S3,03,C3 (no Q: W3)
Free Outfall S3,03,C3 (no Q: W3)
Free Outfall W3,S3,C3 (no Q: 03)
Free Outfall W3,S3,C3 (no Q: 03)
Free Outfall W3,S3,C3 (no Q: 03)
Free Outfall W3,S3,C3 (no Q: 03)
??oo _ JL.Zfo G?S'
C IC' V

SIN: 821301DO708B
PondPack Ver. 9.0046
/0
Peirson S Whitman
Time: 11:03 AM Date: 8/5/2004
•
Pocket Wetland #2 Weir Discharge
Worksheet for Trapezoidal Channel
Project Description
• Worksheet PW2 Weir
Flow Element Trapezoidal Cha
Method Manning's Formi
Salve For Channel Depth
Input Data
Mannings Coetlic 0.040
Channel Slope 069200 ft/It
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 20.00 It
Discharge 41.00 c1s
Results
Depth 0.39 It
Flow Area 82 ft2
Wetted Perim 22.45 ft
Top Width 22.33 It
Critical Depth 0.49 ft
Critical Slope 0.030428 ftM
Velocity 5.00 ft/s
Velocity Head 0.39 It
Speciflc Enert 0.78 It
Froude Numb. 1.45
Flow Type supercritical
r
J
nc?
8W
ale; W
5-S
0
Appendices
•
3 0.
/TF
?el
;l
-- -? 1vv NV 5uu luau
Discharge (ft3/sec)
m
N
05
0.
CO
_Q
O
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 e???ec ?' 7
e ?j /? " Derr ??t to
p v a•
Cks-s Kip -P 0.9
Rev. 1493
8.06.3
Wetland Pocket 1 - Planting Plan -
Huntstone Subdivision - Vance County, NC
RaW J. Ga[4*z#. 9c A+w-z ci , lava.
ENVIRONMENTAL CONSULTANTS
919-872-1174 www.rjgacarolina.com
Trees
® black gum
® water oak
® willow oak
® black willow
® American elm
Shrubs
buttonbush
sweet pepperbush
elderberry
silky dogwood
fetterbush
Herbaceous species
0 10 Feet
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Table 8.05a
Maximum Allowable Design Velocities'
for Vegetated Channels
Typical Soil z
Channel Slope Characteristics Grass Lining Permissible Velocity3
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 Tali fescue 5.5
(Clay mixes) Bahiagrass 5.5
Kentucky bluegrass 5.5
Grass-legume mixture 4.5
5-10% Easily Erodible Bermudagrass 4.5
Non-plastic all fescue 4.0
(Sands & Silts) Bahiagrass 4.0
Kentucky bluegrass 4.0
Grass-legume mixture 3.o
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 on 10-yr storm
2 peak runoff
Soil erodibility based on resistance to soil m
3 ovement from concentrated flo wing water
.
Before 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 "W-shaped, par-
abolic, and trapezoidal. Figure 8.05b gives mathematical formulas for the area,
hydraulic radius and top width of each of these shapes.
8.05.4
IIII N'? II

9
•
detailed soil map units
The map units on the detailed. soil maps at the back of
this survey represent the soils in the survey area. The
map unit descriptions in this section, along with the soil
maps, can be used to determine the suitability and
potential of a soil for specific uses. They also can be
used to plan the management needed for those uses.
More information on each map unit, or soil, is given
under "Use and management of the soils."
Each map unit on the detailed soil maps represents an
area on the landscape and consists of one or more soils
for which the unit is named.
A symbol identifying the soil precedes the map unit
name in the soil descriptions. Each description includes
general facts about the soil, a brief description of the soil
profile, and a listing of the principal hazards and
limitations to be considered in planning management.
Soils that have profiles that are almost. alike make up
a soil series. Except for differences in texture of the
clayer or of the underlying material, all the soils of
have major horizons that are similar in
%ie's
osition, thickness, and arrangement.
Soils of one series can differ in texture of the surface
layer or of the underlying material. They also can differ in
slope, stoniness, wetness, degree of erosion, and other
characteristics that affect their use. On the basis of such
differences, a soil series is divided into soil phases. Most
of the areas shown on the detailed soil maps are phases
of soil series. The name of a soil phase commonly
indicates a feature that affects use or management. For
example, Cecil sandy clay loam, 2 to 8 percent slopes,
eroded, is one of several phases in the Cecil series.
A soil complex consists of two or more soils in such
an intricate pattern or in such small areas that they
cannot be shown separately on the soil maps. The
pattern and proportion of the soils are somewhat similar
in all areas. Cecil-Urban land complex, 2 to 10 percent
slopes, is an example.
Not all of the map units in this county have been
mapped with the same degree of detail. Broadly defined
units, indicated by a superscript on the soil map legend,
are apt to be larger and to vary more in composition
than the rest of the map units in the survey. Composition
of these broadly defined units has been controlled well
enough, however, to be interpreted for the expected use
of the soils.
Most map units include small scattered areas of soils
than those for which the map unit is named. Some
se included soils have properties that differ
substantially from those of the major soil or soils. Such
differences could significantly affect use and
management of the soils in the map unit. The included
soils are identified in each map unit description. Some
small areas of strongly contrasting soils are identified by
a special symbol on the soil maps.
This survey includes miscellaneous areas. Such areas
have little or no soil material and support little or no
vegetation. Pits is an example. Miscellaneous areas are
shown on the soil maps. Some that are too small to be
shown are identified by a special symbol on the soil
maps.
Table 4 gives the acreage and proportionate extent of
each map unit. Other tables (see "Summary of tables")
give properties of the soils and the limitations,
capabilities, and potentials for many uses. The Glossary
defines many of the terms used in describing the soils.
Soil descriptions of the detailed map units follow.
ApB-Appling sandy loam, 2 to 8 percent slopes.
This well drained soil is on broad ridges that are
dissected by intermittent drainageways on uplands. The
mapped areas range from 4 to more than 200 acres.
Typically, the surface layer is brown sandy loam 10
inches thick. The subsoil is 38 inches thick. The upper
part of the subsoil is yellowish brown sandy clay loam,
the middle part is strong brown clay, and the lower part
is yellowish red clay loam and sandy clay loam. The
underlying material to a depth of 55 inches is yellowish
red sandy loam.
The organic matter content of the surface layer is low.
Permeability is moderate, available water capacity is
medium, and shrink-swell potential is low. The subsoil is
very strongly acid or strongly acid. Depth to bedrock is
more than 60 inches. The seasonal high water table is
below 6 feet.
Included with this soil in mapping are a few small
areas that have a gravelly surface layer and a few small
eroded areas that have a sandy clay loam surface layer.
Also included are some small areas of Cecil, Durham,
Helena, Wedowee, and Vance soils. The Cecil soils
commonly are on the small included knolls and near the
outer edges on broad ridgetops of the larger map units.
Both the Cecil and Vance soils are common on the
narrow ridgetops in the smaller units. These are typically
interwoven with Appling soils. The Durham soils are in
low areas, and the Helena soils are in areas around the
intermittent drainageways. The Wedowee soils are on
slopes of slightly more than 8 percent.
•
E
•
10
Most areas of this Appling soil are used for crops.
Some areas are used for hay and pasture. The rest is
mainly woodland.
This soil has high potential for tobacco, corn,
soybeans, and small grain. It has high potential for such
horticultural crops as tomatoes, cucumbers, cantaloupes,
sweet corn, green beans, and peas. Slope, surface
runoff, and erosion are the main limitations of the soil for
crops. Minimizing tillage and leaving crop residue on the
surface help control runoff and erosion. Maintaining
drainageways in sod, terraces and diversions,
stripcropping, field borders, and crop rotations that
include close-growing crops also help to conserve soil
and water. Potential is high for hay and pasture forages.
Pasture management includes maintaining a protective
cover to reduce runoff and control erosion.
This soil has moderately high potential for broad-
leaved and needle-leaved trees. The dominant trees
grown are yellow-poplar, sweetgum, hickory, white oak,
black oak, southern red oak, and loblolly pine. The main
understory includes dogwood, sourwood, holly, cedar,
black cherry, red maple, and sassafras. There are no
significant limitations for woodland use and
management.
This soil has high potential for most urban uses.
Permeability is a limitation for septic tank absorption
fields. The recreational potential is dominantly high.
This Appling soil is in capability subclass Ile and in
woodland group 30.
AuB-Appling-Urban land complex, 2 to 10 percent
slopes. This map unit consists of areas of Appling soils
and areas of Urban land, primarily in the eastern and
southeastern sections of Henderson, that are too small
and too intricately mixed to separate them at the scale
selected for mapping.
Undisturbed Appling soils make up 50 to 65 percent of
each area and Urban land makes up 25 to 35 percent.
The rest of this unit consists of areas where most of the
soil has been altered or covered by grading and digging.
The undisturbed Appling soils are well drained.
Typically, the surface layer is brown sandy loam 10
inches thick. The subsoil is 38 inches thick. The upper
part of the subsoil is yellowish brown sandy clay loam,
the middle part is strong brown clay, and the lower part
is yellowish red clay loam and sandy clay loam. The
underlying material to a depth of 55 inches is yellowish
red sandy loam.
The organic matter content of the surface layer is low.
Permeability is moderate, available water capacity is
medium, and shrink-swell potential is low. The subsoil is
very strongly acid or strongly acid. Depth to bedrock is
more than 60 inches. The seasonal high water table is
below 6 feet.
The altered areas of Appling soils are those covered
by more than 20 inches of fill material or where more
than two-thirds of the natural soil has been removed by
digging and grading.
Soil sun
Urban land is covered with houses, paved streets,
small shopping centers, factories, municipal buildings,
apartment complexes, parking lots, schools, and
churches.
Included in mapping are a few small areas of Cecil
and Vance soils on higher positions than the Appling
soils.
Jn disturbed areas of Appling soils, erosion is a hazan
because of slope and runoff. Permeability is a limitation
for septic tank absorption fields.
Onsite investigation for urban development is needed
before planning the use and management of this unit.
These Appling soils and Urban land are not assigned
to a capability subclass or to a woodland group.
CeB2-Cecil sandy clay loam, 2 to 8 percent
slopes, eroded. This well drained soil is on narrow to
broad, smooth ridges on the uplands. The mapped area,
range from 4 to 50 acres or more.
Typically, the surface layer is brown sandy clay loam f
inches thick. The subsoil is 60 inches or more In
thickness. The upper part of the subsoil is yellowish red
sandy clay loam, the middle part is red clay, and the
lower part is red clay loam.
The organic matter content of the surface layer is low.
Permeability is. moderate, available water capacity is
medium, and shrink-swell potential is low. The subsoil is
very strongly acid or strongly acid: Depth to bedrock is
more than 60 inches. The seasonal high water table is
below 6 feet.
Included with this soil in mapping are small areas that
have a sandy loam or a gravelly surface layer and small
areas that contain more mica than normal for this soil.
Also included are a few small areas of Appling and
Vance soils.
Most areas of this Cecil soil are used for crops. Some
areas are used for pasture. The rest is in woodland or in
urban or industrial development.
This soil has medium potential for corn, tobacco,
soybeans, and small grain. The potential is medium for
horticultural crops, such as tomatoes, sweet corn, green
beans, and peas. Slope, surface runoff, and erosion are
the main limitations for these uses.
Maintaining good tilth is difficult because the surface
layer is thin. The surface layer commonly forms a crust
as it dries after a hard rain and becomes cloddy if
worked when wet, both of which affect germination and
cause poor or uneven crop growth. Minimizing tillage and
leaving crop residue on the surface help to reduce runoff
and control erosion. Maintaining drainageways in sod,
terraces and diversions, field borders, contour farming,
stripcropping, and crop rotations that include close-
growing crops also aid in conserving soil and water.
The potential for hay and pasture forages is high.
Pasture management includes maintaining a protective
cover to reduce runoff and help control erosion.
This soil has moderate potential for broad-leaved and
needle-leaved trees. The dominant trees grown are
20
.consists mainly of decomposed rock. Most of the areas
are graded, leveled, and seeded with grass. The areas
range from 5 to about 40 acres.
These borrow areas support sparse plant growth. A
few areas are naturally reseeded in wild grasses, weeds,
and shortleaf and Virginia pines. Potential is low for plant
growth because of low available water capacity and
erodibility.
Included with this soil in mapping are small, relatively
undisturbed areas that still contain the clayey subsoil
and part of the loamy topsoil.
The potential of Pits for urban development is variable.
Many areas are graded to the level of an adjoining
roadway and have high potential for industrial or
commercial development. Some areas are cut below the
remaining original ground level and have low potential for
urban development.
Recommendations for reclamation and use of these
areas require onsite investigation.
These Pits are not assigned to a capability subclass or
woodland group.
TaE-Tatum slit loam, 15 to 30 percent slopes. This
well drained soil is on side slopes adjacent to some of
the major drainageways, mainly in the northwestern part
of the county. The mapped areas are commonly narrow
and oblong and irregular in width. The areas range from
4 to about 75 acres, but areas of 10 to 30 acres are
• most common.
Typically, the surface layer is dark brown silt loam 1
inch thick. The subsurface layer is brown silt loam 4
inches thick. The subsoil is 30 inches thick. The upper
part of the subsoil is red silty clay, and the lower part is
red silty clay loam. The underlying material to a depth of
50 inches is mottled red, yellowish red, pink, and
yellowish brown silt loam.
The organic matter content of the surface layer is low.
Permeability is moderate, available water capacity is
medium, and shrink-swell potential is moderate. The
subsoil is very strongly acid or strongly acid. Depth to
bedrock ranges from 40 to more than 60 inches. The
seasonal high water table is below 6 feet.
. Included with this soil in mapping are small areas
where the slopes are either less than 15 percent or
slightly more than 30 percent. Georgeville and Nason
soils are in areas where the slope is less than 15
percent, and the Goldston soils are where the slope is
greater than 30 percent.
Most areas of this Tatum soil are in woodland and
pasture.
This soil has low potential for row crops, hay, and
pasture forages.
This soil has moderately high potential for broad-
leaved and needle-leaved trees. The dominant trees are
yellow-poplar, hickory, maple, beech, chestnut oaks,
loblolly pine, shortleaf pine, and Virginia pine. The main
understory includes dogwood, redbud, holly, and
• sassafras. Slope is the main limitation for woodland use
and management.
Soil survey
Potential is low for most urban and recreational uses
because of slope. Erosion is a hazard when the
vegetative cover is removed.
This Tatum soil is in capability subclass IVe and in
woodland group 3r.
UL-Udorthents. This map unit consists of areas
where soil has been altered by sanitary landfill
operations. These are excavated areas consisting of
deeply graded trenches that are backfilled with alternate
layers of solid refuse and soil material. A cover of 2 to 3
feet of soil is on the surface. After the final cover is
added, the surface ranges from nearly level to gently
sloping. About 100 acres are mapped in the county. The
composition of this unit is more variable than that of
others in the county, but it has been controlled well
enough to be interpreted for the expected use of the
soils.
Included in areas of this unit in mapping are small
areas of undisturbed soil.
These areas have low potential for plant growth. Most
areas are seeded to grass or are planted to trees.
Available water capacity is generally low. The erosion
hazard is severe. Permanent vegetative cover is
essential to protect these areas from erosion.
These areas are unsuitable for most building purposes
because of subsidence and the danger of hazardous
methane gas, which is produced by refuse in the landfill.
Recommendations for use and management require
onsite investigation.
This unit is not assigned to a capability subclass or
woodland group.
Vas-Vance sandy loam, 2 to 8 percent slopes.
This well drained soil is on smooth ridges. Typically,
areas are irregular in shape and range from 10 to 40
acres. The largest area, about 800 acres, is in the
vicinity of Dabney.
Typically, the surface layer is yellowish brown sandy
loam 8 inches thick. The subsoil is 32 inches thick. The
upper part of the subsoil is yellowish red clay, and the
lower part is yellowish red clay loam. The underlying
material to a depth of 72 inches is reddish yellow
saprolite that crushes to sandy clay loam in the upper
part and yellow sandy loam in the lower part.
The organic matter content of the surface layer is low.
Permeability is slow, available water capacity is medium,
and shrink-swell potential is moderate. The subsoil is
very strongly acid or strongly acid. Depth to bedrock is
more than 60 inches. The seasonal high water table is
below 6 feet.
Included with this soil in mapping are a few small
areas of soils that have a clay loam surface layer and
areas where slopes are slightly greater than 8 percent.
Also included in the large units are the less firm Appling
soils and the wetter.Helena soils at the heads of and
along the small drainageways. Wedowee soils are
common on the included slopes that exceed 8 percent.
Vance County, North Carolina
* soils are the most commonly included soil in the
smaller units.
Most areas of this Vance soil are used for cultivated
crops or pasture. The rest is in woodland.
This soil has medium potential for tobacco, corn,
cotton, milo, and small grain. Potential is medium for
horticultural crops, such as tomatoes, sweet corn, green
beans, and peas. Minimizing tillage and leaving crop
residue on the surface help to control runoff and erosion.
Maintaining drainageways in sod, terraces and
diversions, stripcropping, field borders, contour farming,
and crop rotations that include close-growing crops also
help conserve soil and water. The potential for hay and
pasture forages is medium for such plants as ladino
clover, red clover, fescue, and sericea lespedeza (fig. 5).
Pasture management helps maintain a protective cover
on the soil to reduce runoff and help control erosion.
This soil has moderately high potential for broad-
leaved and needle-leaved trees. The dominant trees are
white oak, black oak, post oak, northern red oak,
southern red oak, blackjack oak, cedar, maple, hickory,
loblolly pine, shortleaf pine, and Virginia pine. The
understory includes mainly dogwood, holly, and
sassafras. There are no significant limitations in the use
and management of this soil for woodland.
21
The potential for urban uses, such as houses and
streets, is low because of permeability and shrink-swell
potential. Potential is high to medium for recreational
uses.
This Vance soil is in capability subclass Ille and in
woodland group 3o.
WeD-Wedowee sandy loam, 8 to 15 percent
slopes. This well drained soil is on side slopes. It is
extensive, and areas are scattered throughout the
county. Most areas are adjacent to or include a major
drainageway. They are oblong and are irregular in width.
Typically, areas are 15 to 40 acres, but some are more
than 100 acres.
Typically, the surface layer is brown sandy loam 7
inches thick. The subsoil is 21 inches thick. The upper
part of the subsoil is yellowish red sandy clay, and the
lower part is yellowish red sandy clay loam. The
underlying material to a depth of 99 inches is mottled
yellowish red, reddish yellow, and pale brown sandy
loam.
The organic matter content of the surface layer is low.
Permeability is moderately slow, available water capacity
is medium, and shrink-swell potential is low. The subsoil
is very strongly acid or strongly acid. Depth to bedrock Is
Practice Standards and Specifications
6.40
0
Definition A non-erosive outlet for concentrated runoff constructed to disperse flow
uniformly across a slope.
Purpose To convert concentrated flow to sheet flow and release it uniformly over a sta-
bilized area.
Conditions Where Where sediment-free storm runoff can be released in sheet flow down a stabi-
Practice Applies lized slope without causing erosion.
Where a level lip can be constructed without filling.
Where the area below the spreader lip is uniform with the slope of 10% or less
and is stable for anticipated flow conditions, preferably well-vegetated.
Where the runoff water will not re-concentrate after release.
Where there will be no traffic over the spreader.
Planning The level spreader is a relatively low-cost structure to release small volumes of
Considerations concentrated flow where site conditions are suitable (Figure 6.40a). The outlet
area must be uniform and well-vegetated with slopes of 10% or less. Particular
care must be taken to construct the outlet lip completely level in a stable, undis-
turbed soil. Any depressions in the lip will concentrate the flow, resulting in
erosion. Evaluate the outlet system to be sure that flow does not concentrate
below the outlet (Figure 6.40b). The level spreader is most often used as an out-
let for temporary or permanent diversions and diversion dikes. Runoff water
containing high sediment loads must be treated in a sediment trapping device
before release in a level spreader.
Design Criteria Capacity-Determine the capacity of the spreader by estimating peak flow
- from the 10-yr storm. Restrict the drainage area so that maximum flows into the
spreader will not exceed 30 cfs.
Spreader dimensions-When water enters the spreader from one end, as from
a diversion, select the appropriate length, width, and depth of the spreader from
Table 6.40a.
Table 6.40a
Minimum Dimensions for
Level Spreader
•
Construct a 20-ft transition section in the diversion channel so the width of the
diversion will smoothly meet the width of the spreader to ensure uniform
outflow.
Design Flow Entrance Width Depth End Width Length
cfs ----minimum dimension In feet-----
0-10 10 0.5 3 10
10-20 16 0.6 3 20
20-30 24 0.7 3 30
6.40.1
DWQ Project No. 02-1683
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name:
Contact Person;
Swale ID
Grass Swale Length
Tributary Drainage Area
Impervious Area
Huntstone Subdivision
Eddie Ferguson Phone Number: ( 252 ) 438-2097
la
Max. Velocity from a 2 Year Storm
Max. Velocity from a 10 Year Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
1140 ft.
2.62 ac.
0.4978 ac.
2.07 fps
2.23 fps
3 ratio
.007 fvft
Fescue
II. REQUIRED ITEMS CHECKLIST
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
on-site and off-site drainage to the swale)
(2 fps max)
(3:1 min.)
(check dams may be used)
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 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
0 - Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice annual
mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
0
• DWQ Project No. 02-1683
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
III. PROJECT INFORMATION (please complete the following information):
Project Name : Huntstone Subdivision
Contact Person; Eddie Ferguson Phone Number: ( 252 ) 438-2097
Swale ID 1b
Grass Swale Length 1018 ft. (at least 100 ft. per tributary acre)
Tributary Drainage Area 1.16 ac. (on-site and off-site drainage to the swale)
Impervious Area 0.2204 ac. on-site and off-site drainage to the swale)
Max. Velocity from a 2 Year Storm 2.44 fps (2 fps max)
Max. Velocity from a 10 Year Storm 2.65 fps
Min. side slopes 3 ratio (3:1 min.)
Steepest Effective Slope 0.0255 ft/ft (check dams may be used)
Cover Crop Fescue
IV. 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 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
Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice annual
mowing.
- The operation and maintenance agreement signed and notarized by the responsible party is provided.
0
• DWQ Project No. 02-
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
V. PROJECT INFORMATION (please complete the following information):
Project Name :
Contact Person;
Swale ID
Grass Swale Length
Tributary Drainage Area
Impervious Area
Huntstone Subdivision
Eddie Ferguson Phone Number: ( 252 ) 438-2097
1c
Max. Velocity from a 2 Year Storm
Max. Velocity from a 10 Year Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
1182 ft.
1.22 ac.
0.7942 ac.
2.36 fps
2.59 fps
3 ratio
0.022 fvft
Fescue
VI. REQUIRED ITEMS CHECKLIST
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
on-site and off-site drainage to the swale)
(2 fps max)
(3:1 min.)
(check dams may be used)
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 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
elk Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice annual
mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
0
0 DWQ Project No. 02-1
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
VII. PROJECT INFORMATION (please complete the following information):
Project Name: Huntstone Subdivision
Contact Person; Eddie Ferguson Phone Number: ( 252 ) 438-2097
Swale ID 2a
Grass Swale Length 200 ft. (at least 100 ft. per tributary acre)
Tributary Drainage Area 2.46 ac. (on-site and off-site drainage to the swale)
Impervious Area 0.4674 ac. on-site and off-site drainage to the swale)

Max. Velocity from a 2 Year Storm 2.25 fps (2 fps max)
Max. Velocity from a 10 Year Storm 2.45 fps
Min. side slopes 3 ratio (3:1 min.)

Steepest Effective Slope .030 fUft (check dams may be used)
Cover Crop Fescue

VIII. 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 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
Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice annual
mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
0
• DWQ Project No. 02-1
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
IX. PROJECT INFORMATION (please complete the following information):
Project Name: Huntstone Subdivision
Contact Person; Eddie Ferguson Phone Number: ( 252 ) 438-2097
Swale ID 2b
Grass Swale Length 495 ft. (at least 100 ft. per tributary acre)
Tributary Drainage Area 1.29 ac. (on-site and off-site drainage to the swale)
Impervious Area 0.2451 ac. on-site and off-site drainage to the swale)
Max. Velocity from a 2 Year Storm 1.88 fps (2 fps max)
Max. Velocity from a 10 Year Storm 2.00 fps
Min, side slopes 3 ratio (3:1 min.)
Steepest Effective Slope 0.0242 ft/ft (check dams may be used)
Cover Crop Fescue
X. 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 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
t%40 Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice annual
mowing.
-- The operation and maintenance agreement signed and notarized by the responsible party is provided.
0
• DWQ Project No. 02-1683
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
XI. PROJECT INFORMATION (please complete the following information):
Project Name:
Contact Person;
Swale ID
Grass Swale Length
Tributary Drainage Area
Impervious Area
Huntstone Subdivision
Eddie Ferguson
2c
Max, Velocity from a 2 Year Storm
Max. Velocity from a 10 Year Storm
Min, side slopes
Steepest Effective Slope
Cover Crop
400 ft.
0.700 ac.
0.133 ac.
1.77 fps
1.88 fps
3 ratio
0.020 ft/ft
Fescue
XII. REQUIRED ITEMS CHECKLIST
Phone Number: ( 252 ) 438-2097
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
on-site and off-site drainage to the swale)
(2 fps max)
(3:1 min.)
(check dams may be used)
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 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
Alf- Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice annual
mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.

• DWQ Project No. 02-1683
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
XIII. PROJECT INFORMATION (please complete the following information):
Project Name: Huntstone Subdivision
Contact Person; Eddie Ferguson Phone Number: ( 252 ) 438-2097
Swale ID 2d
Grass Swale Length 475 ft. (at least 100 ft. per tributary acre)
Tributary Drainage Area 0.436 ac. (on-site and off-site drainage to the swale)
Impervious Area 0.0828 ac. on-site and off-site drainage to the swale)
Max. Velocity from a 2 Year Storm 2.13 fps (2 fps max)
Max. Velocity from a 10 Year Storm 2.29 fps
Min. side slopes 3 ratio (3:1 min.)
Steepest Effective Slope 0.0295 ft/ft (check dams may be used)
Cover Crop Fescue
XIV. 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 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
Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
uOr Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice annual
mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
E
• DWQ Project No. 02-1683
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
XV. PROJECT INFORMATION (please complete the following information):
Project Name:
Contact Person;
Swale ID
Grass Swale Length
Tributary Drainage Area
Impervious Area
Huntstone Subdivision
Eddie
2e
son
Phone Number: ( 252 ) 438-2097
Max. Velocity from a 2 Year Storm
Max. Velocity from a 10 Year Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
390 ft.
0.358 ac.
0.06802 ac.
1.52 fps
1.63 fps
3 ratio
0.0154 ft/ft
Fescue
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
on-site and off-site drainage to the swale)
(2 fps max)
(3:1 min.)
(check dams may be used)
XVI. 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 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
Celli, Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
/JL The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice annual
mowing.
-?j The operation and maintenance agreement signed and notarized by the responsible party is provided.
•
0 DWQ Project No. 02-1683
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
XVII. PROJECT INFORMATION (please complete the following information):
Project Name:
Contact Person;
Swale ID
Grass Swale Length
Tributary Drainage Area
Impervious Area
Huntstone Subdivision
Eddie Ferguson
3a
Max. Velocity from a 2 Year Storm
Max. Velocity from a 10 Year Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
390 ft.
0.358 ac.
0.0680 ac.
1.66 fps
1.79 fps
3 ratio
0.0231 ft/ft
Fescue
XVIII. REQUIRED ITEMS CHECKLIST
Phone Number: ( 252 ) 438-2097
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
on-site and off-site drainage to the swale)
(2 fps max)
(3:1 min.)
(check dams may be used)
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 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
Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice annual
mowing.
- The operation and maintenance agreement signed and notarized by the responsible party is provided.
is
• DWQ Project No. 02-1683
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
XIX. PROJECT INFORMATION (please complete the following information):
Project Name :
Contact Person;
Swale ID
Grass Swale Length
Tributary Drainage Area
Impervious Area
Huntstone Subdivision
Eddie Ferguson Phone Number: ( 252 ) 438-2097
3b
Max. Velocity from a 2 Year Storm
Max. Velocity from a 10 Year Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
545 ft.
0.626 ac.
0.1189 ac.
2.11 fps
2.32 fps
3 ratio
0.0385 ft /ft
Fescue
XX. REQUIRED ITEMS CHECKLIST
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
on-site and off-site drainage to the swale)
(2 fps max)
(3:1 min.)
(check dams may be used)
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 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
Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
e?L The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice annual
(,?7 mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
0
• DWQ Project No. 02-1683
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
XXI. PROJECT INFORMATION (please complete the following information):
Project Name :
Contact Person;
Swale ID
Grass Swale Length
Tributary Drainage Area
Impervious Area
Huntstone Subdivision
Eddie Ferguson Phone Number: ( 252 ) 438-2097
4a
Max. Velocity from a 2 Year Storm
Max. Velocity from a 10 Year Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
600 ft.
1.54 ac.
0.2926 ac.
2.55 fps
3.16 fps
3 ratio
0.0217 ft/ft
Fescue
Mi. REQUIRED ITEMS CHECKLIST
(at least 100 ft per tributary acre)
(on-site and off-site drainage to the wale)
on-site and off-site drainage to the swale)
(2 fps max)
(3:1 min.)
(check dams may be used)
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 met teach 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
CX-f -1 Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice annual
mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
0
• DWQ Project No. 02-1683
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
XXIII. PROJECT INFORMATION (please complete the following information):
Project Name: Huntstone Subdivision
Contact Person; Eddie Ferguson Phone Number ( 252 ) 438-2097
Swale ID 4b
Grass Swale Length 200 ft. (at least 100 ft. per tributary acre)
Tributary Drainage Area 0.614 ac. (on-site and off-site drainage to the swale)
Impervious Area 0.1167 ac. on-site and off-site drainage to the swale)
Max. Velocity from a 2 Year Storm 2.51 fps (2 fps max)
Max. Velocity from a 10 Year Storm 2.74 fps
Min. side slopes 3 ratio (3:1 min.)
Steepest Effective Slope 0.045 fuft (check dams may be used)
Cover Crop Fescue
XXIV. 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 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
Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice annual
(?T mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
0
• DWQ Project No. 02-
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
XXV. PROJECT INFORMATION (please complete the following information):
Project Name: Huntstone Subdivision
Contact Person; Eddie Ferguson Phone Number: ( 252 ) 438-2097
Swale ID 5a
Grass Swale Length 490 ft. (at least 100 ft. per tributary acre)
Tributary Drainage Area 1.37 ac. (on-site and off-site drainage to the swale)
Impervious Area 0.2603 ac. on-site and off-site drainage to the swale)
Max. Velocity from a 2 Year Storm 2.49 fps (2 fps max)
Max, Velocity from a 10 Year Storm 2.68 fps
Min. side slopes 3 ratio (3:1 min.)
Steepest Effective Slope 0.0184 ft/ft (check dams may be used)
Cover Crop Fescue
XXVI. 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 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
Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice annual
mowing.
' The operation and maintenance agreement signed and notarized by the responsible party is provided.
0
• DWQ Project No. 02-1683
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
XXVII. PROJECT INFORMATION (please complete the following information):
Project Name:
Contact Person;
Swale ID
Grass Swale Length
Tributary Drainage Area
Impervious Area
Huntstone Subdivision
Eddie Ferguson Phone Number: ( 252 ) 438-2097
5b
Max. Velocity from a 2 Year Storm
Max. Velocity from a 10 Year Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
440 ft.
1.40 ac.
0.266 ac.
2.76 fps
2.97 fps
3 ratio
0.025 fyft
Fescue
XXVIII. REQUIRED ITEMS CHECKLIST
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
on-site and off-site drainage to the swale)
(2 fps max)
(3:1 min.)
(check dams may be used)
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 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
Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
AL The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice annual
(,?! mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
0
• DWQ Project No. 02-1683
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
XXIX. PROJECT INFORMATION (please complete the following information):
Project Name: Huntstone Subdivision
Contact Person; Eddie Ferguson Phone Number: ( 252 ) 438-2097
Swale ID 6a
Grass Swale Length 560 ft. (at least 100 ft. per tributary acre)
Tributary Drainage Area 1.49 ac. (on-site and off-site drainage to the swale)
Impervious Area 0.2831 ac. on-site and off-site drainage to the swale)

Max. Velocity from a 2 Year Storm 1.73 fps (2 fps max)
Max. Velocity from a 10 Year Storm 1.89 fps
Min. side slopes 3 ratio (3:1 min.)

Steepest Effective Slope .0071 fyft (check dams may be used)
Cover Crop Fescue

XXX. 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 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
dA. 1 Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice annual
mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
0
• DWQ Project No. 02-1683
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
XXXI. PROJECT INFORMATION (please complete the following information):
Project Name : Huntstone Subdivision
Contact Person; Eddie Ferguson Phone Number: ( 252 ) 438-2097
Swale ID 6b
Grass Swale Length 725 ft. (at least 100 ft. per tributary acre)
Tributary Drainage Area 0.66 ac. (on-site and off-site drainage to the swale)
Impervious Area 0,1254 ac. on-site and off-site drainage to the swale)

Max. Velocity from a 2 Year Storm 1,77 fps (2 fps max)
Max. Velocity from a 10 Year Storm 1.93 fps
Min. side slopes 3 ratio (3:1 min.)

Steepest Effective Slope 0.0152 ft/ft (check dams may be used)
Cover Crop Fescue
XXXII. 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 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
W Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided,
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice annual
mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
•
• DWQ Project No. 02-1
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
XXXIII. PROJECT INFORMATION (please complete the following information):
Project Name : Huntstone Subdivision
Contact Person; Eddie Ferguson Phone Number: ( 252 ) 438-2097
Swale ID 7a
Grass Swale Length 460 ft. (at least 100 ft. per tributary acre)
Tributary Drainage Area 0.866 ac. (on-site and off-site drainage to the swale)
Impervious Area 0.1645 ac. on-site and off-site drainage to the swale)

Max. Velocity from a 2 Year Storm 2.24 fps (2 fps max)
Max. Velocity from a 10 Year Storm 2.42 fps
Min. side slopes 3 ratio (3:1 min.)

Steepest Effective Slope 0.0217 ft/ft (check dams may be used)
Cover Crop Fescue

XXXIV. 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 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
Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided,
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice annual
mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
0
• DWQ Project No. 02-1683
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
XXXV. PROJECT INFORMATION (please complete the following information):
Project Name: Huntstone Subdivision
Contact Person; Eddie Ferguson Phone Number: ( 252 ) 438-2097
Swale ID 7b
Grass Swale Length 825 ft. (at least 100 ft. per tributary acre)
Tributary Drainage Area 0.284 ac. (on-site and off-site drainage to the swale)
Impervious Area 0.0540 ac. on-site and off-site drainage to the swale)
Max. Velocity from a 2 Year Storm 1.55 fps (2 fps max)
Max. Velocity from a 10 Year Storm 1.70 fps
Min, side slopes 3 ratio (3:1 min.)
Steepest Effective Slope 0.0218 ft/ft (check dams may be used)
Cover Crop Fescue
XXXVI. 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 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
Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice annual
mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
•
• DWQ Project No. 02-1683
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
XXXVII. PROJECT INFORMATION (please complete the following information):
Project Name: Huntstone Subdivision
Contact Person; Eddie Ferguson Phone Number: ( 252 ) 438-2097
Swale ID 8
Grass Swale Length 785 ft. (at least 100 ft. per tributary acre)
Tributary Drainage Area 1.43 ac. (on-site and off-site drainage to the swale)
Impervious Area 0.4290 ac. on-site and off-site drainage to the swale)
Max. Velocity from a 2 Year Storm 2.49 fps (2 fps max)
Max. Velocity from a 10 Year Storm 2.71 fps
Min. side slopes 3 ratio (3:1 min.)
Steepest Effective Slope 0.0217 ft/ft (check dams may be used)
Cover Crop Fescue
XXXVIII. 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 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
Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
rip- Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice annual
mowing.
_.? __ The operation and maintenance agreement signed and notarized by the responsible party is provided.
E
• DWQ Project No. 02-1
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
XXXIX. PROJECT INFORMATION (please complete the following information):
Project Name: Huntstone Subdivision
Contact Person; Eddie Ferguson Phone Number: ( 252 ) 438-2097
Swale ID 9

Grass Swale Length 1030 ft. (at least 100 ft. per tributary acre)
Tributary Drainage Area 2.19 ac. (on-site and off-site drainage to the swale)
Impervious Area 0.6570 ac. on-site and off-site drainage to the swale)

Max. Velocity from a 2 Year Storm 3.63 fps (2 fps max)
Max. Velocity from a 10 Year Storm 3.93 fps
Min. side slopes 3 ratio (3:1 min.)

Steepest Effective Slope 0.0388 ft/ft (check dams may be used)
Cover Crop Fescue

XL. 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 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
Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice annual
mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
0
• DWQ Project No. 02-1683
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
XLI. PROJECT INFORMATION (please complete the following information):
Project Name:
Contact Person;
Swale ID
Grass Swale Length
Tributary Drainage Area
Impervious Area
Huntstone Subdivision
Eddie Ferguson Phone Number: ( 252 ) 438-2097
10
Max. Velocity from a 2 Year Storm
Max. Velocity from a 10 Year Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
1065 ft.
1.08 ac.
0.5400 ac.
2.95 fps
3.20 fps
3 ratio
0.0366 ft/ft
Fescue
XLII. REQUIRED ITEMS CHECKLIST
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
on-site and off-site drainage to the swale)
(2 fps max)
(3:1 min.)
(check dams may be used)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is aftached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submiftal 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
Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
/JL The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice annual
mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.

0 DWQ Project No. 02-1
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
XLIII. PROJECT INFORMATION (please complete the following information):
Project Name:
Contact Person;
Swale ID
Grass Swale Length
Tributary Drainage Area
Impervious Area
Huntstone Subdivision
Eddie Ferguson
11a
Max. Velocity from a 2 Year Storm
Max. Velocity from a 10 Year Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
370 ft.
0.34 ac.
0.17 ac.
1.28 fps
1.40 fps
3 ratio
0.0081 ft/ft
Fescue
XLIV. REQUIRED ITEMS CHECKLIST
Phone Number: ( 252 ) 438-2097
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
on-site and off-site drainage to the swale)
(2 fps max)
(3:1 min.)
(check dams may be used)
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 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
Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice annual
mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
0
• DWQ Project No.
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
XLV. PROJECT INFORMATION (please complete the following information):
Project Name :
Contact Person;
Swale ID
Grass Swale Length
Tributary Drainage Area
Impervious Area
Huntstone Subdivision
Eddie Ferguson
11b
Max. Velocity from a 2 Year Storm
Max. Velocity from a 10 Year Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
225 ft.
0.23 ac.
0.10 ac.
1.16 fps
1.27 fps
3 ratio
0.0089 ft/ft
Fescue
XLVI. REQUIRED ITEMS CHECKLIST
Phone Number: ( 252 ) 438-2097
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
on-site and off-site drainage to the swale)
(2 fps max)
(3:1 min.)
(check dams may be used)
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 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
Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided,
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice annual
mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
0
• DWQ Project No. 02-1683
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
XLVII. PROJECT INFORMATION (please complete the following information):
Project Name:
Contact Person;
Swale ID
Grass Swale Length
Tributary Drainage Area
Impervious Area
Huntstone Subdivision
Eddie Ferguson
11c (Carries Area I1'sTotal drainage)
Max. Velocity from a 2 Year Storm
Max. Velocity from a 10 Year Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
280 ft.
0.73 ac.
0.27 ac.
2.59 fps
2.79 fps
3 ratio
0.0321 ft/ft
Fescue
XLVIII. REQUIRED ITEMS CHECKLIST
Phone Number: ( 252 1438-2097
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
on-site and off-site drainage to the swale)
(2 fps max)
(3:1 min.)
(check dams may be used)
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 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
Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
_ Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice annual
mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
E
0 DWQ Project No. 02-1
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
XLIX. PROJECT INFORMATION (please complete the following information):
Project Name : Huntstone Subdivision
Contact Person; Eddie Ferguson Phone Number: ( 252 ) 438-2097
Swale ID 12
Grass Swale Length 380 ft. (at least 100 ft. per tributary acre)
Tributary Drainage Area 0.52 ac. (on-site and off-site drainage to the swale)
Impervious Area 0.22 ac. on-site and off-site drainage to the swale)

Max. Velocity from a 2 Year Storm 2.45 fps (2 fps max)
Max. Velocity from a 10 Year Storm 2.63 fps
Min. side slopes 3 ratio (3:1 min.)

Steepest Effective Slope 0.0421 ft/ft (check dams may be used)
Cover Crop Fescue

L. 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 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
IfJo Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice annual
mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
40
• DWQ Project No. 02-1
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
Ll. PROJECT INFORMATION (please complete the following information):
Project Name: Huntstone Subdivision
Contact Person; Eddie Ferguson Phone Number: ( 252 ) 438-2097
Swale ID 13
Grass Swale Length 490 ft. (at least 100 ft. per tributary acre)
Tributary Drainage Area 0.67 ac. (on-site and off-site drainage to the swale)
Impervious Area 0.30 ac. on-site and off-site drainage to the swale)
Max. Velocity from a 2 Year Storm 2.80 fps (2 fps max)
Max. Velocity from a 10 Year Storm 3.03 fps
Min. side slopes 3 ratio (3:1 min.)
Steepest Effective Slope 0.0429 ft/ft (check dams may be used)
Cover Crop Fescue
LII. 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 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
(1661"A _ Vegetation Plan provided on plans
00 The underlying soils are permeable and non-compacted
rip Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice annual
mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
E
• DWQ Project No. 02-1
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
Lill. PROJECT INFORMATION (please complete the following information):
Project Name:
Contact Person;
Swale ID
Grass Swale Length
Tributary Drainage Area
Impervious Area
Huntstone Subdivision
Eddie Ferguson Phone Number: ( 252 ) 438-2097
14
Max. Velocity from a 2 Year Storm
Max. Velocity from a 10 Year Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
400 ft.
0.55 ac.
0.1045 ac.
2.89 fps
3.16 fps
3 ratio
0.0429 ft/ft
Fescue
LIV. REQUIRED ITEMS CHECKLIST
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
on-site and off-site drainage to the swale)
(2 fps max)
(3:1 min.)
(check dams may be used)
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 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
Vegetation Plan provided on plans
Pit The underlying soils are permeable and non-compacted
MY- Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice annual
mowing.
- The operation and maintenance agreement signed and notarized by the responsible party is provided.
0
• DWQ Project No. 02-1
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
LV. PROJECT INFORMATION (please complete the following information):
Project Name: Huntstone Subdivision
Contact Person; Eddie Ferguson Phone Number: ( 252 ) 438-2097
Swale ID 15
Grass Swale Length 440 ft. (at least 100 ft. per tributary acre)
Tributary Drainage Area 0.45 ac. (on-site and off-site drainage to the swale)
Impervious Area 0.21 ac. on-site and off-site drainage to the swale)
Max. Velocity from a 2 Year Storm 2.28 fps (2 fps max)
Max. Velocity from a 10 Year Storm 2.51 fps
Min. side slopes 3 ratio (3:1 min.)
Steepest Effective Slope 0.0364 ftift (check dams may be used)
Cover Crop Fescue
LVI. 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 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
Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice annual
mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided,
0
• DWQ Project No. 02-1683
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
LVII. PROJECT INFORMATION (please complete the following information):
Project Name : Huntstone Subdivision
Contact Person; Eddie Ferguson Phone Number: ( 252 ) 438-2097
Swale ID 16
Grass Swale Length 490 ft. (at least 100 ft. per tributary acre)
Tributary Drainage Area 2.36 ac. (on-site and off-site drainage to the swale)
Impervious Area 0.448 ac. on-site and off-site drainage to the swale)

Max. Velocity from a 2 Year Storm 2.32 fps (2 fps max)
Max. Velocity from a 10 Year Storm 2.49 fps
Min. side slopes 3 ratio (3:1 min.)

Steepest Effective Slope 0.0082 ft/ft (check dams may be used)
Cover Crop Fescue

LVIII. 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 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
Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
Ali The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice annual
LAA mowing.
4? The operation and maintenance agreement signed and notarized by the responsible party is provided.
40
• DWQ Project No. 02-1
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
LIX. PROJECT INFORMATION (please complete the following information):
Project Name: Huntstone Subdivision
Contact Person; Eddie Ferguson Phone Number: ( 252 ) 438-2097
Swale ID 17
Grass Swale Length 550 ft. (at least 100 ft. per tributary acre)
Tributary Drainage Area 0.57 ac. (on-site and off-site drainage to the swale)
Impervious Area 0.24 ac. on-site and off-site drainage to the swale)
Max. Velocity from a 2 Year Storm 2.00 fps (2 fps max)
Max. Velocity from a 10 Year Storm 2.15 fps
Min. side slopes 3 ratio (3:1 min.)
Steepest Effective Slope 0.0182 ft/ft (check dams may be used)
Cover Crop Fescue
LX. 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 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
C Vegetation Plan provided on plans
Ilk The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice annual
mowing.
_ The operation and maintenance agreement signed and notarized by the responsible party is provided.
0
• DWQ Project No. 02-1683
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
LXI. PROJECT INFORMATION (please complete the following information):
Project Name:
Contact Person;
Swale ID
Grass Swale Length
Tributary Drainage Area
Impervious Area
Huntstone Subdivision
Eddie Ferguson Phone Number: ( 252 ) 438-2097
18
Max. Velocity from a 2 Year Storm
Max. Velocity from a 10 Year Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
280 ft.
0.29 ac.
0.1045 ac.
1.85 fps
1.99 fps
3 ratio
0.0286 ft/ft
Fescue
LXII. REQUIRED ITEMS CHECKLIST
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
on-site and off-site drainage to the swale)
(2 fps max)
(3:1 min.)
(check dams may be used)
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 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
Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice annual
mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
0
10 Check Dams Added- 2 Yr Storm
Worksheet for Trapezoidal Channel
• Project Description
Worksheet 1 a
Flow Element Trapezoidal Cho
Method Manning's Fonni
Solve For Channel Depth
Input Data
Mannings Coetfic 0.030
Channel Slope 007000 ft/ft
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 5.00 ofs
Results
Depth 0.45 ft
Flow Area 2.4 1F
Wetted Perim( 6.86 ft
Top Width 6.71 ft
Critical Depth 0.33 ft
Critical Slope 0.020573 ft/ft
Velocity 2.07 No
Velocity Head 0.07 ft
Specific Eneri 0.52 ft
Froude Numb, 0.61
Flow Type Subcritical
•
Zyr•
Project Engineer., Clark
e:l..lcaiculations\altemate awales.fm2 Pelrson ik Whitman A&E FlowMaster v7.0 [7.0005]
08/12104 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1_203-755-1686 , Page 1 of 1
Area 1a with 10 Cheakdams -10 Year Storm
Worksheet for Trapezoidal Channel
Project Description
•
Worksheet 1 a 810 Checkdams -1
Flow Element Trapezoidal Channel
Method Manning's Formula
Sohn For Channel Depth

Input Data
Mannings Coeffic 0.030
Channel Slope 007000 ft/ft
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 6.40 cfs
Results
Depth 0.52 It
Flow Area 2,9 ft2
Wetted Perimf 7.27 ft
Top Width 7.10 ft
Critical Depth 0.39 ft
Critical Slope 0.019752 ftM
Velocity 2.23 We
Velocity Head 0.08 ft
Specific EnerS 0.59 ft
Froude Numb 0.62
Flow Type Suboritical

0 Project Engineer: Clark
eA..AcalculatioWaltemate swales.fm2 Pelrson & Whitman ABt; FlowMaster v7.0 [7.0005]
08/12104 03:48:18 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 00708 USA [phone] ' Page 1 of 1
Worksheet
Worksheet for Trapezoidal Channel
Project Description
• Worksheet 1b
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth
Input Data
Mannings Coeffic 0.030
Channel Slope 025500 ft/ft
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 2.20 cfs
Results
Depth 0.20 ft
Flow Area 0.9 ft'
Wetted Perimf 5.24 ft
Top Width 5.18 it
Critical Depth 0.20 it
Critical Slope 0.023744 ft/ft
Velocity 2.44 ft/s
Velocity Head 0.09 it
Specific Energ 0.29 it
Froude Numb, 1.03
Flow Type 3upercri ical
r
?J
27r
• Project Engineer: Clark
eA .. k.alculations\akemate swales.fm2 Peirson & Whitman A&E FlowMaster v7.0 [7.0005]
08/12104 03:48:19 PM 0 Hasstad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] ' Page 1 of i
Area 1 B -10 Year Storm
Worksheet for Trapezoidal Channel
Project Description

•
Worksheet 1 b -10 Year Sto
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth
Input Data
Mannings Coeffic 0.030
Channel Slope 025500 ft/R
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 It
Discharge 2.80 cfs
Results
Depth 0.23 it
Flow Area 1.1 ft'
Wetted Perim 5.43 ft
Top Width 5.35 ft
Critical Depth 0.23 It
Critical Slope 0.022736 ftM
Velocity 2.65 We
Velocity Head 0.11 ft
Specific Eners 0.34 ft
Froude Numb, 1.05
Flow Type supercritical
u
• Project Engineer: Clark
e:l.Acalculations\akemate swales.fm2 Pelrson & Whitman A&E FlowMaster v7.0 [7.0005]
08/12/04 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] ' Page 1 of 1
Worksheet Z yr
Worksheet for Trapezoidal Channel
• Project Description
Worksheet 1c
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth
Input Data
Mannings Coef Ic 0.030
Channel Slope 022000 ft/ft
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 It
Discharge 2.30 cfs
Results
Depth 0.21 It
Flow Area 1.0 ft'
Wetted Perimi 5.33 ft
Top Width 5.26 It
Critical Depth 0.21 ft
Critical Slope 0.023508 ft/ft
Velocity 2,36 ft/s
Velocity Head 0.09 ft
Specific Eners 0.30 ft
Froude Numb 0.97
Flow Type SubcdUcal
r
?J
• Project Engineer: Clark
eA .. \calculationMaltemate swales.fm2 Pelson & Whitman A&rz FlowMaster v7.0 [7.0005]
08/12104 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] ' Page 1 of 1
Area 1o with 10 Year Storm
Worksheet for Trapezoidal Channel
Project Description
• Worksheet 1c - 10 year
Floor Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth
Input Data
Mannings Coefic 0.030
Channel Slope 022000 ft/ft
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 3.00 cfs
Results
Depth 0.24 It
Flow Area 1.2 IF
Wetted Perimi 5.55 ft
Tap Width 5.47 ft
Critical Depth 0.24 ft
Critical Slope 0.072503 ft/It
Velocity 2.59 No
Velocity Head 0.10 ft
Specific Eners 0.35 ft
Froude Numbs 0.99
Flow Type Subcrttical
r ?
? J
•
e:\ ..\calculati0nslattemate swalOS.im2 Project Engineer Clark
Peirson & Whitman ABi; FlowMaster v7.0 [7.0005]
08112104 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA +1-203.755-1868 , Page 1 of 1
. Worksheet
Worksheet for Trapezoidal Channel
Project Description
• Worksheet 2a
Flow Element Trapezoidal Cha
Method Manning's Forma
Solve For Channel Depth
Input Data
Mannings Coeftic 0.030
Channel Slope 030000 Nit
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 1.50 cfs
Results
r?
Depth 0.15 ft
Flow Area 0.7 1112
Wetted Perimi 4.95 ft
Top Width 4.90 ft
Critical Depth 0.16 ft
Critical Slope 0.025451 Nit
Velocity 2.25 tt/s
Velocity Head 0.08 ft
Specific Eners 0.23 ft
Froude Numbo 1.08
Flow Type 3upercritioal
•
Project Engineer: Clark
eA..Acalcuiationslaltemate swales.fm2 Pearson & Whftman A8E FlowMaster v7.0 [7.0005]
08/12104 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] , Page 1 of 1
Area 2a -10 Year Storm
Worksheet for Trapezoidal Channel
Project Description
• Worksheet 2a -10 Year
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth

Input Data
Mannings Coefic 0.030
Channel Slope 030000 Wit
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 1.90 cfs
Results
Depth 0.17 ft
Flow Area 0.8 IF
Wetted Perimi 5.09 ft
Top Width 5.03 ft
Critical Depth 0.18 ft
Critical Slope 0.024379 Wit
Velocity 2.45 ft/s
Velocity Head 0.09 ft
Specific Energ 0.27 ft
Froude Numb 1.10
Flow Type Supercritical
r
J
is Project Engineer: Clark
e:'L.AcalculationMaltemate awales.fm2 Pelson & Whitman A&E FlowMaster v7.0 [7.0005]
08/12/04 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA +1_203-755-1868 ' Page 1 of 1
Worksheet
Worksheet for Trapezoidal Channel
Project Description
• Worksheet 2b
Flow Element Trapezoidal Cha
Method Manning's Form
Solve For Channel Depth
Input Data
Mannings Coeffic 0.030
Channel Slope 024200 Nit
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 110 ofs
Results
Depth 0.13 ft
Flow Area 0.6 ft2
Wetted Pedmi 4.84 ft
Top Width 4.80 ft
Critical Depth 0.13 ft
Critical Slope 0.027103 ft/ft
Velocity 1.88 ft/s
Velocity Head 0.06 It
Specific Eneri 0.19 It
Froude Numb, 0.95
Flow Type Subcritical

• Project Engineer: Clark
eA.Acalculations\aItemate swales.fm2 Pelrson & Whitman A&K FlowMaster v7.0 [7.0005]
08/12/04 03:48:19 PM 0 Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA [phone] , Page 1 of 1
Area 2b -10 Year Storm
Worksheet for Trapezoidal Channel

• Project Description
Worksheet
Flow Element
Method
Solve For
2b -10 Year
Trapezoidal Cha
Manning's Form
Channel Depth

Input Data
Mannings Coefnc 0.030
Channel Slope 024200 ft/ft
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 1.30 cis
•
Results
Depth 0.15 ft
Flow Area 0.7 V
Wetted Perimi 4.93 ft
Top Width 4.88 ft
Critical Depth 0.14 ft
Critical Slope 0.026149 tTlft
Velocity 2.00 ft/s
Velocity Head 0.06 ft
Specific EneN 0.21 ft
Froude Numbs 0.97
Flow Type Subcrltical
0 Project Engineer: Clark
e:l..\calcuiationMaltemate swales.fm2 Pelmon & Whitman A&E FlowMaster v7.0 [7.0005]
08/12/04 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA [phone] ' Page 1 of 1
Worksheet
Worksheet for Trapezoidal Channel
Project Description
• Worksheet 2c
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth
Input Data
Mannings Coeffic 0.030
Channel Slope 020000 ft/ft
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 1.10 cfs
Results
Depth 0.14 ft
Flow Area 0.6 ftX
Wetted Perim( 4.89 It
Top Width 4.84 ft
Critical Depth 0.13 ft
Critical Slope 0.026932 M
Velocity 1.77 ft/s
Velocity Head 0.05 ft
Specific Energ 0.19 ft
Froude Numb- 0.87
Flow Type Subcritlcal
• Project Engineer: Clark
eA.-AcalculationMaltemate swales.im2 Peirson & Whitman A&Z FlowMaster v7.0 [7.0005]
08/12/04 03:48:19 PM 0 Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 00708 USA +1.203-755-1686 , Page 1 of 1
Area 2c with 10 Year Storm
Worksheet for Trapezoidal Channel
Project Description
Worksheet 2c - 10 Year
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth
Input Data
Mannings Coeflic 0.030
Channel Slope 020000 ftHt
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 1.30 cfs
Results
Depth 0.15 ft
Flow Area 0.7 IF
Wetted Periml 4.98 ft
Top Width 4.93 ft
Critical Depth 0.14 ft
Critical Slope 0.026064 Wlt
Velocity 1.88 We
Velocity Head 0.05 ft
Specific EnerG 0.21 ft
Froude Numb, 0.89
Flow Type Subcritical
• Project Engineer: Clark
e:l.Acaiculations\akemate swales.fm2 Pelrson & Whitman A&E FlowMaster v7.0 [7.00051
08112/04 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] , Page 1 of 1
Worksheet
Worksheet for Trapdzoldal.Channel
Project Description
Worksheet 2d
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth
Input Data
Mannings Coeffic 0.030
Channel Slope 029500 fttft
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 1.30 cis
Results
Depth 0.14 ft
Flow Area 0.6 ft2
Wetted Perimi 4.87 ft
Top Width 4.83 ft
Critical Depth 0.14 ft
Critical Slope 0.026302 ftlft
Velocity 2.13 Me
Velocity Head 0.07 ft
Specific Eneq 0.21 ft
Froude Numb 1.06
Flow Type 3upercrftlcal
u
is Project Engineer: Clark
a:\ ..\calc ulationftttemate awales.fm2 Pelrson & Whitman A&E FlowMaster v7.0 [7.0005]
08/12/04 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA +1.203-755-lwe , Page 1 of 1
Area 2d with 10 Year Storm
Worksheet for Trapezoidal Channel
Project Description
•
Worksheet 2d -10 Year
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth

Input Data
Manning* Coeffic 0.030
Channel Slope 029500 ftlR
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 It
Discharge 1.60 cfs

Results
Depth 0.16 ft
Flow Area 0.7 ft2
Wetted Perim( 4.99 ft
Top Width 4.94 ft
Critical Depth 0.16 ft
Critical Slope 0.025278 ft/ft
velocity 2.29 ft/s
Velocity Head 0.08 ft
Specific Energy 0.24 ft
Froude Numb, 1.08
Flow Type Supercritical
•
• Project Engineer: Clark
e:V-Acalculations\altemate swales.fm2 Pelmon & Whitman AU FlowMaster v7.0 [7.0005]
08/12/04 03:48:10 PM 0 Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] ' Page 1 of f
Worksheet
Worksheet for Trapezoidal Channel
Project Description
• Worksheet 2e
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth
Input Data
Mannings Coeffic 0.030
Channel Slope 015400 ft/@
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 0.90 cfs
Results
Depth 0.13 It
Flow Area 0.6 ftz
Wetted Perimi 4.85 ft
Top Width 4.81 ft
Critical Depth 0.11 ft
Critical Slope 0.027969 Wit
Velocity 1.52 We
Velocity Head 0.04 ft
Specific Eneri 0.17 ft
Froude Numb, 0.76
Flow Type Subcritical
r 1
0 Project Engineer: Clark
e:\...\cadculations?akemate swales.fm2 Pelrson & Whitman A&E FlowMaster v7.0 (7,0005)
08112/04 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203.755-1606 , Page 1 of 1
Area 2e with 10 Year Storm
Worksheet for Trapezoidal Channel
Project Description
•
Worksheet 2e -10 Year
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth
Input Data
Mannings Coeffic 0.030
Channel Slope 015400 ft/ft
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 1.10 ofs

Results
Depth 0.15 ft
Flow Area 0.7 ft2
Wetted Perim( 4.96 ft
Top Width 4.91 ft
Critical Depth 0.13 ft
Critical Slope 0.026965. ft/ft
Velocity 1.63 We
Velocity Head 0.04 ft
Specific Energ 0.19 ft
Froude Numb, 0.77
Flow Type Subcritlcal
•
•
Project Engineer: Clark
a:\ .. \calculationMakemate swales.fm2 Pelrson & Whitman Add$ FlowMaster v7.0 [7.0005]
08/12104 03:48:10 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1_203-755-1666 ' Page 1 of 1
Worksheet
Worksheet for Trapezoidal Channel
Project Description
• Worksheet 3a
Flow Element Trapezoidal Cha
Method Manning's Form,
Solve For Channel Depth

Input Data
Mannings Coeffic 0.030
Channel Slope 023100 Will
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 It
Discharge 0.80 cfe
Results
Depth 0.11 It
Flow Area 0.5 ft'
Wetted Parimi 4.71 It
Top Width 4.67 ft
Critical Depth 0.10 It
Critical Slope 0.028676 Wit
Velocity 1.66 ft/s
Velocity Head 0.04 It
Specific Enerc 0.15 ft
Froude Numb, 0.91
Flow Type Subcritical
•
• Project Engineer: Clark
e:l.AcalculationaNaltemate swales.lm2 Pelrson & Whitman A&E FlowMaster v7.0 [7.0005]
08/12/04 03:48:10 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] , Page 1 of 1
Area 3a with 10 Year Storm
Worksheet for Trapezoldal Channel
Project Description
Worksheet 3s -10 Year
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth

Input Data
Mannings Coetiic 0.030
Channel Slope 023100 ft/ft
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 It
Discharge 1.00 cis
Results
Depth 0.13 ft
FIoW Area 0.6 ft2
Wetted Perlmr 4.80 ft
Top Width 4.76 ft
Critical Depth 0.12 ft
Critical Slope 0.027594 Wit
Velocity 1.79 ft/s
Velocity Head 0.05 ft
SpecNic Ener6 0.18 ft
Froude Numb. 0.92
Flow Type Subcrltlcal
F-
L-J
Project Engineer: Clark
eA-A alculations\altemate swales.fm2 Pelson & Whitman A&F, FlowMaster v7.0 [7.0005)
08112/04 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 08708 uSA [phone] , page 1 of 1
Worksheet
Worksheet for Trapezoidal Channel
Project Description
• Worksheet 3b
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth
Input Data
Mannings Coeftic 0.030
Channel Slope 038500 ft/ft
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 1.00 cfs
Results
Depth 0.11 ft
Flow Area 0.5 ft
Wetted Perimi 4.69 ft
Top Width 4.66 ft
Critical Depth 0.12 ft
Critical Slope 0.027446 ftift
Velocity 2.11 We
Velocity Head 0.07 ft
Specific Energ 0.18 ft
Froude Numb- 1.17
Flow Type Supercritical
1r
u
0
Project Engineer Clark
e:l..\caiculations\aRemate swales.im2 Peirson & Whitman A&E FlowMaster v7.0 [7.0005]
08/12/04 03:48:10 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1_203-755-1688 I Page 1 of 1
Area 3b with 10 Year Storm
Worksheet for Trapezoidal Channel
Project Description
Worksheet 3b -10 Year
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth

Input Data
Mannings CoefBc 0.030
Channel Slope 038300 Wit
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 1.30 Ms
Results
Depth 0.13 ft
Flow Area 0.6 ft2
Wetted Perim( 4.81 ft
Top Width 4.77 ft
Critical Depth 0.14 ft
Critical Slope 0.026206 ft/ft
Velocity 2.32 We
Velocity Head 0.08 ft
SpecHic Eners 0.21 ft
Froude Numb 1.19
Flow Type Supercritical

0 Project Engineer: Clark
a:\ .. \caicuiationMaitemate swaies.fm2 Peirson & Whitman A&E FlowMaster v7.0 [7.00051
08/12/04 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] ' Page 1 of 1
4a with 6 Check Dams
Worksheet for Trapezoidal Channel
Project Description
•
Worksheet
4a & Checkdami
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth
0
Input Data
Mannings CoeffBc 0.030
Channel Slope 021700 ft/ft
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 2.90 cfs

Results
Depth 0.24 ft
Flow Area 1.1 ft'
Wetted Perlrm 5.52 It
Top Width 5.45 It
Critical Depth 0.24 ft
Critical Slope 0.022514 ft/R.
Velocity 2.55 We
Velocity Head 0.10 ft
Specific Enerr. 0.34 it
Froude Numb 0.98
Flow Type Subcrltical
• Project Engineer: Clark
e:l..lcaiculationMaltemate swales.fm2 Peirson & Whitman A&E FlowMaster v7.0 [7.0005)
08112/04 03:48:18 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA +1_203-755-1886 , Page 1 of 1
Area 4a with 6 Cheakdams 10 Year Storm
Worksheet for Trapezoidal Channel
Project Description
• Worksheet 4a & Checkdams 1
Flow Element Trapezoidal Chanrx
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coel icc 0.030
Channel Slope 021700 1t/ft
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 3.80 cfs
Results
Depth 0.28 ft
Flow Area 1.4 IF
Wetted Perim 5.78 ft
Top Width 5.69 ft
Critical Depth 0.28 ft
Critical Slope 0.021558 fttft
Velocity 2.79 Nis
Velocity Head 0.12 It
Specific Eneq 0.40 It
Froude Numb 1.00
Flow Type 33upercrificai
.
• Project Engineer: Clark
a:% .. \Calculationslaltemate swales.fm2 Pelrson & Whitman A&8 FlowMaster v7.0 [7,0005]
08/12/04 03:48:19 PM 0 Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] , Page 1 of 1
Worksheet
Worksheet for Trapezoidal Channel
Project Description
. Worksheet 4b
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth
Input Data
Mannings Coeffic 0.030
Channel Slope 045000 Wit
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 1.40 cfs

Results - -
Depth 0.13 It
Flow Area 0.6 ft2
Wetted Padmt 4.81 it
Top Width 4.76 ft
Critical Depth 0.15 ft
Critical Slope 0.025824 ft/ft
Velocity 2.51 We
Velocity Head 0.10 It
Specific Eners 0.23 It
Froude Numb- 1.29
Flow Type Supercritical
?J
is Project Engineer: Clark
eA .. \calculationslaltemate awales.frn2 Pearson & Whitman A&E FlowMaster v7.0 [7.0005]
08/12104 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA [phone] ' Page 1 of 1
Area 4b with 10 Year Storm
Worksheet for Trapezoidal Channel
Project Description
Worksheet 4b -10 Year
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth
Input Data
Mannings Coeftic 0.030
Channel Slope 045000 ftM
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 1.80 cis
Results
Depth 0.15 ft
Flow Area 0.7 ft'
Wetted Perimi 4.93 ft
Top Width 4.89 ft
Critical Depth 0.18 ft
Critical Slope 0.024633 ftHt
Velocity 2.74 ft/s
Velocity Head 0.12 ft
Specific Eners 0.26 ft
Froude Numb, 1.32
Flow Type Supercritical
• Project Engineer: Clark
eA .. \caiculationMaltemate swalesAM2 Pelrson & Whitman A8E FlowMaster v7.0 [7.0005]
08/12104 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA [phone] , Page 1 of 1
5a with 5 Check Dams
Worksheet for Trapezoidal Channel
• Project Description
Worksheet
Flow Element
Method
Solve For
•
5s
Trapezoidal Cha
Manning's Form
Channel Depth
Input Data
Mannings Coef'lic 0.030
Channel Slope 018400 Nit
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 3.20 cis

Results
Depth 0.27 ft
Flow Area 1.3 V
Wetted Perimt 5.69 ft
Top Width 5.60 ft
Critical Depth 0.25 ft
Critical Slope 0.022187 ft/ft
Velocity 2.49 We
Velocity Head 0.10 ft
Specific Eners 0.36 ft
Froude Numb 0.92
Flow Type Subcritical
4 LJr-
• Project Engineer: Clark
eA..Acalculationslaftemate swales.fm2 Peirson & Whitman A&Z FlowMaster v7.0 [7.0005]
08/12/04 03:48:18 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] , Page 1 of 1
f u jr
5a 10-yr Storm with 5 Check Dams
Worksheet for Trapezoidal Channel
Project Description
• Worksheet 5a -10 year
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth
Input Data
Mannings Coefticc 0.030
Channel Slope 018400 MR
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 4.00 cis
Results
Depth 0.30 ft
Flow Area 1.5 ft2
Wetted Pedmr 5.92 ft
Top Width 5.82 ft
Critical Depth 0.29 It
Critical Slope 0.021311 ft/fi
Velocity 2.68 ft/s
Velocity Head 0.11 ft
Specific Energ 0.42 It
Froude Numb 0.93
Flow Type Subcritical
•
• Project Engineer: Clark
a:% .. \calculations\akemate swales.fm2 Peirson & Whitman A&t; FlowMaster v7.0 [7.0005]
08/12/04 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA +1_203.7553-16W ' Page 1 of 1
6b 2-Yr with 6 Check Danis
Worksheet for Trapezoidal Channel _

Worksheet 5b
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth

Input Data
Manninge Coefic 0.030
Channel Slope 025000 Nit
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 R
Discharge 3.20 cis
Results
Depth 0.24 ft
Flow Area 1.2 ft'
Wetted Perimi 5.55 It
Top Width 5.47 It
Critical Depth 0.25 it
Critical Slope 0.022207 ft/ft
Velocity 2.76 ft/s
Velocity Head 0.12 ft
Specific Eners 0.36 ft
Froude Numb- 1.06
Flow Type supercritical

• Project Engineer: Clark
eA .. k.alculations%altemate swalesAM2 Pelmon & Whitman A&E FlowMaster v7.0 (7.0005]
08/12/04 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1_203.755-1686 ' Page 1 of 1
y,-
5b 10 yr with 6 Check Dams
Worksheet for Trapezoidal Channel
•
Project Description
Worksheet 5b -10 year
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth

Input Data
Mannings Coeflic 0.030
Channel Slope 025000 fUfi
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 it
Discharge 4.00 cfs

Results
Depth 0.28 It
Flow Area 1.3 ft'
Wetted.Perime 5.76 It
Top Width 5.67 ft
Critical Depth 0.29 It
Critical Slope 0.021310 ftM
Velocity 2.97 We
Velocity Head 0.14 ft
Specific Eners 0.42 ft
Froude Numb 1.08
Flow Type Supercritical
f1
u
• Project Engineer: Clark
a:% ..%calculationsAattemate swalesAM2 Peirson & Whitman A8E FlowMaster v7.0 [7,0005]
08/12104 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203.755-1686 ' Page 1 of 1
Worksheet
Worksheet for Trapezoidal Channel
Project Description
- Worksheet 6a
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth
Input Data
Mannings Coefflc 0.030
Channel Slope 007100 ft/ft
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 2.80 cfs
Results
Depth 0.33 ft
Flow Area 1.6 ft2
Wetted Perimi 6.06 ft
Top Width 5.95 ft
Critical Depth 0.23 ft
Critical Slope 0.022670 Nit
Velocity 1.73 NO
Velocity Head 0.05 ft
Specific EnerS 0.37 ft
Froude Numbi 0.59
Flow Type Subcrftical
1r ?
u
• Project Engineer: Clark
a:\ .. \eaiculationMettemate swales.fm2 Peirson & Whitman ABt: FlowMaster v7.0 [7.0005]
08112104 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA +1.203-755-1666 , Page 1 of 1
Area Ga with 10 Year Storm
Worksheet for Trapezoidal Channel
Project Description
• Workaheet Sa -10 Year
Flow Element Trapezoidal Cha
Method Menning's Formi
Solve For Channel Depth
Input Data
Mannings CoeNic 0.030
Channel Slope 007100 ft/ft
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 3.70 cfe
Results
Depth 0.38 ft
Flow Area 2.0 V
Wetted Perim( 6.41 It
Top Width 6.28 ft
Critical Depth 0.28 It
Critical Slope 0.021645 ftHt
Velocity 1.89 NO
Velocity Head 0.06 It
Specific Eners 0.44 It
Froude Numbi 0.60
Flow Type Subcrltical
f1
u
• Project Engineer: Clark
a:\ .. \calculations\altemate swales.fm2 Pelrson & Whitman A&E FlowMaster v7.0 [7,0005]
08/12/04 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA [phone] , page 1 of 1
Worksheet
Worksheet for Trapezoidal Channel
• Protect Description
Worksheet 6b
Flow Element Trapezoidal Cha
Method Manning's Forma
Solve For Channel Depth
Input Data
Mannings Coaf is 0.030
Channel Slope 015200 1t/ft
Lett Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 it
Discharge 1.40 ofs
Results
Depth 0.18 it
Flow Area 0.8 ft'
Wetted Perlmr 5.11 it
Tap Width 5.05 it
Critical Depth 0.15 it
Critical Slope 0.025726 ft/ft
Velocity 1.77 We
Velocity Head 0.05 it
Specific Eneri 0.22 it
Froude Numb 0.79.
Flow Type Su bcrftical

• Project Engineer: Clark
e:l..\callationslaftemate swales.fm2 Pearson Whitman ASE Pro FlowMaster v7.0 [7.0005]
08/12/04 03:48:10 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] , Page 1 of 1
Area 6b with 10 Year Storm
Worksheet for Trapezoidal Channel -
Project Description
• Worksheet 6b -10 Year
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth
Input Data
Mannings Coeffic 0.030
Channel Slope 015200 ft/lt
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 It
Discharge 1.80 cfs

Results
Depth 0.20 It
Flow Area 0.9 ft2
Wetted Perimi 5.28 It
Top WAdth 5.22 It
Critical Depth 0.18 It
Critical Slope 0.024522 ftM
Velocity 1.93 ft/s
Velocity Head 0.06 It
Specific Eners 0.26 ft
Froude Numb- 0.80
Flow Type Subcritical

0 Project Engineer: Clark
eA .. lcaicuiations\altemate swaies.fm2 Pelrson & Whitman A8E FlowMaster v7.0 [7.0005]
08/12/04 03:48:19 PM 0 Haested Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1_203-755-1666 ' Page 1 of 1
Worksheet
Worksheet for Trapezoidal Channel
Project Description
WWorksheet 7a
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth
Input Data
Mannings Coeffic 0.030
Channel Slope 021700 ftM
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 2,00 cfs
Results
Depth 0.19 ft
Flow Area 0.9 ft'
Wetted Perimi 5.23 ft
Top Width 5.17 ft
Critical Depth 0.19 It
Critical Slope 0.024146 ft/ft
Velocity 2.24 We
Velocity Head 0.08 ft
Specific Eners 0.27 It
Froude Numb, 0.95
Flow Type Subcrftical

• Project Engineer: Clark
e:\,..lcalcylationslaltemate swales.fm2 Pelson & Whitman A&K FlowMaster v7.0 [7.0005)
08/12/04 03:48:19 PM 0 Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Area 7a with 10 Year Storm
Worksheet for Trapezoidal Channel
Project Description
•
Worksheet 79 -10 Year
Flow Element Trapezoidal Cha
Method Manning's Forma
Solve For Channel Depth

Input Data
Mannings Coeffic 0.030
Channel Slope 021700 ft/ft
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 2.50 cfs

Results
Depth 0.22 ft
Flow Area 1.0 ft2
Wetted Perimr 5.40 ft
Top Width 5.33 ft
Critical Depth 0.22. ft
Critical Slope 0.023156 ft/ft
Velocity 2.42 We
Velocity Head 0.09 ft
Speeft Eners 0.31 It
Froude Numbi 0.97
Flow Type Subcritical
•
is Project Engineer: Clark
e:l..lcalculations%altemate swales.fm2 Pearson & Whitman A&E FlowMaster v7.0 [7.0005)
08/12104 103:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Worksheet
Worksheet for Trapezoidal Channel
Project Description
Worksheet 7b
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth
Input Data
Mannings Coeffic 0.030
Channel Slope 021800 ftAt
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 It
Discharge 0.70 cfs

Results
Depth 0.10 ft
Flow Area 0.5 IF
Wetted Perim( 4.66 ft
Top Width 4,63 ft
Critical Depth 0.10 ft
Critical Slope 0.029429 ft/ft
Velocity 1.55 ftfs
Velocity Head 0.04 ft
Specific Eneri 0.14 ft
Froude Numb, 0.87
Flow Type Subcritical
r ?1
?J
• Project Engineer: Clark
e:1...lcalculationMaltemate swales.fm2 Peirson & Whitman A&E FlowMaster v7.0 [7,00051
08/12104 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] , Page 1 of i
Area 7b with 10 Year Storm
Worksheet for Trapezoidal Channel
Project Description
.
Worksheet 7b -10 Year
Flow Element Trapezoidal Cha
Method Manning's Forms
Solve For Channel Depth
Input Data
Mannings Coefi9c 0.030
Channel Slope 021800 ft/ft
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 0.90 cfe

Results
Depth 0.12 ft
Flow Area 0.5 fP
Wetted Perims 4.77 ft
Top Width 4.73 ft
Critical Depth 0.11 ft
Critical Slope 0.027985 ft/lt
Velocity 1.70 ft/s
Velocity Head 0.04 ft
Specific Energ 0.17 ft
Froude Numbs 0.89
Flow Type Subcritical
•
• Project Engineer: Clark
e:?..lcalals3dionslaltemate swales.fm2 Peiraon & Whitman AbE Pro FlowMaster v7.0 [7.0005]
08/12/04 03:48:19 PM 0 Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA [phone] , Page 1 of 1
Area 8 with 7 Check Dams
Worksheet for Trapezoidal Channel
Project Description

• Worksheet 8
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth

Input Data
Mannings Coeftfc 0.030
Channel Slope 021700 1t/R
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 2.70 c1s
Results
Depth 0.23 ft
Flow Area 1.1 ft2
Wetted Perimi 5.46 ft
Top Width 5.39 ft
Critical Depth 0.23 ft
Critical Slope 0.022821 Nit
velocity 2.49 We
Velocity Head 0.10 ft
Specific Energy 0.33 ft
Froude Numb 0.98
Flow Type Subcritical
r
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• Project Engineer: Clark
e:l.Acalculationslaltemate swales.fm2 Pelson & Whitman A&E FlowMaster v7.0 [7.0005]
06/12/04 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 00708 USA +1.203-755-1666 ' Page 1 of 1
Area 810-Yr Storm with 7 Check Dams
Worksheet for Trapezoidal Channel
Project Description
•
Worksheet 8 -10 year
Flow Element Trapezoidal Cha
Method Manning's Forms
Solve For Channel Depth
Input Data
Mannings Coeffic 0.030
Channel Slope 021700 ft/R
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 3.50 oft
Results
Depth 0.27 ft
Flow Area 1.3 V
Wetted Pedmq 5.70 ft
Top Wdth 5.61 ft
Critical Depth 0.27 ft
Critical Slope 0.021882 ft/ft
Velocity 2.71 ft/9
Velocity Head 0.11 It
Specific Energ 0.38 ft
Froude Numbi 1.00
Flow Type Subcrltical
r
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• Project Engineer: Clark
eA.AcalculationMaltemate awales.fm2 Pelson & Whitman ABt: FlowMaster v7.0 [7.0005]
08/12/04 03:48:18 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203.755-1686 ' Page 1 of 1
Area 9 with 2 Year Storm
Worksheet for Trapezoldal Channel
Project Description
• Worksheet 9
Flow Element Trapezoidal Cha
Method Manning% Formi
Solve For Channel Depth
Input Data
Mannings Coeff'ic 0.030
Channel Slope 0388W Nit
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 4.70 ofs
Results -
Depth 0.27 ft
Flow Area 1.3 ft'
Wetted Perimi 5.70 ft
Top Width 5.62 ft
Critical Depth 0.32 ft
Critical Slope 0.020789 Nit
Velocity 3.63 ft/s
Velocity Head 0.20 It
Spechic Energ 0.47 ft
Froude Numb- 1.33
Flow Type Supercritical
r
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•
e:V..lcalculationalaltemate swales.im2 Project Engineer: Clark
P9lraon & Whitman ASE FlowMaster v7.0 [7.0005]
08/12/04 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] , Page 1 of 1
Worksheet
Worksheet for Trapezoidal Channel
Project Description
• Worksheet 9 -10 year
Flow Element Trapezoidal Cha
Method Manning's Form)
Solve For Channel Depth

Input Data
Mannings Coeffic 0.030
Channel Slope 038800 Wit
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 6.00 cfe

Results
Depth 0.31 ft
Flow Area 1.5 ft2
Wetted Perimi 5.96 It
Top Width 5.86 ft
Critical Depth 0.37 ft
Critical Slope 0.019999 M
Velocity 93.1.
Velocity Head 0.24 It
Specific Energ 0.55 ft
Froude Numb, 1.36
Flow Type Supercritical

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0 Project Engineer: Clark
a:\ .. \calculations\altemate swales.IM2 Peirson & Whitman AU FlowMaster v7.0 [7.00051
08/12/04 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1_203-755-1866 , Page 1 of 1
Area 10 with 2 Year Storm
Worksheet for Trapezoidal Channel
L
Project Description
Worksheet 10
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth

Input Data
Mannings Coeffic 0.030
Channel Slope 0366W Wit
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 2.70 cfe
Results
Depth 0.20 ft
Flow Area 0.9 ft2
Wetted Perlmi 5.26 ft
Top Width 5.19 ft
Critical Depth 0.23 ft
Critical Slope
Velocity 0.022899 fttft
95 ft/
2
?'? a`
?Q C (
j
Velocity Head .
s _
0
14 It „. ,
.
Specific Energ 0.33 ft
Froude Numb. 1.24
/ ? ?
,I ? , , a••w ^? .
Flow Type 3-upercritical !,*e r ,
•
• Project Engineer: Clark
eA .. NcalculationsNaltemate swales.im2 Pelrson & Whitman A8E FlowMaster v7.0 [7,0005]
08/12104 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA +1.203-755-1886 , Page 1 of 1
Worksheet
Worksheet for Trapezoidal Channel
Project Description
Worksheet 10 -10 year
Flow Element Trapezoidal Cha
Method Manning's Forma
Solve For Channel Depth
Input Data
Mannings Coeffic 0.030
Channel Slope 036600 Wit
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 3.40 cfs
Results
Depth 0.23 It
Flow Area 1.1 fF
Wetted Perlmi 5.44 ft
Top Width 5.36 ft
Critical Depth 0.26 It
Critical Slope 0.021985 ft/ft
Velocity _3.20 ft/s __
Velocity Head 0.16 It
Specific EnerS 0.39 ft
Froude Numb, 1.26
Flow Type supercritical
•
• Project Engineer: Clark
e:1.. AcalculationMaltemate swales.fm2 Pelrson & Whitman A8E FlowMaster v7.0 [7.0005)
08/12/04 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] ' Page 1 of 1
Worksheet
Worksheet for Trapezoidal Channel
Project Description
Worksheet 11 a
Flow Element Trapezoidal Cha
Method Manning's Forme
Solve For Channel Depth
Input Data
Mannings Coeffic 0.030
Channel Slope 008100 ft/ft
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4,00 It
Discharge 1.00 oft
Result
Depth 0.17 It
Flow Area 0.8 ft'
Wetted Perim( 5.09 It
Top Width 5.04 ft
Critical Depth 0.12 It
Critical Slope 0.027361 ft/ft
Velocity 1.28 ft/s
Velocity Head 0.03 ft
Specific Enerf 0.20 ft
Froude Numbs 0.57
Flow Type 5ubcrltical
•
• Project Engineer: Clark
e:\..AcalculationMaftemate swales.fm2 Peirson 8 Whitman A&E FlowMaster v7.0 [7,0005]
08/12104 03:48:19 PM 0 Haestd Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA [phone] , Page 1 of 1
Area 11a with 10 Year Storm
Worksheet for Trapezoidal Channel
Project Description
•
Worksheet 11a - 10Year
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth

Input Data
Mannings Coeffic 0.030
Channel Slope 008100 ft/ft
Lett Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 1.30 of*
Results
Depth 0.20 It
Flow Area 0.9 ft2
Wetted Perimr 5.27 It
Top Width 5.21 It
Critical Depth 0.14 ft
Critical Slope 0.028228 ft/ft
Velocity 1.40 We
Velocity Head 0.03 1t
Specific Energy 0.23 It
Froude Numb, 0.58
• Flow Type Subcritical
• Project Engineer: Clark
eA.AcalculationMaltemate swales.fm2 Pelson & Whitman A&E FlowMaster v7.0 [7.0005]
08/12/04 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1_203-756-1666 ' Page 1 of 1
Worksheet
Worksheet for Trapezoidal Channel
Project Description
Worksheet 11b
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth
Input Data
Mannings Coefflc 0.030
Channel Slope 008900 ft/ft
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 0.70 cis
Results
Depth 0.14 ft
Flow Area 0.6 fY
Wetted Perim( 4.86 ft
Top Width 4.82 ft
Critical Depth 0.10 ft
Critical Slope 0.029390 ft/ft
Velocity 1.16 We
Velocity Head 0.02 ft
Specific Enerf 0.16 ft
Froude Numbi 0.58
Flow Type Subcrltical
.
• Project Engineer: Clark
a:\ .. lcalculationstaltemste swales.fm2 Pelrson & Whitman A&K FlowMaster v7.0 [7.0005]
08/12104 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] , Page 1 of 1
Area 11b -10 Year Storm
Worksheet for Trapezoidal Channel
Project Description
• Worksheet 11b - 10 Year
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth

Input Data
Mannings Coeffic 0.030
Channel Slope 008900 ft/fi
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 0.90 cis
Results
Depth 0.16 ft
Flow Area 0.7 ft2
Wetted Perimi 5.00 ft
Top Width 4.95 ft
Critical Depth 0.11 ft
Critical Slope 0.028280 tt/ft
Velocity 1.27 We
Velocity Head 0.03 ft
Specific Eneq 0.18 ft
Froude Numb 0.59
Flow Type Subcritkeal
r
?J
• Project Engineer: Clark
eA.AealculationaNaltemate swalea.im2 Peirson & Whitman ABLE FlowMaster v7.0 [7.0005)
08/12104 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] , Page 1 of 1
Total Area II with 2 Year Storm
Worksheet for Trapezoidal Channel
Project Description
• Worksheet 11 Total2yr
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth
Input Data
Mannings Coeffic 0.030
Channel Slope 032100 ftt t
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 2.10 cfs
Results
Depth 0.18 ft
Flow Area 0.8 ft2
Wetted Perim( 5.13 it
Top Width 5.07 ft
Critical Depth 0.19 ft
Critical Slope 0.023892 Rift
Velocity 2.59 ft/s
Velocity Head 0.10 It
Specific Energy 0.28 ft
Froude Numb 1.14
Flow Type ?upercrltical
lr
u
• Project Engineer: Clark
a:\ .. \calculations\altemate swal@sAM2 Pelson & Whitman A&r; FlowMaster v7.0 [7.0005]
08/12/04 03:48:19 PM 0 Haested Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1.203-755-1666 , page 1 of 1
Total Area II with 10 Year Storm
Worksheet for Trapezoidal Channel
Project Description
• Worksheet 11 Total 10 Yr
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth

Input Data
Mannings Coeffic 0.030
Channel Slope 032100 ft/R
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 2.60 cfs
Results
Depth 0.20 It
Flow Area 0.9 IF
Wetted Perimi 5.28 ft
Top Width 5.21 ft
Critical Depth 0.22 ft
Critical Slope 0.022965 ft/ft
Velocity 2.79 We
Velocity Head 0.12 ft
Specific EnerS 0.32 It
Froude Numb 1.16
Flow Type Supercritical
u
0
Project Engineer. Clark
e:l.Acalculations\attemate swales.fm2 P®Irson & Whitman Add; FlowMaster v7.0 [7,0005]
08/12/04 03:48.19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] , Page 1 of 1
Worksheet R
Worksheet for Trapezoidal Channel r ?-
Project Description
Wgrksheet Huntstone 121,
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth

Input Data
Mannings Coeffic 0.030
Channel Slope 042100 tVR
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 1.40 c%
Results
Depth 0.13 ft
Flow Area 0.6 ft2
Wetted Perim 4.82 ft
Top Width 4.78 ft
Critical Depth 0.15 ft
Critical Slope 0.025833. ffM
Velocity 2.45 ftfs
Velocity Head 0.09 ft
Specific Energy 0.22 ft
Froude Numbs 1.25
Flow Type 3upercritloal
lr
u
• Project Engineer: Clark
eA .. lcalculations\altemate awales.fm2 Pelrson & Whitman A8E FlowMaster v7.0 (7.0005]
08/12104 03:48:10 PM 0 Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA +1_203.755-1866 ' Page 1 of 1
Area 12 with 10 Year Storm
Worksheet for Trapezoidal Channel
Project Description
•
Worksheet 12 -10 Year
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth
Input Data
Manninge Coeffncc 0.030
Channel Slope 042100 ft/ ft
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 1.70 cfs
Results
Depth 0.15 ft
Flow Area 0.6 ft'
Wetted Perim( 4.92 ft
Top Width 4.87 ft
Critical Depth 0.17 ft
Critical Slope 0.024905 Nit
Velocity 2.63 We
Velocity Head 0.11 ft
Specific Energy 0.25 ft
Froude Numbi 1.27
Flow Type Wpercrltksal
•
0 Project Engineer: Clark
e:l.Acalculationstaltemate swales.fm2 Peirson & Whitman AU FlowMaster v7.0 [7.0005)
08/12104 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] , Page 1 of 1
Waterfall with b Check Dams 2 Yr. Storm
Worksheet for Trapezoidal Channel
• Project Description
Worksheet Waterfall 13
Flow Element Trapezoidal Cha
Method Manning's Forma
Solve For Channel Depth
Input Data
Mannings Coelttc 0.030
Channel Slope 042900 ft/ft
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 2.00 cfs
Results
Depth 0.16 ft
Flow Area 0.7 ft'
Wetted Perimr 5.01 ft
Top Width 4.96 ft
Critical Depth 0.19 ft
Critical Slope 0.024163 ft/ft
velocity 2.80 We
Velocity Head 0.12 ft
Specific Eneq 0.28 ft
Froude Numb, 1.30
Flow Type 3upercritlcal
•
Project Engineer: Clark
e:l..lcalculationslaftemate swales.fm2 Pelmon 8 Whitman Add: FlowMaster v7.0 [7.0005)
08/12/04 03:48:19 PM 0 Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA +1 _203.755-1668 ' Page 1 of 1
Waterfall with 5 Check Dams 10-Yr Storm
Worksheet for Trapezoidal Channel
Project Description
•
Worksheet Waterfafi -10 ye, 0
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth
Input Data
Mannings Coeftic 0.030
Channel Slope 042900 Will
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 It
Discharge 2.50 cis

Results
Depth 0.18 ft
Flow Area 0.8 ft2
Wetted Perime 5.15 ft
Top Width 5.09 It
Critical Depth 0.22 It
Critical Slope 0.023201 Wit
Velocity 3.03 We
Velocity Head 0.14 ft
Specific Eners 0.32 ft
Froude Numb 1.33
• Flow Type supercritical
• Project Engineer: Clark
e:l.Acalc ilationstaltemate swales.fm2 Pelson & Whitman A&Z FlowMaster v7.0 [7.0005)
08/12104 03:48:19 PM 0 Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1_203-755-1888 ' Page 1 of 1
Worksheet
Worksheet for Trapezoidal Channel
Project Description
is Worksheet Springwater
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth
Input Data
Mannings Coeffic 0.030
Channel Slope 070000 It/ft
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 It
Discharge 1.40 cis
Results
Depth 0.11 It
Flow Area 0.5 ft2
Wetted Perimi 4.71 it
Top Width 4.67 it
Critical Depth 0.15 it
Critical Slope 0.025833 .ft/ft
Velocity 2.89 ft/s
Velocity Head 0.13 ft
Specific Enerf 0.24 It
Froude Numb, 1.58
Flow Type Supercritical
r
J
• Project Engineer: Clark
eA.Acalculations\altemate swales.fm2 Peirson & Whitman A&K FlowMaster v7.0 [7.00051
08/12104 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1_203.755-1688 ' Page 1 of 1
Worksheet
Worksheet for Trapezoidal Channel
• Protect Description
Worksheet
Springwater -10 y
Flow Element Trapezoidal Chani
Method Manning's Formul.
Solve For Channel Depth
Input Data
Mannings Coeftic 0.030
Channel Slope 070000 Wit
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 1.80 cis
Results
Depth 0.13 ft
Flow Area 0.6 fF
Wetted Perimi 4.82 ft
Top Width 4.78 ft
Critical Depth 0.18 ft
Critical Slope 0.024614 Wit
Velocity 3.16 We
Velocity Head OT6 w -
SpecHic EnerS 0.28 ft
Froude Numb, 1.61
Flow Type 33 upercrttical

• Project Engineer: Clark
e:\...\calculations\altemate sweles.fm2 Peirson & Whitman ASt: FlowMaster v7.0 [7.0005]
08/12/04 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 00708 USA [phone] , Page 1 of 1
Area 15 with 2 Year Storm
Worksheet for Trapezoidal Channel
• Project Description
Worksheet 16
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth
Input Data
Mannings CoefYlc 0.030
Channel Slope 036400 ft/ ft
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 1.30 cis
Results
Depth 0.13 ft
Flow Area 0.6 1N
Wetted Perimr 4.82 ft
Top Width 4.78 ft
Critical Depth 0.14 ft
Critical Slope 0.026101 ft/ft
Velocity 2.28 ft/a
Velocity Head 0.08 ft
Specific Eners 0.21 ft
Froude Numb, 1.16
• Flow Type iupercrtdcal
• Project Engineer: Clark
eA ..\calc ilationMakemate swa1es.fm2 Pelrson & Whitman A&E FlowMaster v7.0 [7.0005]
08/12/04 03:48:19 PM ®Haested Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA +1_203..756-1866 , Page 1 of 1
Area 15 with 10 Year Storm
Worksheet for Trapezoidal Channel
Project Description
•
Worksheet 15- IOYear
Flow Element Trapezoidal Cha
Method Manning's Forme
Solve For Channel Depth
Input Data
Mannings Coeffic 0,030
Channel Slope 036400 ftdt
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 1.70 cis
Results
Depth 0.15 ft
Flow Area 0.7 ft 2
Wetted Perim( 4.96 ft
Top Width 4.91 ft
Critical Depth 0.17 ft
Critical Slope 0.024787 ft1 t
velocity 2.51 We
Velocity Head 0.10 ft
Specific Energy 0.25 ft
Froude Numb 1.19
• Flow Type Supercritical
• Project Engineer: Clark
a:\ ..\calculations\altemate swales.fm2 Peirson & Whitman A&E FlowMaster v7.0 [7.0005]
08/12104 03:48:19 PM 0 Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA [phone] , Page 1 of 1
Area 16 with 5 Checkdams 2 Year Storm
Worksheet for Trapezoidal Channel
Project Description
•
Worksheet 16
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth
Input Data
Mannings Coeffic 0.030
Channel Slope 008200 tuft
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 6.10 cis
Results
Depth 0.48 ft
Flow Area 2.6 fI2
Wetted Perimf 7.05 It
Top Width 6.89 ft
Critical Depth 0.38 it
Critical Slope 0.019899 fv t
Velocity 2.32 ft/s
Velocity Head 0.08 ft
Specific EnerC 0.57 ft
Froude Numb, 0.86
• Flow Type Subcrftical
• Project Engineer: Clark
a:\ .. \calculations\aftemate swales.fm2 Peirson & Whitman A&E FlowMaster v7.0 [7.0005]
08/12/04 03:48:19 PM 0 Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA +1-203.755-1688 , Page 1 of 1
Area 16 with 5 Check dams 10 Year Storm
Worksheet for Trapezoidal Channel
• Project Description
Worksheet 16- 10 year
Flow Element Trapezoidal Cha
Method Manning's Form
Solve For Channel Depth
Input Data
Mannings Coeflic 0.030
Channel Slope 008200 ft/H
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 7.70 cfs
Results
Depth 0.55 ft
Flow Area 3.1 ft2
Wetted Perimi 7.46 ft
Top Width 7.29 ft
Critical Depth 0.43 ft
Critical Slope 0.019171 ltftt
velocity 2.49 ft/s
Velocity Head 0.10 ft
Specific Energy 0.64 ft
Froude Numbs 0.87
• Flow Type Subcrkical
• Project Engineer: Clark
ea..\calculations\akemate swalesSm2 Pelson & Whitman AU FlowMaster v7.0 [7,00051
08/12/04 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203.755-1666 ' Page 1 of 1
Area 17 with 2 year Storm
Worksheet for Trapezoidal Channel
• Project Description
worksheet
17
Flow Element Trapezoidal Cha
Method Manning's Forma
Solve For Channel Depth
Input Data
Mannings Coeftic 0.030
Channel Slope 018200 Wit
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 1.70 cis
Results
Depth 0.18 ft
Flow Area 0.8 V
Wetted Perimi 5.18 ft
Top Width 5.12 ft
Critical Depth 0.17 ft
Critical Slope 0.024811 ft/ft
velocity 2.00 We
Velocity Head 0.06 ft
Speciftc Energ 0.25 ft
Froude Numb 0.87
Flow Type Subcrftical
•
• Project Engineer: Clark
w".Acalculation"Itemate swales.fm2 Peirson & Whitman A&E FlowMaster v7.0 [7.0005]
08/12104 03:48:10 PM 0 HaeMad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] , Page 1 of 1
Area 17 with 10 Year Storm
Worksheet for Trapezoidal Channel
• Project Description
Worksheet 17 -10 Year
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth
Input Data
Mannings Coeffic 0.030
Channel Slope 018200 ftRt
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 It
Discharge 2.10 cfe
Results
Depth 0.21 ft
Flow Area 1.0 ft'
Wetted Perimi 5.33 ft
Top Width 5.26 ft
Critical Depth 0.19 ft
Critical Slope 0.024044 lt/R
Velocity 2.15 ft/s
Velocity Head 0.07 ft
Specific Energy 0.28 ft
Froude Numb 0.88
• Flow Type Subcritical
• Project Engineer: Clark
eA-ACalculationMaftemete swales.im2 Peirson & Whitman ASE FlowMaster v7.0 [7.0005]
08/12104 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] , Page 1 of 1
Area 18 with 2 Year Storm
Worksheet for Trapezoidal Channel
• Project Description
Worksheet 18
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth
Input Data
Mannings Coeftic 0.030
Channel Slope 0286W ft/R
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Discharge 0.90 cis
Results
Depth 0.11 ft
Flow Area 0.5 ft'
Wetted Perimt 4.71 ft
Top Width 4.67 ft
Critical Depth 0.11 It
Critical Slope 0.028114 ftM
Velocity 1.85 ft/s
Velocity Head 0.05 It
Specific Eners 0.17 ft
Froude Numb, 1.01
is Flow Type Supercritical
•
Project Engineer: Clark
WL-Acalculatlons\altemate swales.fm2 Pearson & Whitman A&R FlowMaster v7.0 [7.0005]
08/12104 03:48:19 PM 0 Hassled Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA +1.203.755-1686 I Page 1 of 1
Area 18 with 10 Year Storm
Worksheet for Trapezoidal Channel

Project Description
Worksheet 18 -10 Year
Flow Element Trapezoidal Cha
Method Manning's Formi
Solve For Channel Depth

Input Data
Manninge Coeflic 0.030
Channel Slope 028600 ftM
Left Side Slope 3.00 H : V
Right Side Slope 3.00 H : V
Bottom Width 4.00 ft
Ofac barge 1.10 cis
Results
Depth 0.13 ft
Flow Area 0.6 ft2
Wetted Perim) 4.80 ft
Top Width 4.76 ft
C ItIcel Depth 0.13 ft
Critical Slope 0.027038 ft/ft
Velocity 1.99 ft/s
Velocity Head 0.06 ft
Specific Eners 0.19 ft
Froude Numbi 1.03
Flow Type 3upercriNcal
• Project Engineer. Clark
e:1.Acalculations\altemate swales.fm2 Pelrson 81Nhitman ASE FlowMaster v7.0 [7.0005]
08/12/04 03:48:19 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA [phone] Page 1 of 1
• DWQ Project No. 02-1683
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
PROJECT INFORMATION (please complete the following information):
Project Name: Huntstone Subdivision
Contact Person; Eddie Ferguson Phone Number: ( 252 ) 438-2097
Level Spreader ID: Pocket Wetland 1, Waterfall Rd
Level Spreader Length 10 ft. (perpendicular to flow)
Drainage Area 10.63 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 2.02 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope 2 % (6% for forested, leaf littler cover, 8% for thick ground cover)*
grass
Max. Discharge from a 10 Year Storm .09 cfs
Max. Discharge to Level Spreader .09 cfs
Filter Strip/Buffer Vegetation forested (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method
II. 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 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
„ QL Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
(?C,? litter.
Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
0
• DWQ Project No. 02-1683
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
III. PROJECT INFORMATION (please complete the following information):
Project Name: Huntstone Subdivision
Contact Person; Eddie Ferguson Phone Number: ( 252 ) 438-2097
Level Spreader ID: Pocket Wetland 2, Boulder Rd
Level Spreader Length 10 ft. (perpendicular to flow)
Drainage Area 9.19 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 1.75 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope % (6% for forested, leaf littler cover, 8% for thick ground cover)'
grass
Max. Discharge from a 10 Year Storm 0.11 cfs
Max. Discharge to Level Spreader 0.11 cfs
Filter Strip/Buffer Vegetation forested (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method
IV. 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 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
?/L Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
e litter.
Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers"
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
0
• DWQ Project No. 02-1683
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
V. PROJECT INFORMATION (please complete the following information):
Project Name: Huntstone Subdivision
Contact Person; Eddie Ferguson Phone Number: ( 252 ) 438-2097
Level Spreader ID: Pocket Wetland 3, E. Waycliff Rd.
Level Spreader Length 10 ft. (perpendicular to flow)
Drainage Area 3.54 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 0.673 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope % (6% for forested, leaf littler cover, 8% for thick ground cover)*
grass
Max. Discharge from a 10 Year Storm 0.13 cfs
Max. Discharge to Level Spreader 0.13 cfs
Filter Strip/Buffer Vegetation
F (thick ground cover or grass, canopied forest with leaf litter
6etCS7 ea groundcover)
Pre-treatment or Bypass Method
VI. 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 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
„/L Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
e litter.
Pre-Form Scour Holes are on flat slopes only
00 No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
0
• DWQ Project No. 02-1683
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
VII. PROJECT INFORMATION (please complete the following information):
Project Name: Huntstone Subdivision
Contact Person; Eddie Ferguson Phone Number: ( 252 ) 438-2097
Level Spreader ID: 4, Springwater/W. Waycliff
Level Spreader Length 69 ft. (perpendicular to flow)
Drainage Area 2.154 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 0.41 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope % (6% for forested, leaf littler cover, 8% for thick ground cover)"
grass
Max. Discharge from a 10 Year Storm 5.3 cfs
Max. Discharge to Level Spreader cfs
Filter Strip/Buffer Vegetation Grass (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method
VIII. 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 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
Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers'
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
0
• DWQ Project No. 02-1683
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
IX. PROJECT INFORMATION (please complete the following information):
Project Name: Huntstone Subdivision
Contact Person; Eddie Ferguson Phone Number: ( 252 ) 438-2097
Level Spreader ID: 5, W. Boulder/W. Waycliff
Level Spreader Length 104 ft. (perpendicular to flow)
Drainage Area 2.77 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 0.526 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope 8 % (6% for forested, leaf littler cover, 8% for thick ground cover)*
grass
Max. Discharge from a 10 Year Storm 8 cfs
Max. Discharge to Level Spreader cfs
Filter Strip/Buffer Vegetation Grass (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method
X. 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 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
Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
0
• DWQ Project No, 02-1683
DIVISION OF WATER QUALITY • LEVEL SPREADER WORKSHEET
XI. PROJECT INFORMATION (please complete the following information):
Project Name:
Contact Person;
Level Spreader ID:
Huntstone Subdivision
Eddie Ferguson Phone Number: ( 252 ) 438-2097
6. Boulder/Waterfall Intersection
Level Spreader Length 73 ft. (perpendicular to flow)
Drainage Area 2.15 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 0.41 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope 8 % (6% for forested, leaf littler cover, 8% for thick ground cover)*
grass
Max, Discharge from a 10 Year Storm 5.6 cfs
Max. Discharge to Level Spreader cfs
Filter Strip/Buffer Vegetation Grass (thick ground cover or grass, canopied. forest with leaf litter
groundcover)
Pre-treatment or Bypass Method
XII. 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 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
Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
0
DWO Project No. 02-1683
is DIVISION OF WATER QUALITY • LEVEL SPREADER WORKSHEET
XIII. PROJECT INFORMATION (please complete the following information):
Project Name: Huntstone Subdivision
Contact Person; Eddie Ferguson Phone Number: ( 252 ) 438-2097
Level Spreader ID: 7, Sandstone/Waterfall Rd.
Level Spreader Length 42 ft. (perpendicular to flow)
Drainage Area 1.15 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 0.219 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope % (6% for forested, leaf littler cover, 8% for thick ground cover)'
grass
Max. Discharge from a 10 Year Storm 3.2 cfs
Max. Discharge to Level Spreader cfs
Filter Strip/Buffer Vegetation Grass (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method
XIV. 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 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
/L Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
_ Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers'
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair,
The operation and maintenance agreement signed and notarized by the responsible party is provided.
Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.

DWQ Project No. 02-1
• DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
XV. PROJECT INFORMATION (please complete the following information):
Project Name: Huntstone Subdivision
Contact Person; Eddie Ferguson Phone Number: ( 252 ) 438-2097
Level Spreader ID: 8, E. Waycliff
Level Spreader Length 46 ft. (perpendicular to flow)
Drainage Area 1.43 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 0.429 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope % (6% for forested, leaf littler cover, 8% for thick ground cover)*
grass
Max. Discharge from a 10 Year Storm 3.5 cfs
Max. Discharge to Level Spreader cfs
Filter Strip/Buffer Vegetation Grass (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method
XVI. 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 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
Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
(?!A litter.
Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
0
• DWO Project No. 02-1683
DIVISION OF WATER QUALITY- LEVEL SPREADER WORKSHEET
XVII. PROJECT INFORMATION (please complete the following information):
Project Name : Huntstone Subdivision
Contact Person; Eddie Ferguson Phone Number: ( 252 ) 438-2097
Level Spreader ID: 9, W. Waycliff E.
Level Spreader Length 79 ft. (perpendicular to flow)
Drainage Area 2.19 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 0.657 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope % (6% for forested, leaf littler cover, 8% for thick ground cover)*
grass 8
Max. Discharge from a 10 Year Storm 6 cfs
Max. Discharge to Level Spreader cfs
Filter Strip/Buffer Vegetation Grass (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method
XVIII. 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 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
Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.

DWQ Project No. 02-1683
• DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
XIX. PROJECT INFORMATION (please complete the following information):
Project Name:
Contact Person;
Level Spreader ID:
Huntstone Subdivision
Eddie Ferguson Phone Number: ( 252 ) 438-2097
10, W, Waycliff W.
Level Spreader Length 45
Drainage Area 1.08
Impervious Area 0.54
Maximum Filter Strip/Buffer Slope
grass IV
Max. Discharge from a 10 Year Storm 3.4
Max. Discharge to Level Spreader
Filter Strip/Buffer Vegetation
Pre-treatment or Bypass Method
XX. REQUIRED ITEMS CHECKLIST
ft. (perpendicular to flow)
ac. (on-site and off-site drainage to the level spreader)
ac. (on-site and off-site drainage to the level spreader)
% (6% for forested, leaf littler cover, 8% for thick ground cover)'
cfs
cfs
(thick ground cover or grass, canopied forest with leaf litter
groundcover)
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 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
n/fL Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers'
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
" Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
0
DWQ Project No. 02-1683
is DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
XXI. PROJECT INFORMATION (please complete the following information):
Project Name: Huntstone Subdivision
Contact Person; Eddie Ferguson
Level Spreader ID: 11,
Level Spreader Length
Drainage Area
Impervious Area
Maximum Filter Strip/Buffer Slope
grass
Max. Discharge from a 10 Year Storm
Max. Discharge to Level Spreader
Filter Strip/Buffer Vegetation
Pre-treatment or Bypass Method
XXII. REQUIRED ITEMS CHECKLIST
34 ft.
0.73 ac.
0.27 ac.
8 %
2.6 cfs
cfs
Phone Number: ( 252 ) 438-2097
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6% for forested, leaf littler cover, 8% for thick ground cover)*
(thick ground cover or grass, canopied forest with leaf litter
groundcover)
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 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
,r Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
0
DWQ Project No. 02-1683
• DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
XXIII. PROJECT INFORMATION (please complete the following information):
Project Name: Huntstone Subdivision
Contact Person; Eddie Ferguson Phone Number: ( 252 ) 438-2097
Level Spreader ID: 12, Huntstone Ct.
Level Spreader Length 22 ft. (perpendicular to flow)
Drainage Area 0.52 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 0.22 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope 3 % (6% for forested, leaf littler cover, 8% for thick ground cover)*
grass
Max. Discharge from a 10 Year Storm 1.7 cfs
Max. Discharge to Level Spreader cfs
Filter Strip/Buffer Vegetation Grass (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method
XXIV. 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 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
ni Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
?J
• DWO Project No. 02-1683
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
XXV, PROJECT INFORMATION (please complete the following information):
Project Name: Huntstone Subdivision
Contact Person; Eddie Ferguson Phone Number: ( 252 ) 438-2097
Level Spreader ID: 13,
Level Spreader Length 33 ft. (perpendicular to flow)
Drainage Area 0.67 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 0.30 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope % (6% for forested, leaf littler cover, 8% for thick ground cover)*
grass z
Max. Discharge from a 10 Year Storm 2.5 cfs
Max. Discharge to Level Spreader cfs
Filter Strip/Buffer Vegetation Grass (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method
XXVI. 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 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
/fi Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
(,G/ litter.
Pre-Form Scour Holes are on flat slopes only
, 01 No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair,
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area,
•
• DWO Project No. 02-1683
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
XXVII. PROJECT INFORMATION (please complete the following information):
Project Name: Huntstone Subdivision
Contact Person; Eddie Ferguson Phone Number: ( 252 ) 438-2097
Level Spreader ID: 14, Springwater
Level Spreader Length 23 ft. (perpendicular to flow)
Drainage Area 0.55 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 0.105 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope % (6% for forested, leaf littler cover, 8% for thick ground cover)*
grass
Max. Discharge from a 10 Year Storm 1.8 cfs
Max. Discharge to Level Spreader cfs
Filter Strip/Buffer Vegetation Grass (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method
XXVIII. 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 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
Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
•
• DWO Project No. 02-1683
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
XXIX. PROJECT INFORMATION (please complete the following information):
Project Name: Huntstone Subdivision
Contact Person; Eddie Ferguson Phone Number: ( 252 ) 438-2097
Level Spreader ID: 15, E. Boulder Ct.
Level Spreader Length 22 ft. (perpendicular to flow)
Drainage Area 0.45 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 0.21 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope % (6% for forested, leaf littler cover, 8% for thick ground cover)*
grass
Max. Discharge from a 10 Year Storm 1.7 cfs
Max. Discharge to Level Spreader cfs
Filter Strip/Buffer Vegetation Grass (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method
XXX. 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 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
Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair,
The operation and maintenance agreement,signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
is
DWQ Project No. 02-1683
• DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
XXXI. PROJECT INFORMATION (please complete the following information):
Project Name : Huntstone Subdivision
Contact Person; Eddie Ferguson Phone Number: ( 252 ) 438-2097
Level Spreader ID: 16, W. Boulder Ct.
Level Spreader Length 100 ft. (perpendicular to flow)
Drainage Area 2.36 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 0.448 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope % (6% for forested, leaf littler cover, 8% for thick ground cover)*
grass
Max. Discharge from a 10 Year Storm 7.7 cfs
Max. Discharge to Level Spreader cfs
Filter Strip/Buffer Vegetation Grass (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method
XXXII. 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 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
Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
Pre-Form Scour Holes are on flat slopes only
Of 0 dy- No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
r?
• DWQ Project No. 02-1683
DIVISION OF WATER QUALITY • LEVEL SPREADER WORKSHEET
XXXIII. PROJECT INFORMATION (please complete the following information):
Project Name: Huntstone Subdivision
Contact Person; Eddie Ferguson Phone Number: ( 252 ) 438-2097
Level Spreader ID: 17, E. Pebblebrook Ct.
Level Spreader Length 28 ft. (perpendicular to flow)
Drainage Area 0.57 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 0.24 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope % (6% for forested, leaf littler cover, 8% for thick ground cover)'
grass
Max. Discharge from a 10 Year Storm 2.1 cfs
Max. Discharge to Level Spreader cfs
Filter Strip/Buffer Vegetation Grass (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method
XXXIV. 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 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
Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers'
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided,
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
is