20041616 Ver 1_Complete File_20040105

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Mr. Tim Coey
Forest City Land Group
8305 University Executive Park Dr.
Charlotte, NC 28262
Subject: Summerwalk Subdivision
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
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MAR 1 5 2005
DENR - WATER QIJ
fie' UjDSAl1DSTORI,fIYAJ gLITY
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APPROVAL of 401 Water Quality Certification with Additional Condition
Dear Mr. Coey:
Alan W. Klimek- P.E. Director
Division of Water Quality
March 10, 2005
DWQ# 04-1616
Mecklenburg County
You have our approval, in accordance with the attached conditions and those listed below, to
impact 2.43 acres of wetland and 410 linear feet (If) of unnamed tributaries (as outlined below)
Impact
145 feet perennial
120 feet perennial
145 feet intermittent
0.49 acre wetland
1.94 acres wetland
Purpose Type
Road Crossing Permanent
Sewer line Temporary
Road Crossing Permanent
Construction Permanent
Sewer line Temporary
to the Rocky River in order to construct the Summerwalk Subdivision in Mecklenburg County, as
described in your application received by the Division of Water Quality (DWQ) on January 11, 2005.
After reviewing your application, we have determined that this project is covered by Water Quality
General Certification Numbers 3402 and 3374, which can be viewed on our web site at
http://h2o.enr.state.nc.us/ncwetiands. The General Certification allows you to use Nationwide Permit
Numbers 12 and 39 once they are issued to you by the U.S. Army Corps of Engineers. Please note
that you should get any other federal, state or local permits before proceeding with your project,
including those required by (but not limited to) Sediment and Erosion Control, Non-Discharge, and
Water Supply Watershed regulations.
The above noted Certifications will expire when the associated 404 permits expire unless
otherwise specified in the General Certification. This approval is only valid for the purpose and
design that you described in your application. If you change your project, you must notify us in
writing, and you may be required to send us a new application for a new certification. If the property
is sold, the new owner must be given a copy of the Certification and approval letter; and is thereby
responsible for complying with all conditions. 144 Carolina
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North Carolina Division of Water Quality 610 East Center Ave., Suite 301 Mooresville, NC 28115 Phone [phone] Customer Service
Internet h2o.enr.state.nc.us FAX [phone]
An Equal Opportunity/Affirmative Action Employer- 50% Recycledl10°w Post Consumer Paper
In addition to the requirements of the certification, you must also comply with the following
conditions:
The Mooresville Regional Office shall be notified once construction on the above noted impacts has
begun.
2. Deed notifications or similar mechanisms shall be placed on all lots with remaining jurisdictional
wetlands and waters or areas within 50 feet of all streams and ponds on the property. These
mechanisms shall be put in place within 30 days of the date of this letter or the issuance of the 404
Permit (whichever is later). A sample deed notification format can be downloaded from the
401/Wetlands Unit web site at http://h2o.enr.state. nc. us/ncwetlands.
3. Stormwater discharge points shall be constructed in a manner such that the potential receiving
streams (of the discharge) at the site will not be impacted due to sediment accumulations, scouring
or erosion of the stream banks.
4. A final written stormwater management plan shall be approved in writing by this Office prior to the
construction of any permanent facilities at the subject site. The stormwater facilities must be
designed to treat the runoff from the entire project, unless otherwise explicitly approved by the
Division of Water Quality. Also, before any permanent building is occupied at the subject site, the
facilities (as approved by this Office) shall be constructed and operational, and the stormwater
management plan (as approved by this Office) shall be implemented. The structural stormwater
practices as approved by this Office as well as drainage patterns must be maintained in
perpetuity. No changes to the structural stormwater practices shall be made without written
authorization from the Division of Water Quality.
5. No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas beyond
the footprint of the impacts depicted in the Preconstruction Notification application. All construction
activities shall be performed so that no violations of state water quality standards, statutes, or rules
occur.
6. Sediment and erosion control measures shall not be placed in wetlands or waters to the maximum
extent practicable. If placement of sediment and erosion control devices in wetlands and waters is
unavoidable, they shall be removed and the natural grade restored within two months of the date the
Division of Land Resources has released the project.
7. Upon completion of the project, the applicant shall complete and return the enclosed "Certificate of
Completion" form to the 401/Wetlands Unit of the NC Division of Water Quality. Please send
photographs upstream and downstream of each culvert site to document correct installation along
with the Certificate of Completion form.
8. Continuing Compliance. The Forest City Land Group (FCLG) shall conduct its activities in a manner
consistent with state water quality standards (including any requirements for compliance with section
303(d) of the Clean Water Act) and any other appropriate requirements of state and federal law. If
DWQ determines that such standards or laws are not being met (including the failure to sustain a
designated or achieved use) or that state or federal law is being violated, or that further conditions
are necessary to assure compliance, DWQ may reevaluate and modify this certification to include
conditions appropriate to assure compliance with such standards and requirements in accordance
with 15 A NCAC 2H.0507(d). Before codifying the certification, DWQ shall notify FCLG and the US
Army Corps of Engineers, provide public notice in accordance with 15A NCAC 2H.0503, and provide
opportunity for public hearing in accordance with 15A NCAC 2H.0504. Any new or revised
conditions shall be provided to FCLG in writing, shall be provided to the United States Army Corps
of Engineers for reference in any permit issued pursuant to Section 404 of the Clean Water Act, and
shall also become conditions of the 404 Permit for the project.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory
hearing. You must act within 60 days of the date that you receive this letter. To ask for a hearing, send
a written petition that conforms to Chapter 1506 of the North Carolina General Statutes to the Office of
Administrative Hearings, 6714 Mail Service Center, Raleigh, N.C. 27699-6714. This certification and its
conditions are final and binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean
Water Act. If you have any questions, please telephone Mr. Alan Johnson in the Mooresville Regional
Office at 704-663-1699 or Ms. Cyndi Karoly in the Central Office in Raleigh 919-733-9721.
Sincerely,
for Alan W. Klimek, P.E.
AK/aj
Attachments
cc: Army Corps of Engineers, Asheville
Cyndi Karoly, Wetlands Unit
David Caldwell, Mecklenburg County
Central Files
Len Rindner
O`JO? W A r?q
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Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
August 16, 2005
DWQ Project # 04-1616
Mecklenburg County
Mr. Tim Coey
Forest City Land Group
8305 University Executive Park Drive,
Charlotte, NC.28262
Subject Property: Summer walk Subdivision
APPROVAL OF STORMWATER MANAGEMENT PLAN
Dear Mr. Coey:
On August 16, 2005, the Division of Water Quality (DWQ) received the revised storm water management
plan prepared by your engineer, Mr. Tim Brown, of Turnbull Sigmon Design. This Plan has been
reviewed and satisfies the stormwater management conditions of the 401 Water Quality Certification
issued on March 10, 2005. This approval apply to the first 100 acres only, out of the original 223 acres
specified in your PCN application, and as per your Engineer correspondence of 8/16/05, stating that the
remaining +/- 123 acres will be developed in the future phase.
The structural stormwater practices as approved by DWQ as well as drainage patterns must be maintained
in perpetuity. No changes to the structural stormwater practices shall be made without written
authorization from the Division of Water Quality. Storm water easements shall be recorded for a distance
of at least 10 feet on each side of all storm water conveyances on all lots containing these structures
including future access for maintenance. The stormwater easements shall allow for the ability to maintain
the structures, perform corrective actions as described above and shall provide protection of the structures
from potential alternations by future property owners.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
Act. If you have any questions, please telephone Mr. Samuel A. Aghimien at 919-733-3574.
Sincerely,
./rC di B. Karoly
DWQ, 401 Oversight/Express Permitting Unit
CBK/saa
cc: DWQ Mooresville Regional Office
USACE Asheville Regulatory Field Office
File Copy
Central Files
Mr. Tim Brown,T.S.D., 1001 Morehead Square Drive Suite# 530, Charlotte, NC. 28203
Filename: 04-1616 Stormwatcr Approval Summer Walk Sub, 8-16-05
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699.1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone]/ FAX [phone]/ Internet.' httn://h2o.enr.state.nc.us/ncwetlands
no
N Carolina
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An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper

Summeirwalk
Uu' . ? r
Davidson, Mecklenburg County,
North Carolina `
Joint Application Form and Supporting Documentation for
NATIONWIDE PERMITS THAT REQUIRE NOTIFICATION 4
TO CORPS OF ENGINEERS
NATIONWIDE PERMITS THAT REQUIRE
SECTION 401 CERTIFICATION CONCURRENCES
Prepared For.
Mr. Tim Coey
Forest City Land Group
13801 Reese Boulevard West, Suite 150
Huntersville, NC 28078
704-766-0485
Prepared By:
Leonard S. Rindner, PWS
Environmental Planning Consultant
3714 Spokeshave Lane
Matthews, NC 28105
[phone]
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*Subject to verification by the USACE and NCDWQ
Date: 10/2004
Revised for Resubmittal January 8, 2005
Page 1 of 15
Ao_
Office Use Only' q16 ForrmVersion May 2002
DWQ No. 16
USACE Action ID No
(If any particular item is not applicable to this project, please enter "Not Applicable" W "N/A".)
I. Processing
1. Check all of the approval(s) requested for this project:
X Section 404 Permit ? Riparian or Watershed Buffer Rules
? Section 10 Permit Isolated Wetland Permit DWQ
X 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: 39,14,12
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 (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here:
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page 4),
and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
II. Applicant Information
Owner/Applicant Information
Name: Mr. Tim Coey
Mailing Address: Forest City Land Group
13801 Reese Boulevard West, Suite 150
Huntersville, NC 28078
Telephone Number:
E-mail Address:_
2. Agent/Consultant 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: Leonard S. Rindner PWS
Company Affiliation: Environmental Planning Consultant
Mailing Address: 3714 Spokeshave Lane
Matthews NC 28105
Telephone Number: 704 904 2277 Fax Number: 704 847 0185
E-mail Address: lrindneroacarolina rr com
Fax Number.
Page 2 of 15

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: Summerwalk
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN):
4. Location
County: Mecklenburg County County Nearest Town: Davidson
Subdivision name (include phase/lot number):
Directions to site (include road numbers, landmarks, etc.):
See attached vicinity man - Davidson Concord Road near Meck/Cabarrus County booundarv
5. Site coordinates, if available (UTM or Lat/Long): 35.44940N, 80.7734°W (WGS84/NAD83)
USGS Cornelius Quad (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. Property size (acres): + 223 Acres
7. Nearest body of water (stream/river/sound/ocean/lake): UT of Rocky River and Rocky
River
8. River Basin: Yadkin
(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/mans/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: Undeveloped abandoned agricultural, and timbered,
woodland; disturbed floodplain.
Page 3 of 15
r
10. Describe the overall project in detail, including the type of equipment to be used:
Pro osed residential development.
11. Explain the purpose of the proposed work:
Road crossings eneral site nrenaration and grading to access and develop residential areas,
install sewer line to existing trunk along Rocky river.
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.T.P. project, along with
construction schedules.
The wetlands and streams have been field delineated and reviewed by the USACE and NCDWQ.
The mapping has been utilized by the planners to develop a site elan The mapping has been
utilized to avoid and minimize impacts The preliminary plans for the site were reviewed by
Cyndi Karoly and John Dorney on June 21, 2004 in Raleigh NC along with representatives of
Turnbull Sigmon Design to review project layout sedimentation and erosion control issues, and
stormwater management issues On November 15, 2004 a meeting was held with Alan Johnson -
NCDENR MRO on site to review site planning issues Site planning restrictions due to severe
slopes were reviewed especially regarding the road crossings and the unavoidable location of the
proposed sewer line connection to the existing trunk line along the Rocky River The location of
the proposed sewer line was also reviewed with Amanda Jones of the USACE (see proposed
mitigation plan based on comments from the USACE and the NCDENR). The plans also more
clearly indicate wetlands proposed to be preserved on lots Additional information regarding
jurisdictional stream determinations was provided by the USACE based on previous
documentation submitted and site visits The modifications and additional information provided
in this submittal reflects recent discussions with the USACE and NCDENR.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
Additional impacts are not expected Additional impacts if required will be applied for
appropriately.
VI. Proposed Impacts to Waters of the United Statcs/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
Page 4 of 15
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. Provide a written description of the proposed impacts: Permanent impacts to streams
and wetlands limited to road crossing impacts except for very small minor wetland impacts to
edges to meet slope requirements Over 50% of the site is undeveloped common open space.
As depicted on the attached site plans substantial buffers along creeks as well as large areas
of bottomland hardwood scrub/shrub wetlands are preserved. Temporary impacts to wetlands
and streams are required to implement a sewer line A meeting was held with Alan Johnson
NCDENR MRO to review unavoidable temporary impacts to wetlands to construct the sewer
line connection to reach the existing trunk line along Rocky River (see mitigation plan).
2. Individually list wetland impacts below:
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***
A NWP 439 .02 no 250' PSS1A
C NWP #39 .01 no 450' PSSIA
F NWP #14 .18 yes <1501f PSSIA
G NWP #14 .08 yes 800' PSS1A
H NWP 939 .20 no 1000 PSS1A-PFOIA
sewerline NWP #12 1.94 yes varies PSSIA/C, PFOIA/C

Sewer line project location was review with Alan Johnson of the NCDENR-DWQ and USACE - see attached mitigation plan.
Project will be implemented according to NWP 012 and GC 3374.
* 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 http:/hvww.fenu?.eae.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: + 25 acres
Total area of permanent wetland impact proposed: 0.49 acres
Temporary wetland impacts for sewerline implementation - 1.94 acres - see mitigation plan
Page 5 of 15
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact
Site Number
indicate on ma
Type of Impact* Length of
Impact
linear feet
Strcam Name** Average Width
of Stream
Before Impact Perennial or
Intermittent?
leasespecify)
B NWP 39 145' UT of Rocky River 6' perennial
I NWP 39 145' same 3' Intermittent **'
3 ea sewer line NWP 12 120' same 3' perennial

Sewer line crossing will be implemented according to NWP #12 and GC 3374
Road Crossing locations were reviewed by Alan Johnson NCDENR - MRO
* * * * Unimportant stream/USACE determination
" List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated 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.uses.eov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.tonozone.con%
www.manguest.com etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 4101f
- 145 linear feet - perennial
- +/- 145 linear feet intermittent stream
- 120 lf- temporary stream impacts to install sewer line
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below: N/A
Open Water Impact
Site Number
indicate on ma
Type of Impact* Area of
Impact

acres Name of Waterbody

applicable)
(if Type of Waterbody
(lake, pond, estuary, sound,

bay, ocean, etc.)

* List each impact separately and identity temporary impacts. impacts mciuae, ouL are LUL 111111LUU LV. 1111, %,XC" ouvu> w. ub••`g
flooding, drainage, bulkheads, etc.
Page 6 of 15
5. 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):
Describe the method of construction (e.g.,
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
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
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
Permanent impacts to streams and wetlands limited to road crossing impacts except for very
small minor wetland impacts to edges to meet slope requirements. Over 50% of the site is
undeveloped common open space As depicted on the attached site plans, substantial buffers
along creeks as well as large areas of bottomland hardwood scrub/shrub wetlands are prese__rved.
On November 15, 2004 a meeting was held with Alan Johnson - NCDENR MRO on site to
review site planning issues Site planning restrictions due to severe slopes were reviewed
especially regarding the road crossings and the unavoidable location of the proposed sewer line
connection to the existing trunk line along the Rocky River. The location of the proposed sewer
line was also reviewed with Amanda Jones of the USACE (see proposed mitigation plan based
on comments from the USACE and the NCDENR) The preliminary plans for the site were
reviewed by Cyndi Karoly and John Domey on Tune 21, 2004 in Raleigh NC along with
representatives of Turnbull Sigmon Design to review proiect layout, sedimentation and erosion
control issues and stormwater management issues The plans also more clearly indicate wetlands
proposed to be preserved on lots Additional information regarding Jurisdictional stream
determinations was provided by the USACE based on previous documentation submitted and site
visits The modifications and additional information provided in this submittal reflects recent
discussions with the USACE and NCDENR.
Approximately 99% of the streams and wetlands are avoided Sewerlines through wetlands will
be implemented in accordance with NWP #12 Sewerline crossings through wetlands have been
minimized to the extent feasible however avoidance is limited due to the side slopes bordering
the wetland and floodplain areas that are being d_eveloped The sewerline project through the
proiect connects to an existing trunk along Rocky River. Stormwater from high density
? uplands ? stream ? wetlands
dam/embankment, excavation, installation of
Page 7of15
development pod areas (those at 30% impervious or greater) will be treated within extended
detention wetlands or diffused over the large , floodnlain and buffer areas.
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/stn-ngide.htm1.
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,
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 site plan avoids over 98% of the wetlands on the site Local SWIM buffers protect the
perennial streams on the site in Mecklenburg Counly. Rocky River is protected by buffers in
Cabarrus County. Over 50% of the site is open space Over 99% of the important and
perennial streams are avoided.
Page 8 of 15
Sewer line Minimization and Mitigation Plan.
NCDWQ Conditions of Certification (excerpts from GC 3374)
a. The edge of the construction corridor is installed parallel to and closer than 10 feet (3 meters) to a stream or if the
utility line crosses a stream channel at less than 75 degrees or more than 105 degrees of the stream bank;
b. Any wastewater line that crosses any stream shown on the most recent version of the 1:24,000 USGS topographic
map as permanent or intermittent shall be installed with no-seam piping. If no-seam piping can not be installed, written
concurrence from NCDWQ is required.
C. Construction corridors parallel to streams shall be placed at the furthest distance from the stream to the maximum
extent possible;
d. Measures shall be taken to prevent live or fresh concrete from coming into contact with waters of the state until the
concrete has hardened;
e. Placement of riprap is restricted to stream bottoms and banks directly impacted by the placement of the utility line.
Riprap may only be used below the normal high water level. The stream berm must be restored to the original contours after
construction;
f. That appropriate sedimentation and erosion control practices which equal or exceed those outlined in the "North
Carolina Erosion and Sediment Control Planning and Design Manual" or "North Carolina Surface Mining Manual" are
utilized to prevent exceedances of the appropriate turbidity water quality standards (50 NTUs in streams and rivers not
designated as trout waters by NCDWQ; and all lakes and reservoirs; and 10 NTUs in trout waters);
g. All sedimentation and erosion control measures placed in wetlands shall be removed and the natural grade restored
after the Division of Land resources has released the project;
h. Annual species suitable for wet locations shall be planted within jurisdictional wetlands for soil and erosion control.
Perennials such as fescue are prohibited;
i. No fertilizer shall be applied within 10 feet of streams;
j. The construction corridor (including access roads and stockpiling of materials) is limited to 40 feet in width in
wetlands and must be minimized to the maximum extent practicable.
k. Permanent, maintained access corridors shall be restricted to the minimum width practicable and shall not exceed 10
feet in width except at manhole locations. A 10 feet by 10 feet perpendicular vehicle turnaround must be spaced at least 500
feet apart.
1. An anti-seep collar (See detail) shall be placed at the downstream (utility line gradient) wetland boundary and every
150 feet up the gradient until the utility exits the wetland for buried utility lines. Anti-seep collars may be constructed with
Class B concrete, compacted clay, PVC pipe, or metal collars. Wetland crossings that are directionally drilled, and
perpendicular wetland crossings that are open cut and less than 150 feet (45.7 meters) long do not require anti-seep collars.
The compacted clay shall have a specific discharge of I X 10 -5 cm/sec or less. A section and plan view diagram is attached
for the anti-seep collars.
The following specifications shall apply to class B concrete:
a) Minimum cement content, sacks per cubic yard with rounded
course aggregate 5.0
b) Minimum cement content, sacks per cubic yard with angular
course aggregate 5.5
Page 9 of 15
C) Maximum water-cement ratio gallons per sack 6.8
d) Slump range 2"to 4"
C) Minimum strength - 28 psi 2,500
in. This general certification does not authorize any permanent changes in preconstruction elevation contours in waters
or wetlands. The permitee will have a specific plan for restoring wetland contours. Any excess material will be removed to a
high ground disposal areas;
n. Compensatory mitigation (i.e., restoration, creation or preservation) for wetland losses will not be required for this
Certification if written concurrence is not needed.
o. Written concurrence is required if the maintenance corridor is greater than 10 feet wide.
P. This certification does not relieve the applicant of the responsibility to obtain all other required Federal, State, or
local approval.
Non-compliance with or violation of the conditions herein set forth by a specific fill project shall result in revocation of this
Certification for the project and may also result in criminal and/or civil penalties. The Director of the NCDWQ may require
submission of a formal application for Individual Certification for any project in this category of activity, if it is determined
that the project is likely to have a significant adverse effect upon water quality or degrade the waters so that existing uses of
the wetland or downstream waters are precluded. Public hearings may be held for specific applications or group of
applications prior to a certification decision if deemed in the public's best interest by the Director of the NCDWQ.
Additional USACE Regional Conditions to Nationwide Permit 12 (Applicable to this project) :
Temporary placement of excavated or fill material in waters and wetlands will be for the absolute minimum period
of time necessary to accomplish the work.
Each individual crossing will be stabilized immediately with native vegetation. Stabilizing with non-native grasses
(i.e., fescue, etc.) is prohibited
Anti-seep collars must be installed at no greater than 150-foot intervals on all sewer and drain
lines placed in wetlands, and all utility lines must be installed to prevent drainage of wetlands (i.e., no French drain"
construction, etc.)
The total width of the access corridor excavation and temporary fill area (including mechanized land clearing) is
restricted to no more than 40 feet and must be minimized to the extent practicable.
Restoration Plans in Weiland Areas
Clearing in Waters of the U.S. should be minimized to the extent feasible up to 40` only as necessary to facilitate safe
construction.. As required, the topsoil shall be saved through the disturbed wetland areas, and the top 6" to 12" of the trench
should be backfilled with this topsoil to encourage rapid re-establishment of previous vegetation conditions. Excess material
must be removed to upland areas immediately upon completion of construction. An annual species suitable for wet locations
will be planted within jurisdictional wetlands for soil and erosion control. Perennials such as fescue will not be specified in
wetland areas. Anti-seep collars shall be used to prevent wetland draining.
Grassing Spec 1cation
Disturbed wetland areas shall be stabilized with annual small grains that will initially stabilize the soils and then allow the
natural vegetation to become re-established. For stabilization, outside the optimum planting windows, using a mixture of
species on either side of the window may increase chances of a good stand. Germination will be most difficult in the
December - February period. For wetland stabilization during this period, it will be necessary to be sure those wetlands are
well mulched. Annual lespedeza could be added to any planting mixtures during this period because it will germinate during
the first warm days of spring.
Page 10 of 15
Seedinu Mixture Wetland nreas in temporarily saturated soils or subiect to occasional and brief inundation
Dates Tvpes Rate
April 1 - Jul. 15 Red Top (Agrostis alba) 7 lbs/acre
Smartweed 20 lbs /acre
Jul. 16 - Sept. 1 Temporary Crop
Jap. Millet or Sorghum 20 lbs /acre
(to be followed by permanent mixture)
Sept. 2 - Nov. 1 Smartweed 20 lbs /acre
Red Top (Agrostis albs) 7 Ibs/acre
Nov. 1 - March 31 Temporary Crop 40 Ibs /acre
Wheat or Winter Rye (to be followed by permanent mixture)
Scedine Instructions
1) Seed in the dry period
2) use of a filler, such as sand to dilute the seed to ensure uniform ground coverage when broadcasting
3) Pure live seed shall be specified and approved prior to planting.
4) Mulch
Substitutions may be permitted with approval. Other native grasses or annuals may be selected. No fescue shall be used in
wetland areas.
Temporarv Seedinz 1tflrture
Dates Tvpes Rate
April 15 - Sept. 1 Temporary Crop
Jap. Millet or Sorghum 40 lbs /acre
Aug. 25 - Oct. 31 Wheat 501bs /acre
Kobe lespedeza 15 lb/acre
Nov. 1 -April 15 Wheat or Winter Rye 40 lbs /acre
Kobe lespedeza 15 lb/acre
Nurse Plants
Between May 1, and August 15, add 10 Ibs/acre German millet or 15 lb/acre Sudangrass. Prior to May 1 or August 15, add
40 lb/acre rye (grain). Other native grasses or annuals suited to wet conditions may be selected with approval. No fescue or
other turf gasses shall be used in wetland areas.
Mitigation for temporary wetland impacts will be conducted by re-establishing woody vegetation within the sewerline
corridor except for the permanent access easement.
Mitigation will include the following:
I ) Selected removal of exotic species such as Chinese Privet and Russian Olive from wetland areas.
Page 11 of 15
Scrub/Shruh
Alnus spp.
Corpus amomum
Sambucus canadensis
Bottomland Hardwood
Carya spp.
Nyssa sylvatica
Vegetation Criteria
Itea virginica
Ilex decidua
Viburnum dentatum
Diospyros virginiana
Quercus species
Cephalanthus occidentalis
Lindera benzoin
Others that are approved
Frax.pennsylvanica
Salix spp.
Planting includes of a diversity of saturation tolerant tree species, which are also high in wildlife value. Over time the
planting plan will encourage a diverse canopy and mid-story vegetation. The primary criterion upon which plant selection is
based is the duration of soil saturation. Soil saturation is expected to occur at a rate similar to adjacent wetland and / or
riparian areas and is expected to be for a minimum of 12 consecutive days and a maximum of 52 consecutive days under
normal circumstances during the early part of growing season. Tree species tolerant of these hydrological conditions will be
specified in the mitigation areas. Forested mitigation sites will be planted at an initial density of approximately 500 trees
woody stems per acre by utilizing a combination of bare root seedlings and/or larger vegetation. Scrub/shrub mitigation sites
will be planted at an initial density of approximately 1000 woody stems per acre by utilizing a combination of bare root
seedlings and/or larger vegetation. No more than 20% will be of any one species.
Planting will occur during the dormant season concurrent with project development.
Monitoring
Monitoring of the wetland enhancement areas will be performed to evaluate the mitigation sites relative to the success
criteria. Annual reports will be prepared which summarizes the data collected in the field and notes trends. Photographs at
fixed stations will be taken to document the trends and changes occurring at the sites. These reports will be furnished to the
USACE.
Vegetation Monitoring
Mitigation sites will be monitored bi-annually during March/April and again in August/September to measure survival rate,
species diversity, and growth as well as to identify any problems such as upland or invasive wetland species. Invasive
species removal will be as needed and will include the removal of such plants as honeysuckle, poison ivy, blackberry, rose,
kudzu and privet.
Vegetation Success Criteria
Successful bottomland hardwood mitigation will be when at least 60% or 320 woody stems per acre are surviving for three
consecutive years. A three (3) year monitoring program will be conducted for the bottomland hardwood and scrub/shrub
communities or until the success criteria is met.
Contingency Plan
if the mitigation is determined to be unsuccessful, one or more of the following contingency plans will be implemented.
Selected reinstallation of vegetation or other maintenance (thinning or removal).
Extended monitoring periods.
An acceptable alternative form of mitigation.
Page 12 of 15
Report Submittal
An "as-built" plan drawing of the area, including initial species compositions by community type and sample plot locations
will be provided after the completion of planting. A review of the actual design, densities, and quantities will also be
included. These will be provided within 60 days of the completion of the planting.
Annual monitoring reports will include:
Species and quantity of each surviving woody stem in the plot areas,
Estimated percent aerial cover of the dominant species,
Representative photographs
Observations and explanations of problems and resolutions.
By complying with the Nationwide Permit 12 and 401 Certification conditions it is expected that this project will not cause
significant impacts to wetlands.
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at httl2:Hh2o.enr.state.nc.us/wry/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): NA impacts to perennial streams are
less than 150 linear feet - see overall plans with extensive buffers and sewer line
mitigation plan
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
IX. Environmental Documentation (required by DWQ) NA
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) 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 13 of 15
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ) NA
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 213 .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ? 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.
Zones Impact
(square feet Multiplier Required
Mitigation
1 3
2 1.5
Total
' 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 213.0242 or.0260.
XI. Stormwater (required by DWQ)
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.
As indicated on the attached plans a stormwater management plan will be provided for the
project to treat all high density nods multi-family, and amenity areas. Extended detention wetlands
and/or bioretention (rain gardens wetlands and diffused drainage where feasible over buffers will be
utilized As agreed at the June 21, 2004 meeting with Cyndi Karoly and John Dorney, the sediment
basins will be allowed to be utilized to treat stotmwater until they are converted to extended detention
wetlands or bio-retention facilities when they are no longer required by Mecklenburg County. The
sediment basins will be sized adequately to equal or exceed the size requirements of an extended
detention wetland Plans and specifications will be submitted to NCDWQ for approval to meet the
conditions of the 401 WQC when issued.
Page 14 of 15
X11. Sewage Disposal (required by DWQ)
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.
CMUD Municipal System ---
XIII. Violations (required by DWQ) NA
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
*epte'ned 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 15 of 15
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Turnbull Sigmon Design FC Summers Walk, LLC Summers Walk Sanitary Sewer Line
11001 Morehead Square Drive
o Suite 530
1. Charlotte, NC 28203 I"=I00,
Phone: 70q..529.6500
Fa:: 70¢.522.o882 PROJECT No: o3-16B
ISSUE DATE: 12.23.o4
8305 UNIVERSITY EXECUTIVE
LAND DEVELOPMENT DESIGN SERVICES
PARK DRIVE, SUITE 340 DEWEESE TOWNSHIP
CHARLOTTE, NC 28262 DAVIDSON, NC F SHEETNO OF
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TURNBULL 0 SIGMON
Fax; 70¢.522.0882
LAND DEVELOPMENT DESIGN SERVICES 8305 UNIVERSITY EXECUTIVE
PARK DRIVE, SUITE 340
CHARLOTTE, NC 28262
Turnbull Sigmon Design FC Summers Walk, LLC
loot Morehead Square Drive
0 Suite 530
Charlotte, NC 28203
Phone: '70¢.529.6500
Summers Walk
DEWEESE TOWNSHIP
DAVIDSON, NC
Sanitary Sewer Line
I"=I00'
PROJECT No: 03-168
ISSUE DATE: 12.2,3.04
SHEETNO OF
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TURNBULL 0 SIGMON ;
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PARK DRIVE, SUITE 34C
CHARLOTTE, NC 28262
Turnbull Sig=on Design FC Summers Walk, LLC
® Suite 530
Charlotte, NC 28203
Phone: ?0¢..52g.65oo
Fa:: X0¢.522.0882
IOOI Morehead LAND DEVELOPMENT DESIGN SERVICES 8305 UNIVERSITY EXECUTIVE
Summers Walk Sanitary Sewer Line
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PROJECT No: 03-168
ISSUE DATE: 12.23.0¢
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TURNBULL 0 SIGMON
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100I Morehead Square Drive
O Suite 530
Charlotte, NC 28203 I"=I00'
Phone: [phone]
Faz. 704 522 0882 PROJECT No: 03-168
15SUEDAIE.
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CHARLOTTE, NC 28262 DAVIDSON, NC SHEETNO OF
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1'URNBULL 0 SIGMON DESIGN
TO: COMMENTS:
DWQ
Attn: Sam Aghimer, Sam,
Attached you will find the worksheets with initials. Thanks.
FAX. NO. 919.733.6893
Tim Brown
DATE: August 16, ?005
REFERENCE: 03168-Summers Walk
PAGES: 9 including cover
ACTION:
? FOR APPROVAL
? FOR YOUR USE
? AS REQUESTED
® FOR REVILIVANYD c'OaLVENT
GC: i
a
Lund 1oo16forv6JSquare Drive
Phv?e:70¢-529-65aa TRANSMITTAL
Deu,-14ment Suite 530 F
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DWO Project No. 0 4 - I (_v I(.A
DIVISION OF WATER QUALITY • 401 EXTENDED DETENTION (and POCKET') WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following Information):
ProjectNamo: SumNEizs WA Phone Number 21119 -733-3S-1
Contact Person: sAr-r Ac, ?MIFN
For projects with mul5ple basin, specify which basin this worksheet applies to: 4V 1
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 Pocl Surface Area
Temporary Pool Volume
-10(p.00 ft.
-1 a co . c.c& ft
913"1 I sq. ft.
4.4-1 ac.
1.87- ac.
rt 1 .90 sq, ft.
?? 4 1 sq, ft
5 s Z sq, ft
Q 8 sq ft
4 91o cu. fL
SAIDA used • (' 1
Diameter of Onfice 5 In.
11. REQUIRED ITEMS CHECKLIST
(elevation of the orifico invert out)
(elevation of the cutlet structure invert in)
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and otf-site drainage to the basin)
(at permanent pool elevation approximately 15%)'
(at permanent pool elevation approxim ately 35%)"
(at permanent pool elevation approximately 35510)"
(at permanent pool elevation approximately 15%)'
(volume detained on top of the permanent pcol)
(surface area to drainage area ratio)-
(draw down orifloe diameter)
Initial in 0e space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirarnanl has not been mot, attach an explanation of wiry. At a minimum, a complete stormwater management plan submittal includes
a worksheet for etch BMP, design caloulaticns, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed eperation 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
Aanllcants Init9a'a
-'rAOMb
Tha temporary pool cortrols runoff from the t Inch rain.
-7'i?I3 The basin side slopes are no steeper than 3:1.
id
d
__ e
.
r the marsh aroas with plant species and densities is prov
f
i
l
r o
an
ng p
A plant
-T'a.a Vegetation above the permanent pool elevation is specified.
7A.M An emergency drain is provided to drain the basin.
-t-AM The temporary pool draws down in 2 to 5 days.
-TAE. Sediment storage Is provided In the permanent pool.
-r'Ars A sediment disposal area is provided.
174. Is
-
- Access is provided for maintenance,
d notarized operation and maintenance agreement is provided,
d
i
A IN
T an
gne
A site spocific, s
l
"T qty an.
The drainage area (including any offsite area) is delineated on a site p
T-A $ Access is provided for maintenance.
-C-AN Plan details for the wetland are provided.
W-4
-T-AD Plan details for the miet and outlet are prov.
__T__kU A site specific operation and maintenance agreement, signed and notarized by the responsible party Is provided (see
http:lih2o.Bhnr.state.nc.uslncwatlandsloand m,doc).
'Pocket Wetlands have different design parameters and era only assumed to remove 35% TSS - See pp. 19 and 20 of the NO DENR
Stormwatar BNIP Manual, April 1999.10%open water, 50% high marsh, 40% low marsh.
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' O1'VQ Project No. O 4 - t t? tt_a
DIVISION OF WATER QUALITY " 401 EXTENDED DETENTION (and POCKET') WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : S S W
Contact Person: SA,r9 Ar IAI M l E" Phone Number. q 19 '7 3 - S'7
For projects with multiple basins, specify which basin this worksheet applies to: ` 7-
Permanent Pool Elevation
Temporary Pool Elevation
Permanent Pool Surface Area
Dralnage Area
Impervious Area
Forebay Surface Area
Marsh 0"-9" Surface Area
Marsh 9"•18" Surface Area
Micro Puol Surface Area
Temporary Pool Volume
o .00 ft.
-102,.61 ft.
c. ?J*40 -sq.ft.
r% L *Z ac.
0.9-1 ac.
C11, ot -1 sq. ft.
_
Z , Z 7 sq. ft.
2.. Z c sq. ft.
4 q t_? sq. ft
X45 cu. ft
-3 01 SAMA used I • ?" I ''°
Diameter of Orifice I in
II. REQUIRED ITEUS CHECKLIST
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
(wator surface area at permanent pool elevation)
(on-site and off-situ drainage to the basin)
(on-site and off-site drainage to the basin)
(at permanent pool elevation apprcxlmatoly 15W
(at permanent pool o,evation apprcxim ately 3590)'
(at permanent pool elevation approxim ately 35%)'
(at permanent pool 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 boon 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 Ell 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'#"N The temporary pool controls runoff from the 1 inch rain.
'T"^ TS. The basin side slopes are no steeper than 3:1.
'T"A n A planting plan for the marsh areas with plant species and densities is provided.
T-Ag .Vegetatlon above the permanent pool elevation is specified.
T% An emergency drain is provided to drain the basin.
R -1^A. r; The temporary pool draws down In 2 to 5 days.
->? V3 Sediment storage is provided in the permanent pool.
_T F.6 A sediment disposal area is provided.
A8 Access Is provided for maintenance.
B A site specific, signed and notarized operation and mahtmanca agreement Is provided.
M*5 The drainage area (inc'uding any offsite area) is delineated on a site plzn.
_ "f ki, Access is provided for malntenanca.
'TAB Plan details for the wetland are provided.
''r^ Plan details for the Inlet and outlet are provided.
Z A site specific operation and maimenance agreement, signed and notarized by the responsible party is provided (see
http:lih2o,ehnr.stata.nc.uslncwegaid sloandm.doc).
Pocket Wetlands have different design parameters and are only assumed to remove 351/6 TSS -- See pp. 19 and 20 of the NC DENR
Stormwater BMP Manual, April 1999.1090 open water, 50% high marsh, 40% low marsh.

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DWQ Project No. 0 4 " I LP 11 L-O
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET") WETLAND WORKSHEET
FRt)JECT INFORMATION (please complete the following Information):
Project Name: Su " E tea ?^.' '-
Contact Person: sA A4 I M 1 rJ
Phone Number. (°t t9 133- 3 5"_?
For projects with multiple ba sins, specify which basin this worksheet applies to: 3
Permanent Pool Elevation C..9t-a•00
[
`d, ? ft.
ft (elevation of the orifice invert out)
(elevation of the outlet structure invert in)
Temporary Pool Elevation P .
Permanent Pool Surface Area 95Lo
52 sq. ft. (water surface area at permanent pool elevation)
n-site and off-site drainage to the basin)
(
Drainage Araa 4.
.
Z . ZS ac.
ac. o
(on-slie and off-site drainage to the basin)
Impervious Area
Forebay Surface Area -14 6
-J 3 5 sq. ft
ft (at permanent pool elevation approximately 15%)"
(at permanent pool elevation approximately 35°n)'
Marsh 0"-9' Surface Area
"
* _ 11
t -7`I.1 .
sq.
sq. ft. (at permanent pool olevation approximately 35%)'
Surface Area
18
Marsh 9
Micro Pool Surface Area "13 z . sq. ft. (at permanent pool elevation approximately 15%)'
g 184 cu ft. (volume detained on top of the permanent pool)
Temporary Pool Volume
2 • d3 % (surface area to drainage area ratio)"
SA/DA used
Diameter of Orifice 1.7- in, (draw down orifice diameter)
IL REQUIRED ITEMS CHEC KLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documontation is attached. if a
requirement has not been met, attach an exptartaUon of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and spepficat',ons showing all BMPs and outlet structure detaLs, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package wJi result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initial
- -;'rs The temporary pool controls runoff from the 1 inch rain-
-T-7& Es The basin side slopes are no steeper than 3:1.
- r2, 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.
b sediment storage is provided in the permanent pool.
A sediment disposal area is provlJed.
Access is provided for maintenance.
__:TAh 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.
t3 Access is provided for maintenance.
Plan details for the wetland are provided.
-Plan details for the inlet and outlet are prov;ded. provided (see
-A- site specific operation and maintenance agreement, signed and notarized by the responsible party is p
http:llh2o.ahnr.state,nc.us/ncwaland sloand m.doc).
• Pocket Wetlands have different design parameters and are only assumed to remove 35°1u TSS -See pp. 19 and 20 of the NC DENft
Stormwater BMP Manual, April 1999.10°10 open water, 50% high marsh, 40% low marsh.

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DWQ Project No. 04-IL*11,0
DIVISION OF VJATER QUALITY • 401 EXTENDED DETENTION (and POCKET') WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following Information):
Project Name . SUHHEIKS W
Phone Number(Q I R ) -111- 14 .15 Contact Parson: SAM A H r M r n1
For projects with multiple basins, speclf, which basin this worksheet applies to: '&
Permanent Pool Elevation -IaL-db ft.
`+1 ft
1 (elevation of the orifice invert out)
(elevation of the outlet structure invert In)
Temporary Pool Elevation e Z •
.
Permanent Pool Surface Area 3 -1 I_p 3 sq, tt
Do
Z (water surface aroa at permanent pool elevation)
(on-site and off-site drainage to the basin)
Drainage Area
Impervious Area . [o o
.
CIO.
4
ft
I
7 (on-situ and off-site drainage to the basin)
(at permanent pool elevation approxim ately 15%)'
Foreboy Surface Area
Marsh 0"-9' Surfaco Area 5
.
,
_ sq.
? o sq. ft. (at permanent pool elevation approximately 351/a)'
roximately 3596)'
l
tion a
l
Marsh V-18' Surface Area o 3- Sq, ft.
SL,-1 sq. ft pp
eva
e
(at permanent poo
(at permanent pool elevation approximately 159%)'
Micro Pool Surface Area
Temporary Pool Volume ' z o9 cu. ft. (volume detairod on top of the permanent pool)
(surface area to drainage area ratio)'
SAiDA used
Diameter of Orifice o• in. (dra',v down orifice diameter)
IL REQUIRED ITEMS CHECKLIST
Initial in the space provided to indlcata 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 BM?, desgn caL:ulations, plans and specifications showing all DMPs and outlet structure dstalls, a detailed
dr'&lnage 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 In tials
' :C-? The temporary pool controls runoff from the 1 inch roln.
The basin side slopes are no stcoper than 3:1.
planting plan for the marsh areas with plant species and dersities is provided.
?T -Vegotation above the permanent pool elevation is specified.
AID
.!If-h An emergency drain Is provided to drain the basin.
'~? The temporary pool draNS down in 2 to 5 days.
B Sediment storage is provided in the permanent pool.
&A -A sediment disposal area is provided.
Access is provided for maintenance.
TSB A site specific, signed and notarized operation and maintenance agreement is provided,
-I-i ,5 _The drainage area (Including any offslte area) Is do',ineated on a site plan.
7- Access is providA for maintenance.
?f V' Plan details for the wetland are provided,
- j7Aj5 Plan details for the inlet and outlet are provided.
_A site specific operation and maintenance agreement, signed and notarized by the rosponsihta party is provided (see
hUp:llh2o. ehnr.state.nc.uslncwetland s'oand m.doc).
' Pocket Wetlands have differont design parameters and are only assumed to remove 35% TSS -See pp. 19 and 20 of the NC DENR
StormwaterBMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh.

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DWQ Project No. O 4 - I cD I LE
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET') WETLAND WORKSHEET
PROJECT INFORMATION (please complete the following information):
Project Name : 5 U N M S W A&K
Contact Parson: %#, n AGIA I M 1 y"_ Phone Number: 9 r 9 `I 3- 3 5 -r
For projects with multiple basins, specify which basin this worksheet applies to: -4# 5
Permanent Pool Elovation 68-1.00
-19
$ fL
fL (elevation of the orifice invert out)
(elevation of the octiot structure invert in)
Temporary Pool Elovation c. a
.
Permanent Pool Surface Aron Z sq. ft. (water surface area at permanent pool elevation)
Drainage Area .o
-11 ac. (on-sito and off Tito drainage to the basin)
(on-site and off-site drainage to the basin)
Impervious Area A
1
%
o a ac.
sq. ft. (at permanent pool elevation approximately 15%)'
Forbbay Surface Area
Marsh 0.9" 5urface?.rea ,
.
-
x., 8 4 5
sq. ft.
(at permanent pool elevation approximately 35%)`
imatel
35%)'
i
Marsh 9"-19" Surface Area Z $ 5 Z
1 7-01 sq. fL
sq. ft. y
on approx
(at permanent pool elevat
(at permanent pod elevation approximately 15%)'
Micro Poet Surface Area
Temporary Pool Volume ! Cr, 5 3 cu. ft. (volume detained on top of the permanent pool)
SAIDA used Z - O c.0 (surface area to dralnag a area redor
Diameter cf Orifice t. 5 in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indi:ata the following dasiglt requirements have been met and supporting documentation is attached. if a
requlronrent has not been met, attach an explanation of why. At a minimum, a complete stormwator management plan submittal includes
a vrorksheet for each EMP, design calculations, plans and specifcations showing all BMPs and ouUEt structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement An incomplete submittal package will result In a roquest for
additional infcrmatlon and will substantially delay final review and approval of tha project
AnPlicants Ini9als
The temporary pool controls runoff from the 1 inch rain.
T The basin side slopes are no steeper than 3:1.
A planting plan for the marsh areas with plant species and densities is provided.
_ Veg©tation above the permanent pool elevation is specified.
emergency drain Is provided to drain the basin.
The temporary pool draws dawn In 2 to 5 days.
Sediment storage is provided in the permanent pool.
?=jN,?^A sedimert disposal area is provided.
'!-.Access -Access is provided for maintenance.
A site specific, signed and notarized operation and maintenance agreement is provided.
a, The drainage area (inducting any oHsite area) is detneated on a Lite plan.
Access is providod for maintenance.
rT" Plan details for the wetland are provided.
-:r1f3 Pizn 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
httpJth2o.ehnr,state.nc.uslncwadand s/oandm.doc).
Pockot Wetlands have different design parameters and are only assumed to remove 35%TSS - See pp. 19 and 20 of the NC DENR
Stormwater 3MP Manual, April 1999.10% open water, 50% high marsh, 40% low marsh.

90 39ad tJOW9IS 1-inEHLni Z8EOZZSVOL Tb :OT 900Z/9T/EO
L 'd
DIVISION OF WATER QUALITY • 401 EXTENDED DETENTION (und POCKET') WETLAND WORKSHEET
SGNd_113M-0MG:3WJN 2689z2L6T6:_181 ZO:OT 3fll S002-9T-9nu
DWQ Project No. T0 4- 1 Lo I P
I, PROJECT INFORMATION (please cempiete the following information):
Project Name: AL- Phone Number. (411) -1-5 -21- 357 4
Contact Person, SAM AGIAtMrP-tt+
For projscrs with multiple basins, specify which basin this worksheet applies to:
Permanent Pool Bevaton
Temporary Pool Elevation
47?•.? ft.
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
Permanent Pool Surface Area
Drainage Area
Impervious Area
Forebay Surface Area
Marsh 0"-9° Surface Area
Marsh 9"-18" Surface Area
Micro Fool Surface Area
Temporary Pool Volume
SOB sq. R.
& 9 g _ ac.
Z-_15 ac.
a sq. ft.
Y,'"1 o
l sq. ft.
v
1 $ S M sq. ft
$ o to sq, ft.
Io 335 cu. ft.
SAIDA used
Diameter of Orifice in.
II. REQUIRED ITEMS CHECKLIST
(water surface area at permanent pool elevation)
(on-site and off-si's drainage to the basin)
(on-site and off-site drainage to the basin)
(at permanent pool elevation approximately 159,10)'
(at permanent pool elevation approximately 35%)'
(at permanent pool elevation approximately 35%)'
(at permanent pool 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
requiremant has not boon met, attach an explanation of why. At a minimum, a complete stonnwater management plan submlttal includes
a worksheet for each BMP, design calculations, plans and specifications shoving ail BM?s 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
:7""AT? The temporary pod controls runoff from the 1 inch rain.
Ti??g The basin side slopes are no steeper than 3;1.
-T-x:m A planting plan for the marsh areas with plan spocies and danslties is provided.
T,?p, Vegetation above the permanent pool elevation is specified.
?,•?i5, An emergency drain is provided to drain the basin,
-MA 1 ,_The temporary pool drays down In 2 to 5 days.
A^Sediment storage is providod in the permanent pool.
S `A sediment disposal area is provided.
-T-AIb Access is provided for maintenanoe.
A site specific, signed and notarized operation and mantenance agreement is provided.
--? The drainage area (including any offsits area) is delinoated on a site plan.
?'I'"`A t3 Access is provided for maintenance.
Plan details for the wetland are provided.
Plan details for the inlet and oudot are provided.
A site specific operation and maintenanco agreement signed and notarized by the responsible party is provided (see
http:flh2o.ehnr.state_ne.uslncwefland sloandm.doc).
' Pocket Watlards have different design parameters and are only assumed to remove 35%TSS - See pp. 19 and 20 of the NO DENR
Stormwater BMP Manual, April 1999.10°5 open water, 501/6 high marsh, 40%1 ow m &h.
L© 89VJ NObl9IS -i-if1SNdf11 Z880ZZSPOL T17 :OT 9007,/9T/80
SGNd11SM-JMO:8WUN 26892216%:131 zo:w 9f11 S882-9T-9fld
DWQ Project No. - I
DIVISION OF VVATERQUALITY - 401 EXTENDED DETENTION (and POCKET*) VJETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name 1R-? hone Number. 3 23
p
Contact Person, sAk:J_-?+' M' ra
For projects wit'r multiple ba sins, specify which basin this worfcsheet applies to:
Permanent Pool Elevation - a7 a .20 - ft. (devation of the orifice invert out)
levation of the outlet structure invert In)
(
Temporary Pool Elevation 7 q.5 S fL e
Permanent Pool Surface Area -sq. ft (water surface area at permanent pool elevatJan)
(on-site and off-site drainage to ttie basn)
Drainage Area
.9 co ac.
49 ac
2
(on-site and off•Slte drainage to the basin
•
Impervious Area .
.
a oa sq. ft. (at permanent pool elevation approximately 15%)
'
Forebay Surface Area
Area
Surface
"-
3'
arsh 0 (S 5 sq. IL
, - (at permanent pool elevation approximately 35%)
ermanent pool elevation approximately 35%)'
t
Marsh
Surface Area
9"
-1
8"
tA >'? A3 sq, ft.
(
$ G C. sq. it. p
(a
(at permanent pool elevation approximately 15%)*
Micro Pool Surface Area
cl 2 t..p a cu. ft. (volume detained on top of the permanent pool)
Temporary Pool Vvlun1e
SAIDA used I • $ Or- (surface area to drainag a area ratio)'
Diameter of Orifice I. 7-S In. (drarr down ontice diameter)
II, REQUIRED ITEMS CHECKLIST
Initial in the spac9 provided to indicate the following design requirements have been met and supporting nage©nt plan submlttal attached. Ita
raquiremont has not boon met, attach an axpfanation of why. At a minimum, a comple ormw and outlet structure details, a ncludes
a woAsheot for each BMP, design calculations, plans and specifications showing all drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package Ml result in a request for
additional information and will substantially delay final review and approval of the project
A lica? nts Initials
-r The temporary pool controls runoff from the 1 inch rain.
?;4$ The basin side slopes are no steeper than 3:1.
ter- A planting plan for the marsh areas with plant species and densities Is provided.
?JArz. Vegetation above tho permanent pool elevaWn is spec hod.
-! AT ??An cmorDen cy drain is provided to drain the basin.
ri The temporary pool draws down In 2 to 5 days.
Sedlment storage Is provided in the permanent pool.
- 1 A sediment disposal area is provided.
Accoss is provided for maintenance. ration agreement is provided.
situ specific, signed and notarized ope
-?- The drainage area (including any offsitte area) is delineated on a site plan
- 17: Acces3 is provided for maintenance.
Plan details for the wetland are provided.
Plan detdls for the inlet and outlet are providod. provided see
site specific operation and maintenance agreement, signed and notarized by the responsible party is p
http alh2o.chnr.state.nc.uslncw etiand sloand m.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, 40% low marsh.

80 30dd tJO4•JJIS 1-inEMJf11 Z888ZZ9b8L TV :BT 980Z/9T/88
d SaN1J113M-0MOa3WIJN 26692216T6:131 20:OT 3(11 S002-9T-9nu
DWQ Project No. o `1 ` l v 1 Lp
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET') YJETLAND WORKSHEET
1. PROJECT INFORMATION (pieaso complete the ` following information):
Project Name : rt r1 P,%
`t 33 - 5 5'1
Phone Number. 141"11)
Contact Person: 5 A r"s AG?1 t M 1 i. - lies to:
For projects with multiple basins, specify which basin this worksheet app
Permanent Pool Elevstion Co 84.0 o
$ L ft.
ft (elevation of the orifice invert out)
(elevation of the outlet structure inve rt In)
Temporary Pool Elovation .
Permanent Pool Surface Area -103S
8
`14 sq. ft. (water surface area at permanent pool elevation)
(on-sits and off-site drainage to the basin)
Drainage Area •
3-711 ac.
ac. (on-site and off-site drainage to the basin)
*
Impervious Area
Area
Surface
y 1 a 't sq. ft. (at permanent pool elevation approximately 15uo)
roxim atoly 35`/0)*
tion a
l
l
Area
Surface
0°-9"
Marsh $
S sq. ft.
fL
s pp
e
eva
(at permanent poo
(at permanent pool elevation approximately 35%)*
Marsh 7.18' Suface Area o to CA q.
sq. ft. (at permanent pool elevation opproximately
Micro Pool Surface Area
S. 9 Z 1
L * cu. ft. (volume detained on top of the permanent pool)
Temporary Pool Volume 3
f . 80 'la (surface area to drainage area ratio)*
$A/DA used
Diameter of Orifice _ l • 5 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, tf a
requirement has not boon met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal InCILdes
a worksheet for each BMP, design calculations, plans and specifications showing all BIhPs 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
addltonal information and will substantially delay final review and approval of the project
Ap I rAnts Initipis
The temporary pool controls runoff from the 1 inch raln.
.-.?---' The basin side slopes are no steeper than 3:1.
7 A planing plan for the marsh areas with plot 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 permarent pool.
A sediment disposal area is provided.
Access Is provided for maintenmce.
-17 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 A sito specific operation and maintenance agreement, signed and notarized by the responsible party Is provided (see
http://h2o.chnr.state.no.us,lnuwetandsloandm.doc).
' Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - Sea pp. 19 and 20 of the NO DENR
Stormwater BMP Manual, April 1959.10% open water. 50% high marsh, 40% Imv marsh.
60 39dd HowDiS 1 nal,i ifll zeeoZZSP9L T1rt3T 5©9Z/9T/80
T 'd S01 Jd1131,1-01,1(1:3WUN 26892216T6:131 -)2:tbT NOW SOOB-ST-Elms
TURNBULL © STGMON DESIGN
TO: COMMENTS:
DWQ
Attn: Sam Aghimen Sam,
I am sending you a letter regarding the difference in areas, all of the
worksheets and the maintenance agreement. Please take a minute to
review and let me know if you have any questions. Thanks.
FAX. NO. 919.733.6893
DATE: August 15, 2005
REFERENCE: 03168-Summers Walk
PAGES: 13 including cover
ACTION:
? FOR APPROVAL
? FOR YWR GSE
? AS REQVE.fftti D
® FOR REVIEW AND GOUMENT
CC
Tim Brown
?Yc
4"
Land 1001'VgrahacdSgpore fjr;Le P"Ie:704-529-6600
Daefopment Su ile 5So Far: 704-522 -0882
Denem S.rvices Chmia:le, A'C2820g tumbulhl -mon.om
TO OJdd rioiJ9IS 1-ina4 ni
ffj

FAX TRANSMITTAL
Z88©ZZSPOL LIST 5©OZ/SI/80

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TURNBULL 4 SIGMON DESIGN
`r
August 16, 2005
Mr. Samuel A. Aghimien
NCDENR - Division of Water Quality
2321 Crabtree Boulevard
Suite 250
Raleigh, NC 27604-2260
Re: 03168 - Summers Walk
Sam,
In response to your comment regarding the difference in areas, we are only developing
approximately 100 acres at this time. The remaining +l-123 acres will be developed in a
future phase.
Please call should you have any questions or need to discuss.
Tim Brown
Cc: file
Lrid
Devef;'+mant
Desig Setvica
loci MarcheadSquureDrive Ph"c;?OJ-529-6500
Suite 530 Far 704-522-0882
Charloitc, NC 28203 turn bulhigmon.corn
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z CJ
SON1J-119M-0M0:3WdN 2689Z2Z6T6:-131 eZ:t7T NOW SOOZ-ST-J(ld
DWQ Project No. O 4 - I" IL P
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET`) WETLAND WORKSHEET
1. PROJECT INFOMIATION (please complete the following information):
Project Name: Sumr eKs wA
Contact Person: SAM AG-114iHIC-r-I Phone Number: (R14) -733-3S-7 4
For projects with mul`JPle basins, specify which basin INS worksheet applies to: 4- 1
Permanent Pool Elevation `10(+•00 11 (elevation of the orifice Invert out)
Temporary Pool Elevation -1 a (P. (Pt .0 ft. (elevation of the cutlet structure inve rt in)
Permanent Pool Surface Area 9 R-i to sq. ft (water surface area at permanent pool elevation)
Drainage Area 4. R Z ac. (on-site and off-site drainage to the basin)
Impervious Area 1- a 2 ac. (on-site and off-situ drainage to the basin)
Forebay Surface Area 4 * 1 4.4 a sq. ft (at permanent pool e'evabon approximately 15%)'
Marsh 0"-9" Surface Area 3, 4 5 l sq. ft. (at permanent pool o'evaUon approximately 35%)'
Marsh 9"-18" Surfaco Area S, 4 C L sq. ft, (at permanent pool elevation approximately 35%)•
Micro Pool Surface Area 1 463 sq. ft (at permanent pool elevation approximatey 15%)'
Temporary Pool Volume 4 9 0 cu. ft (volume detained on top of the permanent pool)
SAIDA used l . to 1 % (surface area to drzinag a area rabo)l
Diameter of Orifi^e I. Z 5 in. (draw down orifice diameter)
11, REQUIRED ITEMS CHECKLIST
initial in the space proVdad to indicate the following design requirements have been met and supporting documentation is attached. If a
roquiranront has not boon met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal In lodes
a worksheet for each BMP, design calculations, plans and specifications showing all DMPs and outlet structure details, detailed
drainage plan and a fully executed operation and maintenance agreement An incomplete submittal package Kill result I request for
additional Informatics and will substantially delay final review and approval of the projoct
Applicants Initials
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A planting plan for the marsh areas with plant species and 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 droin3ge area (Including zny offsita area) is delineated on a site plan.
Access is provided for maintenance.
Plan details for the wetland are provided. V
Plan datalls for the inlet and outlet are provided.
A s to specific operation and maintenance agreement, signed and notarized by the responsible p is provided (see
hapJ/h?o.ehnr.state.nc.uslncwotland sloandm.doc).
Pocket Wetlands have different design parameters and are only assumed to remove 35°/u TSS - Sea pp.
Stormwater 8MP Manual, April 1999. 102% open water, 50% high marsh, 40% low marsh.
"UTC-'. "i"HEVF- h7?E `rWO F07,[.13AYS FoiC 1~sASity t
E8 S9Vd
tJO ois -1-inENdfll
I
Z88©ZZ9b?L
LT:ST 9OOZ/5T/80
19 and 20 of the NC DENR
'b ' d
SON1J113M_GMar3W1JN 268922Z6T6r-131 82rbT NOW S002-ST-9fld
DWa Project No. Q - I LD IL-0
DIVISION OF WATER QUALITY • 401 EXTENDED DETENTION (and POCKET") WETLAND WORKSHEET
1. PROJECT INFORMATION (ploasacomplete the following information):
Project Name: Sr?Hrtt RS kUK
Contact Person: S.,*,, AC r I Phone Number. (4 1 11) 13'3- 3 S `7 4
For prefects with muldple basins, specify which basin this worksheet applies to: ?..
Permanent Pool Elevation -707Z. od ft (elevation of the orifice invert out)
Temporary Pool Elevation 1 o Z. S I ft. (elevation of the outltlt structure invert in)

Permanent Pool Surface Area 4e. e, 4 tai- sq. ft.
r (water surface area at permanent pool elevation)
Drainage Area Z •4 Z ac. (on-site and off-site drainago to the basin)
Impervious Area C>. 9 -1 ac. (on-site and off-site drainage to the basin)
Forobay Surface Area a Cl "1 sq. ft. (at permanent pool dovation approximately 15%)4
Marsh 0'-9" Surface Area 2 3 Z. Z sq. ft (at permanent pool elovaton approximately 35%)`
Marsh 9"-18" Surfaco Area 't- 1" Z- t sq. ft. (at permanent pool elevation apprulmatoly 35%)'
Micro Pod Surface Area 9 g Co sq. ft. (at permanent pool 6ovaton approximately 15%)'

Temporary Pool Volume Lp 4 S
-7x s cu. ft (volume detained on top of the permanent pool)
.
SAIDA usad I, C. I (surface area to drainaga area ratio)'
Diameter of Orifi,e ( in. (draw down orifice diameter)
H. REQUIRED 17EMS CHECKLIST
initial in the Epaco provided to indicate the following design requirements have been met and supporting documentation is attached. ft a
roquiremont 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 BrAPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement An Incomplete submlttal packago will result In a request for
addltional information and will substantially delay final review and approval of the project
Applirn 4% Initials
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no sleeper than 3:1.
A planing plan for the marsh areas with plant species and densities is provided.
Vegetation above the permanent pool elevation is specified.
An emargency drain is provided to drain the basin.
The temporary pool dra•Ns down In 2 to 5 days.
Sediment storage is provided In the permanent pool.
A Eadiment d.sposal area Is provided.
Access Is provided for maintenance.
A site specific, signed and notarized operation and maintenance agreement is provided,
Tha drainage area (Inciuding any offsite area) is deaneated on a site plan.
Access is provided for maintenance.
Plan details for the wetland are provided.
Plan details for the inlet and outet are provided.
A site Epacific operation and maintenance agreement, signed and notarized by the responsible party Is provided (see
http:llh2o, ehnr.state.nc.uslncwetland sro(wdm.doe).
• Pocket Wetlands have d.fferent design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR
Stormwater BNIP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh.
b8 39dd tiow!DIs 1-if1ENdfni Z88OZZSVOL LT:ST SOOZ/ST/8O
S' ' d
SON1J-118M-0M0:EW1JN 268922LGT6r-181 82rt7T NOW SOi©z-ST-Jfld
DWQ Projoct No. O 4 - I C.a 1 l.p
DIVISIC11 OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET') WETLAND WORKSHEET
1. PROJECT INFCRMATION (please
'U""= V,
fete the folowing information):
Project Nane .
Contact Person: A A - -
14111t M"
Phone Number. (9 191 '7 3 -
3 5-7'9
1#3
For projects with multiple b2 sins, specify tvhlch basin this wo rksheet applies to:
Permanent Pool Elevation e.? 91.4.00
9'L 4Ci ft.
ft (elevation of the orifice invert out)
(elevation of the outlet structure invert in)
Temporary Pool Elevation .

permanent Pool Surface Area 95U
?},,?.--
S t5
4 sq. fL

ac (water surfzce area at permanent pool elevation)

(on site and off-site drainage to the basin)
Drainage Area .
. Z5 .
ac (on-site and off-slte drainage to the basin)
Impervious Area 14 t3 .
sq. ft. (at permanent pool elevation approximately 15%)*
ForeWy Surface Area
" 11
13 S sq. ft. (at permanent pool elevation approximately 35,o)
Surface Area
Marsh 0%9
Marsh 9' 18" Surface Area -
.
"7 `1' 1 sq. ft. (at permanent pool elevation epproxim ately 359'0)'
'
Micro Pool Surface Area -13-L sq. ft. (at permanent pool elevation approximately 15%)
S l 8 `? ft
cu (volume detained on top of the permanent pool)
7empcrar y Pool Volume .
,
' • ?3 ?a (surface area to drainage area ratio)'
DA used
SAr
Diameter of Orifice 1 -? In. (draw down orifice diameter)
11. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requiremant has not Caen met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal Includes
a worksheet for each BPAP, design calculations, plans and specifications shaving 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 delzy final review and approval of the project
A lic;,int_s 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 end densities is provided.
Vegetation above the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The temporary pool drags down In 2 to 5 days.
Sediment storage is provided in the permanent pool.
A sediment d;sposal area is provided.
Access Is provided for maintenance.
A site specific, signed and notarized operation and mantenance 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
http:l/h2o.ohnr.stato.nc.uslnewetlany sfoandm.doe). 19 and 20 of the NC DENR
' Pocket Wetlands have different design parameters and are cnl assumed to remove 35,0 TSS - See pp.
Stormwater BMP Manual, Apnl 1999. 10% open water, 50% high marsh, 40% low marsh.
5O 39Vd NOt^t9IS -nflgNdfll Z880ZZSbOL LT:ST SOOZ/ST/80
9' 'd
SGNU-UEM-DMOr9WdN 2Ge92ZLGTG:-131 62:11:7T NOW soo2-sT-enu
DWQ Proect No. O 4- I Le I Le
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET`) WETLAND WORKSHEET
1. PROJECT INFORVATiON (please complete the following informations
Project Name : SUMHF-As W 61L
Contact Person: 5 AM A G N r H I -4 Phone Number. f a r a 1 "7 3` 3 5 14
For projects wdh multiple basins, specify which basin this worksheet applies to: 1W 4
Permanent Pool Elevation
Temporary Pool Elevation
Permanent Pool Surface Area
Dralnage Area
impervious Area
Forebay Surface Area
'Harsh0"•9" Surface Area
marsh 9".18" Surface Area
Moro Pool Surface Area
'107.00 ft.
-1 is z .9-1 _ ft.
3. -1 co 3 sq. ft.
x .coo ac.
I-IS ? ac.
S v '7-T sq. ft
1? 3 Z e sq. ft.
sq. ft,
S 4"1 sq. ft
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(at permanent pool elevation approximMell 15%)"
(at permanent pool elevation approximately 35°io)"
(at permanent pool elevaton approxim ately 35%)*
(at permanent pool elevation approximately 15%)"
Temporary Pool Volume .' z 04 cu. ft (volume detained on top of the permanent pool)
SA1DA used ! • 8co iA (surface area to drainage area ratlo)•
Diameter of Criflce 0. 9- In, (draw down orifice diameter)
IL REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been mot and supporting documenta5on is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a completo stormwater management plan submittal includes
a worksheet for each BMP, design calculatlons, plans and specifications showing ail EMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement An lrcomploto submittal package w'il result in a request for
additional information and will substantially delay final review and approval of the project
Applicnnis Inhals
The temporary peel controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A panting plan for the marsh areas With plani species and densities is provided.
Vegetation above the penmanent pool elevation Is specified.
An emergency drain is provided to drain the basin.
The temporary pool draws down in 2 0 5 days.
Sediment storage is provided in the permanent pool,
A sadtment disposal area is provided.
-Access is provided for maintenance.
A site specific, signed and notarized eparatlon and maintenance agreement is ?rovided.
The drainago area (including any offsits area) is dol'neated on a site plan.
Access Is provided for maintenance.
Plan detals 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 tho responsible party is provided (see
httplth2o.ehnr.state.nc.uslncwetland31oandm.doc). 19 and 20 afthe NC OENR
" Pocket Wetlands have different design parameters snd are only assumed to remove 35% TSS - See pp.
Stormwater 3MP Manual, April 1998.10° o open water, 50°ie high marsh, 40% low marsh.
90 39Vd Nowois -1nnEM?nl Z8E0ZZ9b0L /-T:ST 5002/9T/E0
'd
SONU713M-0Ma:3WUN 568922Z6T6:-131 62:t7T NOW s0o2-sT-eOd
DWQ Project No. 4 A - I LP ILV
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET") WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the followinq Information):
Project Name: S u M i-r A Phone Number: q + 9 33-35-74
Contact Person: SAm A IA I M
For projects with multiple basins, specify which basin this worksheet applies to: =- S
Permanent Pool Elevation
Temporary Pool Elevation
Permanent Pool Surface Area
Drainage Area
Impervious Area
Forobay Surface Area
Marsh 0'-9' Surface Area
Varsh 9"A i3" Surface Area
Micro Pool Surface Area
Temporary Pool Volume
681.00 ft.
Lo S a. 19 ft.
sq. ft
.ol ac.
4 _ il--t ac.
I, 7.0 N _ sq. ft
7'4-4 S sq, ft
Z, 13 5 7. sq. ft.
Zo'1 sq. ft.
I f4-15 I cu. ft.
SA/DA used Z . o r4
Diameter cf 01fica I.5 in.
II. REQUIRED ITEMS CHECKLIST
(elevation of the orifice invert out)
(elovation of the outlet structure invert in)
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(at permanent pool elevation approximately 15%)'
(at permanent pool elevation approximately 351/o)'
(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 foilowing deslgn requirements have been met and supporting documentaton is attached. If a
mquiremant has not besn met, attach an explanation of tvhy. At a minimum, a complete stormwatior management plan submittal Includes
a worksheet for each BMP, design calculations, piars and spocifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agrooment. An incomplete submittal package wll result in a request for
additional information and will substantially delay final review wd approval of the project
Applicants Initials
The temporary pool controls runoff from tha 1 Inch rain.
The basin side slopes are no stoepar than 3;1.
A planting plan for the marsh areas with plant species and densities is provided.
?Vegatation 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 fer maintenance.
_ A site specific, signed and notarized operation and maintenance agreoment is provided.
The drainage area (including any offsite area) is delboated on a ate plan.
Across is provided for maintenance.
Plan details fcr the wetlend are provided.
Plan details for the irlet and outlot are provided.
A site specific operation and maintenance agreement, signed and notarizod by the responsible party is provided (soa
http:ilh2o.ehnrztate.nc.us/ncwetlandsloandm doc).
Pocket. Wetlands have different design parameters and are only assumed to remove 35%TSS- See pp. 19 and 20 of the NC DFNR
Stormwater BMP Manual, April 1599.10°/G open water, 50'/o high marsh, 40% low marsh.
L0 39dd NOw9IS -nnaidfll Z880ZZ51?0L LT :ST SOOZ/5T/80
SGN1dOlEM-0M0r3W1dN 26892ZZ6T6:181 62:t7T NOW S002-ST-Elms
DWQ Project No. O 4- I LP I
DIVISION OF WATER QUALITY • 401 EXTENDED DETENTION (and POCKET') WETLAND WORKSHEET
L PROJECT INFORMATION (please comploto the (cllowing Information);
Project Name: SL3H eA A PhoneWmbor. (gr91'? ?- 3S74
Contact Parson: S A m AGNTMrEM
For projects with multiple basins, specify which basin this worksheet applies to: 0:
Permanent Pool Elevation L47c.0.00
110
4 `1-1 ft.
ft (olevation of the orifice invert out)
(olevation of the outlet structure invert in)
Terr.porary Pool Elevation • .
Permanent pool Surface Area S- 309 __
9
a sq. ft.
ac (water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
Drainage Area
A _
_
&.
7.1115 .
ac. (on-slte and off-site drainage to the basin)
rea
Impervious
Forebay Surface Area .r--
-1'1 Cl
sq. ft.
(at permanent pool elevation approximately 15%)'
'
Marsh 0"-9' Surface Area
Area
f
1S' S
° _
1%1(5
9 S 3
I sq, fL
sq. ft. (tat permanent pod elevation approximately 35%)
(at permanent pool elevation approximately 35%)
ur
ace
-
Marsh 9
Micro Pool Surface Area ? _
$ c ep sq, ft. (at permanent pod elevation approximately 15%)*
Temporary Pool Volume 10 3 b ti cu. ft. (volume detained an top of the permanent pool)
SAIDA used 1 •'13 % (surface area to dralnag a area rafiop
Dlamotar cf Orifice _
I.7-S in. (draw down orifice diameter)
IL REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation Is attached. tf a
requirement has not been met, attach an oxplanation 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 dotailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additia-ial information and will substantially delay final review and approval of the project
Applicants lnlllals
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than V.
A planting plan for the marsh areas with plant specie, and densities is provided.
Vegatatlon 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.
Sedimcnt storage Is provided in time 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 s;ta plan.
Access is provided for maintenance.
Plan details for the wetland are provided.
;'16A

Plan details for the Inlet and outlet are v 1%,V
A site specific operation and maintenance agreement, signed and notarized by the responslble party is provided (sae
http:ilh2o.ehnr,state. nc.uslncwelland sloand m.doc).
' Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS- Sea pp. 19 and 20 of the NC DENR
Stormwater BMP Manual, April 1999.10%open water, 501/6 high marsh, 40% low marsh.
80 SDdd [ioi.jJIS 1-inEm?f11 Z8EOZZSVOL LT :9T 500Z',/5T/80
I
SONU-113M-GM0:3WUN 26892216I6:-191 0t7:t?T NOW S©©Z-Si-JNd
DWQ Project No, o - LD C0
DIVISION OF VIATER QUALITY . 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Nana : TLS
Contact Person: S 1 Phone Number: a r 9
For projects with multiply basins, specify which basin this worksheet applies to:
Permanent Pool Elevation
Temporary Pool Elevation
(e-t g _ 00 ft.
U-I q.SS it
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
Permanent Pool Surface Area
Drainage Area
Imp3rvlous Area
Forebay S urface Area
Marsh 0"-9' Surface Area
Marsh 9', 18' Surface Area
Micro Pool Surface Area
Temporary Pool Volume
5?3 Ca',S_ sq. ft.
5.gco ac.
2.4q ac.
8 o_g- sq. ft.
_g _b S sq. ft.
9, co 3 sq. ft.
$ O CA sq. ft.
Cl 77- Cp o cu, ft.
SAIDAused 1.80 °r+
Dlameter of Orifice -in.
it, REQUIRED ITEMS CHECKLIST
(water surface area at permanent pool elevation)
(on-site and oft-sit: drainage to the basin)
(on-site and off-site drainage to the basin)
(at permanent pool elevation approximately 15%)'
(at permanont pool oleva'jon approxim ately 35%)'
(at permanent pool elevaton approximately 35%r
(at permanent pool elevation approximately 15%)"
(volume dotaired on top of the permanent pool)
(surface area to drainago area mtlo)'
(dram down orifice diameter)
Inlt,al in the space provided to indicota the following design requirements have been met and supporting documentation is attached. if a
requirement has not boon mot, attach an explanation cf why. At a minimum, a complete stormwator management plan submittal Includes
a worksheet for each BMP, design calculations, plans and specilcations showing all BMPs and outlet structure details, a deta led
dralnage plan and a fuky oxecuted operation and maintenance agreement. An incomplete submittal package will result in a request for
additional Information and will substantially delay final review and approval of the project
Applicants Initials
-The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A planting plan for the marsh areas with plant species and densities Is provided.
Vogetation above tho 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 d!sposal area is provided.
Access is providod for maintenance.
A site specific, signed and notarized operation and maintenance agreement is provided.
The drainage area (including any offsita area) is delineated on a site plan.
Access is provided for maintenance.
Plan detals 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 rosponsible parry is provided (see
hftp://h2o.chnr.state.no.us/ncwet andsioandm.doo). a 19 and 20 of the NC DENR
" Pocket Wetlands have d fferent design parameters znd are only assumed to remove 35 /o TSS - Soo pp.
Stormwater BMP Manual, April 1999. 10% open wator, 50% high marsh, 40% low marsh,
60 39Vd N04•i9IS -i-iflfiNdfll ZHOZZSVOL LT:ST S00Z/9T/E0
OT
SONJ-113M-0M0:8WUN 2689S2L6T6:081 Ot7:t7T 1,1014 S002-ST-°nu
DWQ Project No. o 4- I Lo I L,-
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET') WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following intonation):
Project Name : S Q"M e Ia W L
Contact Person: SAM AGNIMIP-tI PhonoNumben (grg) "1i-s- X574
For prefects with mul:iple basins, epecify which basin the worksheet appiles to:
Permaierd Pool Elevation to SL4.0 0 ft (elevation of the crlflce invert out)
Temporary Pool Elevation co 8 -1. -1 1 ft (elevation of the cutlet structure Invert in)
Permanent Pool Surface Area -1.03S sq, ft. (water surface area at permanent pool elevation)
Drainage Area ?.4to ac. (orrsite and o`f-site drainage to the basin)
Impervlous Area 9--7`11 ac. (on-site and off-site drainage to the basin)
'
Forebay Surface Area 1. o 4 'q sq. It (at permanent pool elevation approximately 15%)
'
Marsh 0"-9' Surface Area 4-to 8 sq. ft (at permanent pool o'evation approxim ately 35%)
Marsh 9"-18" Surface Area Z 4 S `L sq. ft (at permanent pool elevation approxim ately 35%)"
'
Micro Pocl Surface Area 1? a ca c. _ sq. ft (at permanent pool elevation approximately 15%
Temporary Pool Volume 13 '17- 1 cu. ft. (vo'ume detained on top of the permanant pcol)
SAlDA used I $O % (surface area to drainage area ratio)'
Diameter of Orifice I . S in. (draw down orifice diameter)
11. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BNP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detalled
drainage plan and a fully executed cperatlcn and maintenance agreement An incomplete submittal package will result in a request for
additional Information
and will substantlally delay final review and approval of the project
Applicants Inifl-,11s
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 draln is provided to drain the basin.
The temporary pool draws dovrn In 2 to 5 days.
Sodiment storage is provided in the permanent pool.
A sed'ment disposal area is provided.
Access Is provided for maintenance.
A site specific, signed and notarized operation and ma ntenance agreement Is provided.
The dralnago area (including any offsite area) Is dellnoated on a site plan.
Access Is provided for mainten ance.
Plan details for the wet:and are provldod.
Plan details for the inlot and outlet are provided,
A site spo:ific operation and maintonance agreement, signed and notarized by the responsible party Is provided (see
hgp://h2o.ohrir.state.no.usincwetlaidsloandm,doc).
" Packet Wetlands have different design parameters and are only assumcd to remove 35%TSS - See pp. 19 and 20 of the NC DENR
Stormwater 8 MP Manual, April 1999. 10% open water, 50°% high marsh, 40 % low marsh.
01 89dd t,lowgIS i?f1EN?ini Z888ZZ9b0L LT :ST 5O8Z/9T/80
T,T . d
SOhJd-l13M-0Ma:3W1JN 26892216T6:131 ab:t7T NOW S002-ST-enu
WET [WETLAND] DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
[Wottand maintenance wording Is bracketed. Please modify the document as appropriate.]
The wet [wetland] detention basin system is defined as the wet [wetland] detention basin, pretreatment
including forebays and the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet [wetland] detention 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 wet [wetland] detention basin system semi-annually or when
depth is reduced to 75% of the original design depth (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.
SEA AITACNE?>
When the permanent pool depth reads ?- 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.] S eE KnAe-Neo - rA11t-F_
When the permanent pool depth reads feet in the forebay [and micro-pool], the sediment shall
be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation
Sediment 1?moval E1.-_?
Bottom E vation
FORE13AY
75%
Sediment Removal Elevation ____
MAIN POND
Page 1 of 2
TI 39dd PJOWJIS -i-inEdrll Z888ZZSb8L
75%_
LT:ST SON, /91/80
ZT d SOhJti118M-OM0 BWdN €6892216T6:131 tib:bS NOW oo2-sT-enu
08/12/2005 FRI 15.43 FAX [phone] F'G Southeast uua,uua
RE,rriovc'caitailas and other iridig'dnous tivetland, planta when thQY,'cover 5Q°ld'of the, basin surface, These .
plants Shall be encouraged to grow along the Veaetatcd chaff and tomb. 1rn malntalnt?d [For wetlandsWetland planting denslila2 in tho marso n the marsh arvabj replanting barn
areas as noedi d. Wetland plants should be encouraged grow
If the basin must be ctrai she ? be m?nit?iG vdrta tha?marn n1 extent practic ushSng of sediment
through the emerpQncyf drain
7. All carnpanents of the wet rwotland] detention basin system shall be maintained in good working order. vv chuli be 8. Level spread o dr ent. an b is Shall broremoved fromothe atructurvmaintained every six
anti a level a evation shall bell
accumulatd diment gradient erosion must be repaired and/or
maintained ac Se across thu entire flow spreading Struciur. Any y dawn
replanted as rtececswy. erformance
the
isoven I lodge and agree listed above. I aGrea to nottltI am yr o'WQ of respoallole for the yr h the syst©m or prior to any
maintenance prop©dura
changes to the syAom or responsibte party.
Note: The legAlly responsible party should not W v homeowners association unless more than 60% of the
i and a rozWent of tho cubdlvWon has bean named tho president-
b have teen sold
a Nota;y Public: for the State of
Tll.? ,LI't ? C.t?
1, :l kt s LZQ . ? that
County of ,.,?„?... d0 hereby ??fY
12.'th' day of .? and acknowledge the due
personally appeared before m4 the .?.^
executlen of the forgoing vmt [wetland) d©tention basin rrp3intenance requirements. Wltnna my hand and
official 4eal,
SEAL.
My commi?iorn expire i ' ?
:i:?r';? , ., .ELK'.':?d:..??,, .:'r..:: ,• •.
pQ af'2

ZT 3DVd NOw-Dis -RnEiNdnl Z88OZZSPOL LT:ST SOQZ/5T/60
print narm::_ MS P221r Cozens Forest City, Land Grou
Title: Mane in Memhar
Address: 1301 a®se Boul r West uitn 150
M

foreta Batton Elevation 703.00 699.00 (93.00 699.00 684.00 673.00 675.00 683.0
Foreba Sediment Removal Elevation 703.80 699.80 693.80 699.80 684.80 673.80 675.80 683.80
Main Pool Bottom Elevation 703.00 699.00 693.00 699.00 684.00 673.00 675.00 6B3.00
Main Pond Sediment Removal Elevation 703.80 699.80 693.60 699.80 664.80 673.80 675.80 683.80
Permanent Pool Elevation 706.00 702.00 696.00 702.00 687.00 676.00 678.00 686.00
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Project Name: Summers Walk
Project No. DWQ 04-1616
SUBMITTED DESIGN: 1
8/16/2005
elevations
Permanent Pool (ft) 706
Temporary Pool (ft) 706.66
areas
Permanent Pool SA (sq ft) 9876
Drainage Area (ac) 4.97
Impervious Area (ac) 1.82
Forebay (ft2) 1490
High Marsh (ft2) 3451
Low Marsh (ft2) 3452
Micropool (ft2) 1483
volumes
Temporary Pool (cu ft)
6910
other parameters
SA/DA
Orifice Diameter (in)
Design Rainfall (in)
1.61
1.25
1
Linear Interpolation of Correct SAIDA * * *
% Impervious
Next Lowest 30
Project Impervious 36.6
Next Highest 40
REQUIRED DESIGN:
0.66 ft. depth
3460 sq. ft.
36.6 %
15.08708 %
34.9 %
35.0 %
15.016201 %
100 %
6848 cu. ft.
1.60
0.02 cfs drawdown
3.4 day drawdown
0 ft. Permanent Pool Depth
SA/DA from Table
1.34
1.60
1.73
ok
ok
ok
ok
ok
ok
ok
ok
Project Name: Summers Walk
Project No. DWQ 04-1616
SUIIMITTED DESIGN. 2 REQUIRED DESIGN.-
8/16/2005
elevations

Permanent Pool (ft) 702
Temporary Pool (ft) 702.51 0.51 ft. depth
areas
Permanent Pool SA (sq ft) 6640 1842 sq. ft.
Drainage Area (ac) 2.62
Impervious Area (ac) 0.97 37.0 %
Forebay (ft2) 997 15.01506 %
High Marsh (ft2) 2322 35.0 %
Low Marsh (ft2) 2326 35.0 %
Micropool (ft2) 996 15 %
100.0151 %
volumes
Temporary Pool (cu ft) 3645 3645 cu. ft.
other parameters
SA/DA 1.61 1.61
Orifice Diameter (in) 1 0.01 cfs drawdown
Design Rainfall (in) 1 3.2 day drawdown
Linear Interpolation of Correct SAIDA***
% Impervious
Next Lowest 30
Project Impervious 37.0
Next Highest 40
0 ft. Permanent Pool Depth
SA/DA from Table
1.34
1.61
1.73
ok
ok
ok
ok
ok
ok
ok
ok
Project Name: Summers Valk
Project No. DWQ 04-1616
SUBMITTED DESIGN: 3
8/16/2005
elevations
Permanent Pool (ft) 696
Temporary Pool (ft) 697.46
areas
Permanent Pool SA (sq ft) 4956
Drainage Area (ac) 4.58
Impervious Area (ac) 2.25
Forebay (ft2) 748
High Marsh (ft2) 1735
Low Marsh (ft2) 1741
Micropool (ft2) 732
volumes
Temporary Pool (cu ft)
8184
other parameters
SA/DA
Orifice Diameter (in)
Design Rainfall (in)
2.03
1.2
1
Linear Interpolation of Correct SA/DA * * *
% Impervious
Next Lowest 40
Project Impervious 49.1
Next Highest 50
REQUIRED DESIGN:
1.46 ft. depth
4052 sq. ft.
49.1 %
15.092817 %
35.0 %
35.1 %
14.769976 %
100 %
8182 cu. ft.
2.03
0.03 cfs drawdown
2.9 day drawdown
0 ft. Permanent Pool Depth
SA/DA from Table
1.73
2.03
2.06
ok
ok
ok
ok
ok
ok
ok
ok
Project Name: Summers Walk
Project No. DWQ 04-1616
SUBMI7TED DESIGN: 4 REQUIRED DESIGN:
8/16/2005
elevations
Permanent Pool (ft) 702
Temporary Pool (ft) 702.97
areas
Permanent Pool SA (sq ft) 3763
Drainage Area (ac) 2.6
Impervious Area (ac) 1.13
Forebay (ft2) 567
High Marsh (ft2) 1320
Low Marsh (ft2) 1309
Micropool (ft2) 567
volumes
Temporary Pool (cu ft)
4209
other parameters
SA/DA
Orifice Diameter (in)
Design Rainfall (in)
1.86
0.9
1
Linear Interpolation of Correct SAIDA***
% Impervious
Next Lowest 40
Project Impervious 43.5
Next Highest 50
0.97 ft. depth
2089 sq. ft.
43.5 %
15.067765 %
35.1 %
34.8 %
15.067765 %
100 %
4164 cu. ft.
1.84
0.01 cfs drawdown
3.3 day drawdown
0 ft. Permanent Pool Depth
SA/DA from Table
1.73
1.84
2.06
ok
ok
ok
ok
ok
ok
ok
ok
Project Name: Summers Walk
Project No. DWQ 04-1616
SUBMITTED DESIGN: 5 REQUIRED DESIGN:
8/16/2005
elevations
Permanent Pool (ft) 687
Temporary Pool (ft) 688.79 1.79 ft. depth
areas
Permanent Pool SA (sq ft) 8112 8035 sq. ft.
Drainage Area (ac) 9.01
Impervious Area (ac) 4.47 49.6 %
Forebay (ft2) 1208 14.891519 %
High Marsh (ft2) 2845 35.1 %
Low Marsh (ft2) 2852 35.2 %
Micropool (ft2) 1207 14.879191 %
100 %
volumes
Temporary Pool (cu ft) 16353 16239 cu. ft.
other parameters
SA/DA 2.06 2.05
Orifice Diameter (in) I.5 0.06 cfs drawdown
Design Rainfall (in) 1 3.4 day drawdown
Linear Interpolation of Correct SAIDA***
% Impervious
Next Lowest 40
Project Impervious 49.6
Next Highest 50
0 ft. Permanent Pool Depth
SA/DA from Table
1.73
2.05
2.06
ok
ok
ok
ok
ok
ok
ok
ok
Project Name: Summers Walk
Project No. DWQ 04-1616
SUBMITTED DESIGN: 6 REQUIRED DESIGN:
8/16/2005
elevations
Permanent Pool (ft) 676
Temporary Pool (ft) 677.7
areas
Permanent Pool SA (sq ft) 5308
Drainage Area (ac) 6.98
Impervious Area (ac) 2.78
Forebay (ft2) 779
High Marsh (ft2) 1870
Low Marsh (ft2) 1853
Micropool (ft2) 806
1.7 ft. depth
5240 sq. ft.
39.8 %
14.675961 %
35.2 %
34.9 %
15.184627 %
100 %
ok
ok
ok
ok
ok
ok
volumes
Temporary Pool (cu ft)
other parameters
SA/DA
Orifice Diameter (in)
Design Rainfall (in)
10388
1.73
1.25
1
Linear Interpolation of Correct SAIDA * * *
% Impervious
Next Lowest 30
Project Impervious 39.8
Next Highest 40
10349 cu. ft.
1.72
0.04 cfs drawdown
3.2 day drawdown
0 ft. Permanent Pool Depth
SA/DA from Table
1.34
1.72
1.73
ok
ok
Project Name: Summers Walk
Project No. DW Q 04-1616
SUBMITTED DESIGN: 7 REQUIRED DESIGN:
8/16/2005
elevations

Permanent Pool (ft) 678
Temporary Pool (ft) 679.55 1.55 ft. depth
areas
Permanent Pool SA (sq ft) 5363 4644 sq. ft.
Drainage Area (ac) 5.96
Impervious Area (ac) 2.49 41.8 %
Forebay (ft2) 809 15.084841 %
High Marsh (ft2) 1885 35.1 %
Low Marsh (ft2) 1863 34.7 %
Micropool (ft2) 806 15.028902 %
100 %
volumes
Temporary Pool (cu ft) 9260 9217 cu. ft.
other parameters
SA/DA 1.8 1.79
Orifice Diameter (in) 1.25 0.04 cfs drawdown
Design Rainfall (in) 1 3.0 day drawdown
Linear Interpolation of Correct SAIDA***
% Impervious
Next Lowest 40
Project Impervious 41.8
Next Highest 50
0 ft. Permanent Pool Depth
SA/DA from Table
1.73
1.79
2.06
ok
ok
ok
ok
ok
ok
ok
ok
Project Name: Summers Walk
Project No. DWQ 04-1616
SUBMITTED DESIGN. 8 REQUIRED DESIGN:
8/16/2005
elevations

Permanent Pool (ft) 686
Temporary Pool (ft) 687.71 1.71 ft. depth

areas
Permanent Pool SA (sq ft) 7035 6976 sq. ft.
Drainage Area (ac) 8.96
Impervious Area (ac) 3.74 41.7 %
Forebay (ft2) 1044 14.840085 %
High Marsh (ft2) 2468 35.1 %
Low Marsh (ft2) 2457 34.9 %
Micropool (ft2) 1066 15.152807 %
100 %
volumes
Temporary Pool (cu ft) 13921 13845 cu. ft.
other parameters
SA/DA 1.8 1.79
Orifice Diameter (in) 1.5 0.05 cfs drawdown
Design Rainfall (in) 1 3.0 day drawdown
Linear Interpolation of Correct SAIDA * * *
% Impervious
Next Lowest 40
Project Impervious 41.7
Next Highest 50
0 ft. Permanent Pool Depth
SA/DA from Table
1.73
1.79
2.06
ok
ok
ok
ok
ok
ok
ok
ok
Project Name: Summers Walk
Project No. DWQ 04-1616
SUBMITTED DESIGN: I REQUIRED DESIGN:
8/11/2005
elevations
Permanent Pool (ft) 706
Temporary Pool (ft) 706.66 0.66 ft. depth ok
Y-2---
areas
Permanent Pool SA (sq ft) 9876 3460 sq. ft. ok
Drainage Area (ac) 4.97
Impervious Area (ac) 1.82 36.6 %
Forebay (ft2) 2980 30.17416 % checkforebc
High Marsh (ft2) 3491 35.3 % ok
Low Marsh (ft2) 3452 35.0 %
Micropool (ft2) 1483 15.016201 % ok
115.4921 ° o
volumes
Temporary Pool (cu ft) 6910 6848 cu. ft. ok
other parameters
SA/DA 1.61 1.60 -
Orifice Diameter (in) 1.25 0.02 cfs drawdown -
Design Rainfall (in) 1 3.4 day drawdown ok
Linear Interpolation of Correct SAIDA***
% Impervious
Next Lowest 30
Project Impervious 36.6
Next Highest 40
0 ft. Permanent Pool Depth
SA/DA from Table
1.34
1.60
1.73
C?
fi,o,w m0676r ? OJI-3--yo

Project Name: Summers Walk
Project No. DWQ 04-1616
SUBMITTED DESIGN: 1 REQUIRED DESIGN:
8/11/2005
elevations

Permanent Pool (ft) 706
Temporary Pool (ft) 706.66 0.66 ft. depth ok
areas
Permanent Pool SA (sq ft) 9876 3460 sq. ft. ok
Drainage Area (ac) 4.97
Impervious Area (ac) 1.82 36.6 % -
Forebay (ft2) 1483 15.016201 % ok
High Marsh (ft2) 3458 35.0 % ok
Low Marsh (ft2) 3452 35.0 % ok
Micropool (ft2) 1483 15.016201 % ok
100 %
volumes
Temporary Pool (cu ft) 6910 6848 cu. ft. ok
other parameters
SA/DA 1.61 1.60 -
Orifice Diameter (in) 1.25 0.02 cfs drawdown -
Design Rainfall (in) 1 3.4 day drawdown ok
Linear Interpolation of Correct SAIDA * * *
% Impervious
Next Lowest 30
Project Impervious 36.6
Next Highest 40
0 ft. Permanent Pool Depth
SA/DA from Table
1.34
1.60
1.73

? S
Project Name: Summers Walk
Project No. DWQ 04-1616
SUBMITTED DESIGN: 2 REQUIRED DESIGN:
8/11/2005
elevations
Permanent Pool (ft) 702
Temporary Pool (ft) 702.51 0.51 ft. depth ok
areas
Permanent Pool SA (sq ft) 6640 1842 sq. ft. ok
Drainage Area (ac) 2.62
Impervious Area (ac) 0.97 37.0 % -
Forebay (ft2) 997 15.01506 % ok
High Marsh (ft2) 2322 35.0 % ok
Low Marsh (ft2) 2326 35.0 % ok
Micropool (ft2) 996 15 % ok
100.0151 %
volumes ,
Temporary Pool (cu ft) 3643 3645 cu. ft. =tempo
other parameters
SA/DA 1.61 1.61 -
Orifice Diameter (in) 1 0.01 efs drawdown -
Design Rainfall (in) 1 3.2 day drawdown ok
Linear Interpolation of Correct SAIDA * * *
Im ervious
Next Lowest 30
Project Impervious 37.0
Next Highest 40
0 ft. Permanent Pool Depth
SA/DA from Table
1.34
1.61
1.73
1
c L `?
Project Name: Summers Walk
Project No. DWQ 04-1616
SUBMITTED DESIGN. 2 REQUIRED DESIGN:
8/11/2005
elevations
Permanent Pool (ft) 702
Temporary Pool (ft) 702.51 0.51 ft. depth ok
areas
Permanent Pool SA (sq ft) 6640 1842 sq. ft. ok
Drainage Area (ac) 2.62
Impervious Area (ac) 0.97 37.0 % -
Forebay (ft2) 997 15.01506 % ok
High Marsh (ft2) 2322 35.0 % ok
Low Marsh (ft2) 2326 35.0 % ok
Micropool (ft2) 996 15 % ok
100.0151 %
volumes
Temporary Pool (cu ft) 3645 3645 cu. ft. ok
other parameters
SA/DA 1.61 1.61 -
Orifice Diameter (in) 1 0.01 cfs drawdown -
Design Rainfall (in) 1 3.2 day drawdown ok
Linear Interpolation of Correct SAIDA***
0 ft. Permanent Pool Depth
% Impervious SA/DA from Table
Next Lowest 30 1.34
Project Impervious 37.0 1.61
Next Highest 40 1.73
c
fl
c?
rte,
Rill
Project Name: Summers Walk
Project No. DW Q 04-1616
SUBMI7TED DESIGN: 3 REQUIRED DESIGN-
8/11/2005
elevations

Permanent Pool (ft) 696
Temporary Pool (ft) 697.46 1.46 ft. depth ok

areas
Permanent Pool SA (sq ft) 4956 4051 sq. ft. ok
Drainage Area (ac) 4.58
Impervious Area (ac) 2.25 49.1 % -
Forebay (ft2) 748 15.092817 % ok
High Marsh (ft2) 1735 35.0 % ok
Low Marsh (ft2) 1741 35.1 % ok
Micropool (ft2) 732 14.769976 % ok
100 %
volumes
Temporary Pool (cu ft) 8163 8182 cu. ft. check tempo
other parameters
SA/DA 2.03 2.03 -
Orifice Diameter (in) 1.2 0.03 cfs drawdown -
Design Rainfall (in) 1 2.9 day drawdown ok
Linearlnterpolation of Correct SAIDA***
% Impervious
Next Lowest 40
Project Impervious 49.1
Next Highest 50
0 ft. Permanent Pool Depth
SA/DA from Table
1.72
2.03
2.06
44ej?d
t ! ?l- ?I
Project Name: Summers Walk
Project No. DWQ 04-1616
SUBMITTED DESIGN. 3 REQUIRED DESIGN.-
8/11/2005
elevations

Permanent Pool (ft) 696
Temporary Pool (ft) 697.46 1.46 ft. depth ok

areas
Permanent Pool SA (sq ft) 4956 4051 sq. ft. ok
Drainage Area (ac) 4.58
Impervious Area (ac) 2.25 49.1 % -
Forebay (ft2) 748 15.092817 % ok
High Marsh (ft2) 1735 35.0 % ok
Low Marsh (ft2) 1741 35.1 % ok
Micropool (ft2) 732 14.769976 % ok
100 %
volumes
Temporary Pool (cu ft) 8190 8182 cu. ft. ok
other parameters
SA/DA 2.03 2.03 -
Orifice Diameter (in) 1.2 0.03 cfs drawdown -
Design Rainfall (in) 1 2.9 day drawdown ok
Linear Interpolation of Correct SAIDA***
% Impervious
Next Lowest 40
Project Impervious 49.1
Next Highest 50
0 ft. Permanent Pool Depth
SA/DA from Table
1.72
2.03
2.06

Project Name: Summers Walk
Project No. DWQ 04-1616
SUBMITTED DESIGN: 4
8/11/2005
elevations
Permanent Pool (ft) 702
Temporary Pool (ft) 702.97
areas
Permanent Pool SA (sq ft) 3763
Drainage Area (ac) 2.6
Impervious Area (ac) 1.13
Forebay (ft2) 567
High Marsh (ft2) 1320
Low Marsh (ft2) 1309
Micropool (ft2) 567
volumes
Temporary Pool (cu ft) 4209
other parameters
SA/DA 1.86
Orifice Diameter (in) 0.9
Design Rainfall (in) 1
Linear Interpolation of Correct SAIDA * * *
% Impervious
Next Lowest 40
Project Impervious 43.5
Next Highest 50
1-1 N-
Or( T na
REQUIRED DESIGN:
0.97 ft. depth ok
2089 sq. ft. ok
43.5 % -
15.067765 % ok
35.1 % ok
34.8 % ok
15.067765 % ok
100 %
4164 cu. ft. ok
1.84 -
0.01 cfs drawdown -
3.3 day drawdown ok
0 ft. Permanent Pool Depth
SA/DA from Table
1.73
1.84
2.06

Project Name: Summers Walk
Project No. DW Q 04-1616
SUBMITTED DESIGN: 5 REQUIRED DESIGN:
8/11/2005
elevations

Permanent Pool (ft) 687
Temporary Pool (ft) 688.79 1.79 ft. depth ok
areas
Permanent Pool SA (sq ft) 8112 8035 sq. ft. ok
Drainage Area (ac) 9.01
Impervious Area (ac) 4.47 49.6 % -
Forebay (ft2) 1208 14.891519 % ok
High Marsh (ft2) 2845 35.1 % ok
Low Marsh (ft2) 2852 35.2 % ok
Micropool (ft2) 1207 14.879191 % ok
100 %
volumes
Temporary Pool (cu ft) 16353 16239 cu. ft. ok
other parameters
SA/DA 2.06 2.05 -
Orifice Diameter (in) 1.5 0.06 cfs drawdown -
Design Rainfall (in) 1 3.4 day drawdown ok
Linear Interpolation of Correct SAIDA * * *
% Impervious
Next Lowest 40
Project Impervious 49.6
Next Highest 50
0 ft. Permanent Pool Depth
SA/DA from Table
1.73
2.05
2.06
n4 J

Project Name: Summers Walk
Project No. DWQ 04-1616
SUBMITTED DESIGN: 6 REQUIRED DESIGN:
8/11/2005
elevations

Permanent Pool (ft) 676
Temporary Pool (ft) 677.7 1.7 ft. depth ok
areas
Permanent Pool SA (sq ft) 5308 5243 sq. ft. ok
Drainage Area (ac) 6.98
Impervious Area (ac) 2.78 39.8 % -
Forebay (ft2) 779 14.675961 % ok
High Marsh (ft2) 1870 35.2 % ok
Low Marsh (ft2) 1853 34.9 % ok
Micropool (ft2) 806 15.184627 % ok
100 %
volumes
Temporary Pool (cu ft) 10388 10349 cu. ft. ok
other paramelers
SA/DA 1.73 1.72 -
Orifice Diameter (in) 1.25 0.04 cfs drawdown -
Design Rainfall (in) 1 3.2 day drawdown ok
Linear Interpolation of Correct SAIDA***
% Impervious
Next Lowest 40
Project Impervious 39.8
Next Highest 50
0 ft. Permanent Pool Depth
SA/DA from Table
1.73
1.72
2.06

57W Fl
Project Name: Summers Walk
Project No. DWQ 04-1616
SUBMITTED DESIGN: 7 REQUIRED DESIGN:
8/11/2005
elevations
Permanent Pool (ft) 678
Temporary Pool (ft) 679.55 1.55 ft. depth ok
areas
Permanent Pool SA (sq ft) 5363 4644 sq. ft. ok
Drainage Area (ac) 5.96
Impervious Area (ac) 2.49 41.8 % -
Forebay (ft2) 809 15.084841 % ok
High Marsh (ft2) 1885 35.1 % ok
Low Marsh (ft2) 1863 34.7 % ok
Micropool (ft2) 806 15.028902 % ok
100 %
volumes
Temporary Pool (cu ft) 7-79-2601 9217 cu. ft. ok
other parameters
SA/DA 1.8 1.79 -
Orifice Diameter (in) 1.25 0.04 cfs drawdown -
Design Rainfall (in) 1 3.0 day drawdown ok
Linear Interpolation of Correct SAIDA***
0 ft. Permanent Pool Depth
% Impervious SA/DA from Table
Next Lowest 40 1.73
Project Impervious 41.8 1.79
Next Highest 50 2.06
a
Ad
170
Project Name: Summers Walk
Project No. DWQ 04-1616
SUBMITTED DESIGN: 8 REQUIRED DESIGN:
8/11/2005
elevations
Permanent Pool (ft) 686
Temporary Pool (ft) 687.71
areas
Permanent Pool SA (sq ft) 7035
Drainage Area (ac) 8.96
Impervious Area (ac) 3.74
Forebay (ft2) 1044
High Marsh (ft2) 2468
Low Marsh (ft2) 3058
Micropool (ft2) 1066
volumes
Temporary Pool (cu ft)
13921
other parameters
SA/DA
Orifice Diameter (in)
Design Rainfall (in)
1.8
1.5
1
Linear Interpolation of Correct SAIDA * * *
% Impervious
Next Lowest 40
Project Impervious 41.7
Next Highest 50
1.71 ft. depth
6976 sq. ft.
41.7 %
14.840085 %
35.1 %
43.5 %
15.152807 %
108.543 %
13845 cu. ft.
1.79
0.05 cfs drawdown
3.0 day drawdown
0 ft. Permanent Pool Depth
SA/DA from Table
1.73
1.79
2.06
ok
ok
ok
ok
check to maj
ok
ok
ok
Project Name: Summers Walk
Project No. DWQ 04-1616
SUBA11 ED DESIGN: 8
8/11/2005
elevations
Permanent Pool (ft) 686
Temporary Pool (ft) 687.71
areas
Permanent Pool SA (sq ft) 7035
Drainage Area (ac) 8.96
Impervious Area (ac) 3.74
Forebay (ft2) 1044
High Marsh (ft2) 2468
Low Marsh (ft2) 2457
Micropool (ft2) 1066
volumes
Temporary Pool (cu ft)
other parameters
SA/DA
Orifice Diameter (in)
Design Rainfall (in)
13921
1.8
1.5
1
Linear Interpolation of Correct SAIDA***
% Impervious
Next Lowest 40
Project Impervious 41.7
Next Highest 50
REQUIRED DESIGN:
1.71 ft. depth
6976 sq. ft.
41.7 %
14.840085 %
35.1 %
34.9 %
15.152807 %
100 %
13845 cu. ft.
1.79
0.05 cfs drawdown
3.0 day drawdown
0 ft. Permanent Pool Depth
SA/DA from Table
1.73
1.79
2.06
ok
ok
ok
ok
ok
ok
ok
ok
uP uS?l? be ? r? cfes??n as
5? V ?') V)
aG,l?
DWQ Project No. O 4 -1 c.o Ile
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
PROJECT INFORMATION (please complete the following information):
Project Name : S u?H m ER S W At K
Contact Person: S AM AGH i M I EN Phone Number. (919) -133 -3 S l A
For projects with multiple basins, specify which basin this worksheet applies to:
Permanent Pool Elevation
Temporary Pool Elevation
-10[...00 ft.
-10 4 . u [v ft.
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
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
9 S -1 lp sq. ft.
4. 9-1 ac.
1.97- ac.
*Ic 2 9 So sq. ft.
4 9 1 sq. ft.
3, 4 52 sq. ft.
I. 4 8 3 sq. ft.
(D 9 10 cu. ft.
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(at permanent pool elevation approximately 15%)*
(at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 15%)*
(volume detained on top of the permanent pool)
SA/DA used I -& I % (surface area to drainage area ratio)*
Diameter of Orifice 1. Z S 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 showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1. n
A planting plan for the marsh areas with plant species and densities is provided. D r? Lt?? D
Vegetation above the permanent pool elevation is specified.
An emergency drain is provided to drain the basin. Pik .a 1 (? 7?r5
The temporary pool draws down in 2 to 5 days.
Sediment storage is provided in the permanent pool. LIEI.R WATER 1UA'UP'
A sediment disposal area is provided. ??tfIANOSrtd?i
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
hftp:/ih2o.ehnr.state.nc.us/ncwetlands/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.
* Nor E; TNciRC A1tf -rWO FoReZA,'CS FoR BASIN ' L EA-IA W MIA CQUAL ARFA .
#ION cam S
if Iv chi
DWQ Project No. 04 - I cD ILn
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: 5 u"F t fZS W AL?'
Contact Person: s AM AG N I M1 14Z" Phone Number: (g r g l ? 3 3- 3 S -ii i}
For projects with multiple basins, specify which basin this worksheet applies to: -i -_ Z
Permanent Pool Elevation
Temporary Pool Elevation
-102.00
ft.
7 oZ.S1 ft.
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
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
CD. tc 4o sq. ft.
Z. to 7- ac.
o. Cl 7 ac.
9 Cl -1 sq. ft.
2-37-7- sq. ft.
2 3 7-(p sq. ft.
It It 4> sq. ft.
3 & 43 cu. ft.
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(at permanent pool elevation approximately 15%)*
(at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 15%)*
(volume detained on top of the permanent pool)
SA/DA used I I e! (surface area to drainage area ratio)*
Diameter of Orifice ! 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 showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A 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 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
hftp://h2o.ehnr.state.nc.us/ncwetiands/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. O 4- l u I lr
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : Su*-t H RS WALK,
4
Contact Person: SAM AG"IM 1 Er-4 Phone Number: (q r9) 33.3 S "I
For projects with multiple basins, specify which basin this worksheet applies to: -l' 3
Permanent Pool Elevation Cv 9 tp .oo ft. (elevation of the orifice invert out)
Temporary Pool Elevation to 9 -7. `c Lt ft. (elevation of the outlet structure invert in)

Permanent Pool Surface Area 4, g S cp sq. ft. (water surface area at permanent pool elevation)
Drainage Area +9S ac. (on-site and off-site drainage to the basin)
Impervious Area Z .7-5 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area -7 4 S sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area 1 "1 3 5 sq. ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area 1-141 sq. ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area .-137- sq. ft. (at permanent pool elevation approximately 15%)*

Temporary Pool Volume 9r I c, 3 cu. ft. (volume detained on top of the permanent pool)
SA/DA used 2.03% (surface area to drainage area ratio)*
Diameter of Orifice 1.7- 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 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
Aoolicants 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 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
http://h2o.ehnr. state.nc.us/ncwetland s/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. 0 4 - I tj I L-0
DIVISION OF WATER QUALITY • 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
PROJECT INFORMATION (please complete the following information):
Project Name: 5 U M M F_V,% WALK,
Contact Person: 5 AM A G H I M I E tJ Phone Number: (91 q) -13 3- 3 5 -14
For projects with multiple basins, specify which basin this worksheet applies to: 4
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
-10Z.,oo ft.
-10 7-R-1 ft.
3?co3 _ sq.ft.
Z .coo ac.
1 . 13 ac.
S c.. -1 sq. ft.
?+ 17- o sq. ft.
1,309 sq. ft.
5 tp'11 sq. ft.
4 Z a 9 cu. ft.
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(at permanent pool elevation approximately 15%a)*
(at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 35%a)*
(at permanent pool elevation approximately 15%)*
(volume detained on top of the permanent pool)
SA/DA used I. 8t0 io (surface area to drainage area ratio)*
Diameter of Orifice 0.9 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 showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A 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 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
hftp://h2o.ehnr.state.nc.us/ncwetlands/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.
r
i
i
DWQ Project No. 0 4 - 1 co I In
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : SUMMERS W A I.K
Contact Person: SAM Ac. 1A I M I e M Phone Number: ( 919) -13 3- 3 S -1 ?l
For projects with multiple basins, specify which basin this worksheet applies to: S
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
Diameter of Orifice
REQUIRED ITEMS CHECKLIST
(, 81. oo ft. (elevation of the orifice invert out)
to 8 S. `19 ft. (elevation of the outlet structure invert in)
8117- sq. ft. (water surface area at permanent pool elevation)
9.01 ac. (on-site and off-site drainage to the basin)
4.4"1 ac. (on-site and off-site drainage to the basin)
if -Lo a sq. ft. (at permanent pool elevation approximately 15%)*
Z, 8 4 5 sq. ft. (at permanent pool elevation approximately 35%)*
Z, 3 5 Z sq. ft. (at permanent pool elevation approximately 35%)*
14 7-01 sq. ft. (at permanent pool elevation approximately 15%)*
1 ?o+ 3 S 3 cu. ft. (volume detained on top of the permanent pc
Z . o L. (surface area to drainage area ratio)*
1.5 in. (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, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A 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
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
http://h2o.ehnr.state.nc.us/ncwetland s/oandm.doe).
by the responsible party is provided (see
* 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.
7 c r (Oz_?

DWQ Project No. O 4 - 1 t-p I to
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: Sur IMERS W^Lk
Contact Person: SAM A G 14 1 M I E N Phone Number: (9 19) -I 3'3 - 3 S -/ 4
For projects with multiple basins, specify which basin this worksheet applies to: "I"- Cp
Permanent Pool Elevation I.o-It,.oo ft. (elevation of the orifice invert out)
Temporary Pool Elevation -1--10 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area S, 309 sq. ft. (water surface area at permanent pool elevation)
Drainage Area CD. 9 $ ac. (on-site and off-site drainage to the basin)
Impervious Area Z • -18 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area -1-19 sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area ( %-I o sq. ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area I? S 5 3 sq. ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area Soo sq. ft. (at permanent pool elevation approximately 15%)*
Temporary Pool Volume 10 3 8 8 cu. ft. (volume detained on top of the permanent pool)
SA/DA used 1 .-13 % (surface area to drainage area ratio)*
Diameter of Orifice 1.7-S 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 showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A planting plan for the marsh areas with plant species and densities is provided.
Vegetation above the permanent pool elevation is specified. i &.,
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 prThe drainage area (including any offsite area) is delineated on a site plan. I
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
hUp:/ih2o.ehnr.state.nc.us/ncwetlands/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. 0 4 - I t-o 1co
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : s u M M izS W Al, K
"
Contact Person: s Am Ac w M ? Etit 14
Phone Number: (g 19 ) -1 3 3- 3 5
For projects with multiple basins, specify which basin this worksheet applies to: ?== -'I
Permanent Pool Elevation tp7 a. °o ft. (elevation of the orifice invert out)
Temporary Pool Elevation co -1 9.5 9 ft. (elevation of the outlet structure invert in)

Permanent Pool Surface Area 503 co 3 sq. ft. (water surface area at permanent pool elevation)
Drainage Area 5.9 tp ac. (on-site and off-site drainage to the basin)
Impervious Area 2.49 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area 909 sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area I S S 5 sq. ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area 1 $U-3 sq. ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area o c to sq. ft. (at permanent pool elevation approximately 15%)*

Temporary Pool Volume Z t-P o
9 cu. ft. (volume detained on top of the permanent pool)
0
SA/DA used t • s o % (surface area to drainage area ratio)*
Diameter of Orifice 1. zS 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 showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A planting plan for the marsh areas with plant species and densities is provide(ovided.
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. Cf?/
A sediment disposal area is provided.
Access is provided for maintenance.
A site specific, signed and notarized operation and maintenance agreement iThe drainage area (including any offsite area) is delineated on a site plan. L
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://h2o.ehnr.state.ne.us/ncwetlands/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. O 4- I y I e.n
DIVISION OF WATER QUALITY • 401 EXTENDED DETENTION (and POCKET') WETLAND WORKSHEET
PROJECT INFORMATION (please complete the following information):
Project Name: S L3mi meRS W A, L, K.
Contact Person: _SAM AGNI"IcN Phone Number: (41g) "133- 3S-1 +
For projects with multiple basins, specify which basin this worksheet applies to: `' R
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
Cog[?,oo ft.
v 8 ? .'t 1 ft.
-1 035 sq. ft.
8.qU ac.
3 ."1 4 ac.
o 4 4 sq. ft.
Z? 4 to S sq. ft.
o S 8 sq. ft.
o Co ce sq. ft.
13, 9Z1 cu. ft.
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(at permanent pool elevation approximately 15%)'
(at permanent pool elevation approximately 35%)'
(at permanent pool elevation approximately 35%)'
(at permanent pool elevation approximately 15%)'
(volume detained on top of the permanent pool)
SA/DA used I.8 o % (surface area to drainage area ratio)'
Diameter of Orifice 1.15 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, allacli 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 f r
additional information and will substantially delay final review and approval of the project h
Applicants Initials
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A planting plan for the marsh areas with plant species and 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.
A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
hftp://h2o.ehnr.state.nc.us/ncwetland s/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.
T 'd SONU-U3M-0r1a:3WUN 2689M-6T6:-131 60:81 NOW 5002-ST-9nu
TURNB'ULL 0 SIGMON DESIGN
•
TO: COMMENTS:
DWQ
Attn: Sam Aghimen Sam,
Please see the attached application form showing; the project area of 99.5
acres. Thanks.
FAX. NO. 919.733.6593
DATE: i?ugust 15, 2005 Tim Brown
REFERENCE: 0316$-Summers Walk
PACES: !" including cover
ACTION:
Q tORAPPROYAG
? FOR YOUR USE
? AS REQUESTED
© FORREYIEWAND COMMENT
CC:
Lund Suite3orsheadSquare Dri a Phony 9a¢-?2J-6?00 AX TRANSMITTAL
Dtucdopmcnt Suite 5 §3o Far. ?o¢-gz2-G382 .,E1.' Des.,-,n Seraiecd Cherfotte, NC 282o2 tumbullsiy wn-can
TO 88hd NObJ9IS -nIlgNclfll Z8807ZSbOL OS:ZT SOOZ/ST/80
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SONU-l11lM-0110:3WdN 268922LGT6:_131 OT:ZT NOW soot-ST-enu
. 0FFICE USE ONLY
Date Received Fee Paid Permit Number
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This Form may be photocopied for use as all original
1. Gf,NERAL INFORMATION
1. Applicants name (specify the name f the corporation, individual, etc. who owns the project):
/IAA-%L 2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
_e-m- lz a 'N
.IF
3. Mailing Address for person listed in item ? above:
13ga1 R>r,xs 13"0.3_j __SVsrr- ISO
City: "Ut41'rz_RS11-?ft__ t State: zip: 7-8o'"8
Telephone Number: ( IOtA QLO!
4. Protect Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.): A
5. Location of Project (street address):
City:_- A%JT.NGn tom-{ Z.?O36 County: Mir '1 J F?41?R? ?
6. Directions to project (from nearest major intersection):
A N D S tr. 0-1
7. Latitude: 35 72-1-02- Langitude:? of project
8. Contact person who can answer questions about the project:
Name: ?MMA*A C. LSP_ Telephone Number: ( -40q ) SZq- 65oo
11. PERMIT INFORMATION:
1. Specify whether project is (check one): New
Form SWU-101 Version 3.99 Page 1 of4
_,-Renewal
Z8 39Vd iJO1doIS -rinEMdnl Z8E8ZZSb8L
Modification
09:ZT S??Z/SI/ED
C] SONt1_1SM-OMO:3WdN 2G8922)_GT6:-191 ©T:2T NOW S002-ST-E)fld
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list tt e
existing permit number ! and its issue date (if known)
3. Specify the type of project heck one):
Low Density High Density Redevelop Ceneral Permit __._Other
4, Additional Project Req rerrents (check applicable blanks):
_CAMA Major 9Sedlmentation/Erosion Control X404/401 Permit _NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below, surnmari2e how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project .
1AfiAfE ? \Ll?LL ?? _' F ? ?? . l??tM[7tl i? t . 0 X .__$, °L-
?aws_
___--
©f men' 6. Scas t? ??Fl? Sat.sbs ,_ t?Y .??? ca>r S!m T bED
L?, \k/>cXW%Mos • ';tS A$TAcaE-o N?cZrtq?rust + ot?. ??7+4?LS.
2. Stormwater runoff from this project drains to the u.Y River basin,
3. Total Project Area: q9 • S acres
5. How many drainage areas does the project have? ) O
4. Project Built Upon Area: -3L 5'a
fi. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
l3aslnInfarfzzation L7rairrgeArea 1:. .: Drainage area 2:
Receiving Stream Narne
Receiving Strewn Class
Drainage Area
s Pit JA fte,
&0_,
Existing Impervious' Area
Proposed Inrpervious*Area
% Impervious` Area (total)
lrnper?ious":Sut,fac? Area' "'pzalrJage:Area 1: Drainage Area 2
On-site Buildings
On-site Streets
Cn-site Parking
On•sile Sidewalks
Other on-site
Off-site
Total: Total:
Impervious area is defined as the built upon area including, but not limited to, buildings, ruads, pai'nlnb areas.
sidewalks, gravel areas, etc.
Form SWU-101 Version 3.99
Page 2 of 4
CO 39Vd NOVoIS -nnaiani
I
Z88©ZZSb©L OS:ZT SO©Z/ST/80
t7 'd SONU_1i3M-0MO:3WUN 268922ZGT6:_131 ©T:ZT NOW SD©Z-ST-gnu
7. How was the off-site impervious area listed above derived? AcaxAc. ?%ows - uJ
IV, DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table,
listing each lot number, size and the allowable built-upon area for each lot must be provided as an attachment.
1. The lollurvina covenants are intended to ensure ongoing compliance with state stormwater management permit number
as issued by the Division of Water Quality. These covenants may not be
dianged or deletes! without the consent of the State.
LZW
2. No more tharl's A-ft P4A*sgqu e)eet of any lot shall be covered by structures or impervious materials,
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not Include wood
decking er the water surface of swimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4, Built-upon area in excess of the permitted amount requires a state stormwater management permit modification prior to
construction.
5, All permitted runolFfrom outparcels or future development shall be directed into the permitted storm water control
system. These connections to the storm water control system shall be performed in a manner that maintains the integrity
and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding an all parties and persons
claiming under them, that they will run with the land, that the required covenants cannot be changed or deleted
without ccncurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement farm(s) listed below must ba submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms.
Form SWU-10?
Form SWU-103
Form SWU-104
Form SWU-105
Form SWU-106
Form SWU-107
Form SWU• 103
Form SWU • 109
Wet Detendon Basin Supplement
Infiltration Basin Supplement
Low Density Supplement
Curb Outlet System Supplement
Off-Site System Supplement
Underground Infiltration Trench Supplement
Neuse River Basin Supplement
Innovative Best Management Practice Supplement
FonnSWU-101 Version 3.99
Page 3 of 4
b0 39Cd Nazis -1-inE tni Z880ZZ5b0L 05 tZT
500Z/ST/E0
S 'd
SGNU-l13H-0Ma:EWUN 268921=26T6:n31 TT:ZT tlow seo?-ST-end
VI. SUBIMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
1, Please Indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form
• One c opy of the applicable Supplement Form(s) for each BMP _
• Permit application processing fee of $420 (payable to NCDENR)
• Detailed narrative description of stormwater treatment/management
• Two copies of plans and specifications, including:
Development/Project name
- Engineer and firm
- Legend
- North arrow
- Scale
- Revision number & date
- Mean high Neater line
Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish i:o designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm): Y L F?,??E.S W K1t? L^t-L
MaliingAddress: 1I)8d ` PSESE 'B-w. WCzS?j' w V'1"E ?S?
City u NT?ix.S Vet-t.G state: ?.. Zip: ?$ 4 ?$
Phone: Fax: (7--Q p
?{ ) I9$' 874/41
VIII. APP'LICANT'S CERTIFICATION
1. (print or type name of person listed to General Information, item 2)
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of 15A'
NCAC 2H.1000.
Signature:. -- ..
Fonn SWU-101 Version 3,99
Date:
Page 4 of 4
S0 39dd t-ioveis -nngrl?inl Z88OZZSVOL 0S tZT 5082/ST/80
DWQ Project No. O 4 - I LP ttn
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
PROJECT INFORMATION (please complete the following information):
Project Name : S tj m m ER S WALK
Contact Person: SAM AGN I M I ;' M Phone Number: (9 tq) -133 -3 S-I q
For projects with multiple basins, specify which basin this worksheet applies to: -%Z Permanent Pool Elevation
Temporary Pool Elevation
-10G.oo ft.
-iocf.uty ft.
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
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
q 87 lp sq. ft.
4. 9-1 ac.
1 . 9 Z ac.
2 -990 sq. ft.
X491 sq. ft.
-3 4S2 sq. ft.
I 4 S 3 sq. ft.
(or Cl 10 cu. ft.
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(at permanent pool elevation approximately 15%)*
(at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 15%)*
(volume detained on top of the permanent pool)
SAIDA used I . U I % (surface area to drainage area ratio)*
Diameter of Orifice I . Z 5 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 showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A 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 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
http:/ih2o.ehnr.state.ne.us/ncwetiands/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.
* * NOTE: 'i"NeRC ARE TWO FoRE13Ai5 FOR 13ASIN 4_"l EAc.N W ITH CQUAL AREA,.
DWQ Project No. 0 4 -1 e.n i e o
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : S u M M E1zS W A?L1'
Contact Person: s A M AG 91 m 19- i Phone Number: (9 i g ) -1'3 -5 - 3 5 -14
For projects with multiple basins, specify which basin this worksheet applies to: V= 7
Permanent Pool Elevation -10Z.00 ft. (elevation of the orifice invert out)
Temporary Pool Elevation -1 0 7.51 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 6 tv 40 sq. ft. (water surface area at permanent pool elevation)
Drainage Area 2. LP Z ac. (on-site and off-site drainage to the basin)
Impervious Area 0. 1-I ac. (on-site and off-site drainage to the basin)
Forebay Surface Area 99-1 sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area 23 7- Z 7- sq. ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area 23 Z lp sq. ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area °? 9 L. sq. ft. (at permanent pool elevation approximately 15%)*
Temporary Pool Volume 3 [o +3 cu. ft. (volume detained on top of the permanent pool)
SA/DA used I. 1 ?! (surface area to drainage area ratio)*
Diameter of Orifice { 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 showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A 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 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
http:/lh2o.ehnr.state.nc.us/ncwetiands/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. O 9- I U I LP
DIVISION OF WATER QUALITY • 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: SUMMERS WALK
4
Contact Person: SAM AG N i M 19- 1-4 Phone Number: (4 icl 33 - 3 S "I
For projects with multiple basins, specify which basin this worksheet applies to: ilf 3
Permanent Pool Elevation
Temporary Pool Elevation
Cp 9 c.r.00 ft.
c. 9 -i. -Ir L? ft.
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
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
9 S co sq. ft.
4•SS ac.
Z •Z5 ac.
7,19 sq. ft.
-13 5 sq. ft.
1 "7 4 1 sq. ft.
137- sq. ft.
S 1 L.3 cu. ft.
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(at permanent pool elevation approximately 15%)*
(at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 15%)*
(volume detained on top of the permanent pool)
SA/DA used Z• 03 % (surface area to drainage area ratio)*
Diameter of Orifice 1 • Z 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 showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A 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 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
http://h2o.ehnr.state.nc.us/ncwetiands/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. O 4- 1 U 1 LP
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : S U M" ERs W q1.1,
Contact Person: 5 AM A G H r M r E N Phone Number: (9 r el) " 13 3- 3 9 14
For projects with multiple basins, specify which basin this worksheet applies to: -! 4
Permanent Pool Elevation
Temporary Pool Elevation
-107.00 ft.
-10 z g1 ft.
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
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
-3 '1 cn 3 sq. ft.
Z . co o ac.
l • 3 ac.
S t,1 sq. ft.
1{3Zo sq. ft.
1,3x9 sq. ft.
S ci 1 sq. ft.
4 Z 0 9 cu. ft.
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(at permanent pool elevation approximately 15%)*
(at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 15%)*
(volume detained on top of the permanent pool)
SA/DA used 1.8[o % (surface area to drainage area ratio)*
Diameter of Orifice 0.9 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 showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A 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 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
http://h2o.ehnr.state.nc.us/ncwetiands/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. 0'4 - 1 eo ILP
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
PROJECT INFORMATION (please complete the following information):
Project Name : 5 U"r-1 EIS W AL-K
Contact Person: SAM Ac,N i M r e t-4 Phone Number: (9 1 9) -13 3- 3 5.7 4
For projects with multiple basins, specify which basin this worksheet applies to: #I~ S
Permanent Pool Elevation
Temporary Pool Elevation
(P 817.00 ft.
[o g8.-19 ft.
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
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
9-117- sq. ft.
q.o ac.
4.4'1 ac.
I, zo a sq. ft.
Z, 8 4 5 sq. ft.
Z, 35Z sq. ft.
1, 7-01 sq. ft.
1?,, 353 cu.ft.
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(at permanent pool elevation approximately 15%)*
(at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 15%)*
(volume detained on top of the permanent pool)
SA/DA used Z - 0 y (surface area to drainage area ratio)*
Diameter of Odfice 1.5 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 showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A 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 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
hftp://h2o.ehnr.state.nc.us/newetlands/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. O 4 - I t_n I ILP
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: SUMMERS WAL-k,
Contact Person: SAm AGNIMIEM Phone Number: (qr9) -133- 35-74
For projects with multiple basins, specify which basin this worksheet applies to: * to
Permanent Pool Elevation
Temporary Pool Elevation
Lo-1ci,oo ft.
v -t -1.'1 o ft.
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
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
5, 3og sq. ft.
Co. R S ac.
Z - -16 ac.
1-19 sq. ft.
IF S-1 0 sq. ft.
-?SS3 sq. ft.
8 o O sq. ft.
10 3 8 S cu. ft.
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(at permanent pool elevation approximately 15%)*
(at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 15%)*
(volume detained on top of the permanent pool)
SA/DA used 1 •-7 3 % (surface area to drainage area ratio)*
Diameter of Orifice 1-7-S 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 showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A 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 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
http://h2o.ehnr.state.nc.us/ncwetland s/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. 0 4- t CD I CP
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: SuMMER-S WAl,K
Contact Person: s Am AGHI M i E N Phone Number: (g 19) 1 3 3. 3 S'14
For projects with multiple basins, specify which basin this worksheet applies to: '%1'- -1
Permanent Pool Elevation to-18.00 ft. (elevation of the orifice invert out)
Temporary Pool Elevation to -1 9. S S ft. (elevation of the outlet structure invert in)

Permanent Pool Surface Area 5, 3 co 3 sq. ft. (water surf ace area at permanent pool elevation)
Drainage Area S.9 (p ac. (on-site and off-site drainage to the basin)
Impervious Area 2.49 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area 9 e9 sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area 1 B65 sq. ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area I s to 3 sq. ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surf ace Area o o c-P sq. ft. (at permanent pool elevation approximately 15%)*

Temporary Pool Volume 9 Z c.o 0 cu. ft. (volume detained on top of the permanent pool)

SA/DA used 1.80 % (surface area to drainage area ratio)*
Diameter of Orifice 1. zS 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 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
ADDlicants 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 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
http://h2o.ehnr.state.nc.us/ncwetlands/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. O 4- 1 u I co
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : SL3"MERS W "Nl.K
Contact Person: SA M A G N I M I C N Phone Number: (q i g) 7 33 - 3 5'1 ?}-
For projects with multiple basins, specify which basin this worksheet applies to: 3~ R
Permanent Pool Elevation L.81-*. 00 ft. (elevation of the orifice invert out)
Temporary Pool Elevation 8 •'? I ft. (elevation of the outlet structure invert in)

Permanent Pool Surface Area -1 0 :15 sq. ft. (water surface area at permanent pool elevation)
Drainage Area 8.CILP ac. (on-site and off-site drainage to the basin)
Impervious Area --S.-14 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area 1,o44 sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area 2 t 4 co 8 sq. ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area 3 ? O S S sq. ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area I? O t.o ce sq. ft. (at permanent pool elevation approximately 15%)*
Temporary Pool Volume l 3 9 Z I cu. ft. (volume detained on top of the permanent pool)
SAIDA used I. 80 % (surface area to drainage area ratio)*
Diameter of Orifice I . S 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 showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A 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 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
http://h2o.ehnr.state.nc.us/ncwetiands/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.

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TURNBULL ® SIGMON DESIGN
August 16, 2005
Mr. Samuel A. Aghimien
NCDENR - Division of Water Quality
2321 Crabtree Boulevard
Suite 250
Raleigh, NC 27604-2260
Re: 03168 - Summers Walk
Sam,
rrl?
1 S ?'
In response to your comment regarding the difference in areas, we are only developing
approximately 100 acres at this time. The remaining +/- 123 acres will be developed in a
future phase.
Please call should you have any questions or need to discuss.
Tim Brown
Cc: file
R [R rf-,), [2
k-C7 016M 0
AUG 1 6 2005
DE1`4R - WATER QUALITY
11OLAr DS AND STORMWgTER BRANCH
Land ]oo]Morehead Square Drive Phone: 70¢-529-6500
Development Suite 530 Far: 704-522-0882
Design Services Charlotte, NC 28203 turnbullsigmon.com
TURNBULL 0 SIGMON DESIGN
TO:
Sam Aghimien
NCDENR - DWQ/Wetlands/401 Cert. Unit
2321 Crabtree Boulevard
Suite 250
Raleigh, NC 27604-2260
TEL: [phone]
DATE: August 15, 2005
REFERENCE: 03-168 Summers Walk
TRANSMITTED VIA:
? COURIER
?'smm
® OVERNIGHT
? BY NAND
ACTION:
? FOR APPROVAL
? FOR YOUR USE
? AS REQUESTED
® FOR REVIEWAND COMMENT
? APPROVED AS SUBMITTED
? APPROVED AS NOTED
? RETURNED FOR CORRECTIONS
CC;
file
WE ARE SENDING:
a
4 rp?
® ATTACHED ? UNDER SEPARATE COVER
ITEM DATE DESCRIPTION
1 8/15/05 Water Quality Plans
1 Letter
1 Set of worksheets
1 Maintenance Aereement
COMMENTS:
Sam,
Attached you will find the revised plans per your comments. Please call if
you have any questions. Thank you
Tim Brown
Land Ioo1 Morehead Square Drive Phone:70¢-529-65oo
Development Suite530 Far:704-522-0882 T-R- NSMITT SQL
Design Services Charlotte, NC 28203 turnbullsiwmon.com
,Wb
WET [WETLAND] DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
[Wetland maintenance wording is bracketed. Please modify the document as appropriate.]
The wet [wetland] detention basin system is defined as the wet [wetland] detention basin, pretreatment
including forebays and the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet [wetland] detention 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 wet [wetland] detention basin system semi-annually or when
depth is reduced to 75% of the original design depth (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.
SEE A'rr ACNE t?) 'TAV_-L-E
When the permanent pool depth reads 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.]
S EE A?TAGNEb TABLE
When the permanent pool depth reads feet in the forebay [and micro-pool], the sediment shall
be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation
Sediment moval El. - 75%
------------ ---- Sediment Removal Elevation 75%
-------------------------------------------- -------
Bottom E vation 5% A i
FOREBAY MAIN POND
Page 1 of 2
U-1112/2005 FRI 15;43 FAX [phone] FC Southeast
2003/003
5; Remove cattails and other indigenous wetland.plonts when they.,cover W/'/ 'of the. basin , surface. These,
plants shall be encouraged to grovr along the.vegetatcd shelf and forebay berm.
[For wetlands: Wetland planting densities in the marsh areas should be maintained by replanting bare
areas as needed. Wetland plants should be encouraged to grow in the marsh areas.]
6. If the basin must bo drained for an emergency or to perform maintenance, the flushing of sedl merit
through the emergency drain shall be minimized to the maximum extent practical-
7. All components of the wet (wetland] detention basin system shall be maintained In good working order.
a. Level spread©rs,or,other structuroa that provido ditfu$e flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flour spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
acknowledge and agree by my signature below that 1 arum responsible for the performance of the seven
maintenance procedures listed above. I agree to notify QWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name:- Mr Pter Cozens Forest City Land Grou
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president-
1, a NotaW Public for the State of M DUN (' VDU 1?1
County of M 1L I' , do hereby certify that 176TW-
personally appeared before me this Iz-'L?1 day of ((ST , and acknowledge the duo
execution of the forgoing wet [wetland) detention basin maintenance requirements. Witness my hand and
official seal,
vp TA qY
,?, -tea w cam.. '?
S5-AL
My commission expires (0' IZ • ZD06
Pase r of 2 .
:;: ? y '.( .EO,wi?39k?d:_ r ":'.:.:.., ? .+?h101^IrJIS'..?"1?361'?i{ll?;,ti,?? ?• .., , ": `' 880Z,$'St7.0L? _. r :;7,'? ,&Q,i.:;':SE©Z/ZI/80 ? :.
Z
I
I
Title: Min-ring Member ,
Address: 1301 Reese Boulevard West Suite 150
Basin #1 #2 #3 #4 #5 #6 #7 #8
Foreba Bottom Elevation 703.00 699.00 693.00 699.00 684.00 673.00 675.00 683.00
Foreba Sediment Removal Elevation 703.80 699.80 693.80 699.80 684.80 673.80 675.80 683.80
Main Pool Bottom Elevation 703.00 699.00 693.00 699.00 684.00 673.00 675.00 683.00
Main Pond Sediment Removal Elevation 703.80 699.80 693.80 699.80 684.80 673.80 675.80 683.80
Permanent Pool Elevation 706.00 702.00 696.00 702.00 687.00 676.00 678.00 686.00

DWQ Project No. O 4- I LPIc p
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: SUMrlFizS WAL_?,
Contact Person: SA M AwA i m r En! Phone Number: (a 19) -1 3 S'1 4
For projects with multiple basins, specify which basin this worksheet applies to: 41z 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
Diameter of Orifice
IL REQUIRED ITEMS CHECKLIST
I. C' 1 %
i - Z ,S in.
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(at permanent pool elevation approximately 15%)*
(at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 35%)*
(at permanent pool 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, 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 (? (5 0MI D
The temporary pool controls runoff from the 1 inch rain. V
The basin side slopes are no steeper than 3:1.
A planting plan for the marsh areas with plant species and densities is provided. AU G 1 6 2005
Vegetation above the permanent pool elevation is specified.
An emergency drain is provided to drain the basin. DENR - WATER QUALITY
The temporary pool draws down in 2 to 5 days. WETLANDS AND STORMWATER BRANCH
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
hftp://h2o.ehnr.state.nc.us/ncwetlands/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.
-IOU-00 ft.
-10 U. Coco ft.
9 %1 to sq. ft.
-t-9-1 ac.
1•SZ ac.
4 qtr I, 4 9 a sq. ft.
3, 41-511 sq. ft.
5, 4SZ sq. ft.
I;e 4 6 3 sq. ft.
40 Cl 10 cu. ft.
•!? NOTE; THEM- A'ZE- -T-Wo Fo1ZEBAYS F-r, j3Aslf.? S'.= I
DWQ Project No. O 4 - I U IU
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: S U i-t h ER S W A L_K
Contact Person: SAM Ac. H r M i Ehl Phone Number: (g ? 9) -t 3 3 - 3 5 -14
For projects with multiple basins, specify which basin this worksheet applies to: 7
Permanent Pool Elevation -70Z. oe ft. (elevation of the orifice invert out)
Temporary Pool Elevation -107-61 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area of Cp 4 O sq. ft. (water surface area at permanent pool elevation)
Drainage Area 7-4-P-4 ac. (on-site and off-site drainage to the basin)
Impervious Area 0.9-1 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area Cl `1'1 sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area Z, 3 Z. Z sq. ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area 7- 3 Z Cn sq. ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area 9 9 LP sq. ft. (at permanent pool elevation approximately 15%)*
Temporary Pool Volume 3, 9 S cu. ft. (volume detained on top of the permanent pool)
SA/DA used t . c. I °io (surface area to drainage area ratio)*
Diameter of Orifice I 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 showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A 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 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
http://h2o.ehnr.state.nc.us/ncwetlands/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. O 4 - I LP I LP
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : -SUM" F -RS WALK
Contact Person: s AH AG IA I M IF-W Phone Number: (1111) -13 3- 3 5-7 g
For projects with multiple basins, specify which basin this worksheet applies to: '*3
Permanent Pool Elevation Co ILo•00 ft. (elevation of the orifice invert out)
Temporary Pool Elevation Cn cl 7. 4c.o ft. (elevation of the outlet structure invert in)

Permanent Pool Surface Area 4 cl 5 LP sq. ft. (water surface area at permanent pool elevation)
Drainage Area y A. S 8 ac. (on-site and off-site drainage to the basin)
Impervious Area Z . Z5 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area 146 sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area 1.-135 sq. ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area I? -7 `_;r•_1 sq. ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area '13 Z sq. ft. (at permanent pool elevation approximately 15%)*
Temporary Pool Volume g 184 cu. ft. (volume detained on top of the permanent pool)

SA/DA used Z - 03 % (surface area to drainage area ratio)*
Diameter of Orifice l • Z in. (draw down orifice diameter)
If. 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
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 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
http://h2o.ehnr.state.nc.us/ncwetlands/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. o 4- I U I LP
DIVISION OF WATER QUALITY • 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : S u M M ERs W ALY-,
Contact Person: SAM A G H I M i E rl Phone Number. (91 g ) -1 ? ?, - 3 5 14
For projects with multiple basins, specify which basin this worksheet applies to: --- 4
Permanent Pool Elevation
Temporary Pool Elevation
-107.00 ft.
-10 z .g'1 ft.
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
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
3?7tv3 _ sq.ft.
Z . co o ac.
1•iZ ac.
S c. -1 sq. ft.
113 Z o sq. ft.
1,309 sq. ft.
S t4-1 sq. ft.
4 Z a 9 cu. ft.
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(at permanent pool elevation approximately 15%)*
(at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 15%)*
(volume detained on top of the permanent pool)
SAIDA used I - aco % (surface area to drainage area ratio)*
Diameter of Orifice a• 9 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 showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A 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 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
http://h2o.ehnr.state.nc.usfncwetland s/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. O 4 - I co ILn
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : S U M M FT'S W AtK
Contact Person: SAM AG N I M I E N Phone Number: (9 19) 13 3- 3 S -1
For projects with multiple basins, specify which basin this worksheet applies to: " 5
Permanent Pool Elevation (s 51.00 ft. (elevation of the orifice invert out)
Temporary Pool Elevation co 88.19 ft. (elevation of the outlet structure invert in)

Permanent Pool Surface Area 8-117- sq. ft. (water surface area at permanent pool elevation)
Drainage Area 9.01 ac. (on-site and off-site drainage to the basin)
Impervious Area 4 . +-I ac. (on-site and off-site drainage to the basin)
Forebay Surface Area 10 zo ES sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area Z1845 sq. ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area Z, 9 5 Z sq. ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area 10 7-0-1 sq. ft. (at permanent pool elevation approximately 15%)*

Temporary Pool Volume I L4 3 S 3 cu. ft. (volume detained on top of the permanent pool)

SA/DA used Z •o Q (surface area to drainage area ratio)*
Diameter of Orifice 1.5 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 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
Aoolicants 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 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
http://h2o.ehnr.state.nc.us/ncweflands/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. O 4 - I LD I t.p
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: SUMMERS WAt_1!?,
Contact Person: SAM AGN I M IEN Phone Number: (919) 3 S 7 er
For projects with multiple basins, specify which basin this worksheet applies to: CP
Permanent Pool Elevation 1-07tr.00 ft. (elevation of the orifice invert out)
Temporary Pool Elevation 4 -1 -1.-10 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 5, .08 sq. ft. (water surface area at permanent pool elevation)
Drainage Area 6.9 8 ac. (on-site and off-site drainage to the basin)
Impervious Area Z • $ ac. (on-site and off-site drainage to the basin)
Forebay Surface Area -1-19 sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area I %-10 sq. ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area I+ 8 S 3 sq. ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area S o O sq. ft. (at permanent pool elevation approximately 15%)*
Temporary Pool Volume 10,389 cu. ft. (volume detained on top of the permanent pool)
SA/DA used 1 ."7 3 % (surface area to drainage area ratio)*
Diameter of Orifice 1.7-S 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 showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A 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 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
http://h2o.ehnr.state.nc.us/ncwetland s/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. 0 4 - I Cn I Cn
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: SuMMETZ.S WkLK
Contact Person: s Am AGHi M I F_ N Phone Number: (g q 7 3 ?- 3 S "14
For projects with multiple basins, specify which basin this worksheet applies to: ? -1
Permanent Pool Elevation
Temporary Pool Elevation
Cpl 8. oc ft.
Co -1 9-S 5 ft.
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
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
S03U3 sq. ft.
S .9 m ac.
2.49 ac.
Sag sq. ft.
S S 5 sq. ft.
1 a co 3 sq. ft.
0 0(.p sq. ft.
ClZ [s o cu. ft.
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(at permanent pool elevation approximately 15%)*
(at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 15%)*
(volume detained on top of the permanent pool)
SA/DA used 1.80 % (surface area to drainage area ratio)*
Diameter of Orifice 1.7--S 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 showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A 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 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
http://h2o.ehnr.state.nc.us/ncweflands/candm.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. 0 4- I U I LP
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: SUt-tME.P?s WALK
Contact Person: S A M AG N I, M I E" Phone Number: (9 k 9) -133 - S 5 "1 4
For projects with multiple basins, specify which basin this worksheet applies to: -1 $
Permanent Pool Elevation Cn 8c, •0 0 ft. (elevation of the orifice invert out)
Temporary Pool Elevation [0 8 -1.1 1 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area -7,03S sq. ft. (water surface area at permanent pool elevation)
Drainage Area 8 •`I Cp ac. (on-site and off-site drainage to the basin)
Impervious Area 9--7-1 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area 1r O 4 4 sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area Z; `rtr S sq. ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area Z 4? 5.7 sq. ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area I? o ?• sq. ft. (at permanent pool elevation approximately 15%)*
Temporary Pool Volume 13 `; Z 1 cu, ft. (volume detained on top of the permanent pool)
SA/DA used (surface area to drainage area ratio)*
Diameter of Orifice l . 5 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 showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Applicants Initials
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A 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 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
hftp://h2o.ehnr.state.nc.us/ncwetlands/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.

Project Name: Summers Walk
Project No. DWQ 04-1616
SUBA11= DESIGN: 1 REQUIRED DESIGN:
8/15/2005
elevations
Permanent Pool (ft) 706
Temporary Pool (ft) 706.66 0.66 ft. depth ok
areas
Permanent Pool SA (sq ft) 9876 3460 sq. ft. ok
Drainage Area (ac) 4.97
Impervious Area (ac) 1.82 36.6 % -
Forebay (ft2) 1490 15.08708 % ok
High Marsh (ft2) 3451 34.9 % ok
Low Marsh (ft2) 3452 35.0 % ok
Micropool (ft2) 1483 15.016201 % ok
100 %
volumes
Temporary Pool (cu ft) 6910 6848 cu. ft. ok
other parameters
SA/DA 1.61 1.60 -
Orifice Diameter (in) 1.25 0.02 cfs drawdown -
Design Rainfall (in) 1 3.4 day drawdown ok
Linear Interpolation of Correct SAIDA * * *
% Impervious
Next Lowest 30
Project Impervious 36.6
Next Highest 40
0 ft. Permanent Pool Depth
SA/DA from Table
1.34
1.60
1.73
or t
U
r-b

?f,y ss
s?
Project Name: Summers Walk
Project No. DWQ 04-1616
SUBMITTED DESIGN: 2
8/15/2005
elevations
Permanent Pool (ft) 702
Temporary Pool (ft) 702.51
areas
Permanent Pool SA (sq ft) 6640
Drainage Area (ac) 2.62
Impervious Area (ac) 0.97
Forebay (ft2) 997
High Marsh (ft2) 2322
Low Marsh (ft2) 2326
Micropool (ft2) 996
volumes
Temporary Pool (cu ft)
3645
other parameters
SA/DA
Orifice Diameter (in)
Design Rainfall (in)
1.61
1
1
Linear Interpolation of Correct SAIDA***
% Impervious
Next Lowest 30
Project Impervious 37.0
Next Highest 40
REQUIRED DESIGN:
0.51 ft. depth ok
1842 sq. ft.
37.0 %
15.01506 %
35.0 %
35.0 %
15 %
100.0151 %
3645 cu. ft.
1.61
0.01 cfs drawdown
3.2 day drawdown
0 ft. Permanent Pool Depth
SA/DA from Table
1.34
1.61
1.73
ok
ok
ok
ok
ok
ok
ok
Project Name: Summers Walk
Project No. DWQ 04-1616
SUBMITTED DESIGN: 3 REQUIRED DESIGN:
8/15/2005
elevations

Permanent Pool (ft) 696
Temporary Pool (ft) 697.46 1.46 ft. depth ok
areas
Permanent Pool SA (sq ft) 4956 4052 sq. ft. ok
Drainage Area (ac) 4.58
Impervious Area (ac) 2.25 49.1 % -
Forebay (ft2) 748 15.092817 % ok
High Marsh (ft2) 1735 35.0 % ok
Low Marsh (ft2) 1741 35.1 % ok
Micropool (ft2) 732 14.769976 % ok
100 %
volumes
Temporary Pool (cu ft) 8182 8182 cu. ft. check tempo
other parameters
SA/DA 2.03 2.03 -
Orifice Diameter (in) 1.2 0.03 cfs drawdown -
Design Rainfall (in) 1 2.9 day drawdown ok
Linear Interpolation of Correct SAIDA * * *
% Impervious
Next Lowest 40
Project Impervious 49.1
Next Highest 50
0 ft. Permanent Pool Depth
SA/DA from Table
1.73
2.03
2.06
Project Name: Summers Walk
Project No. DW Q 04-1616
SUBMITTED DESIGN: 3 REQUIRED DESIGN:
8/15/2005
elevations

Permanent Pool (ft) 696
Temporary Pool (ft) 697.46 1.46 ft. depth

areas
Permanent Pool SA (sq ft) 4956 4052 sq. ft.
Drainage Area (ac) 4.58
Impervious Area (ac) 2.25 49.1 %
Forebay (ft2) 748 15.092817 %
High Marsh (ft2) 1735 35.0 %
Low Marsh (ft2) 1741 35.1 %
Micropool (ft2) 732 14.769976 %
100 %
volumes
Temporary Pool (cu ft) 8186 8182 cu. ft.
other parameters
SA/DA 2.03 2.03
Orifice Diameter (in) 1.2 0.03 efs drawdown
Design Rainfall (in) 1 2.9 day drawdown
Linear Interpolation of Correct SAIDA***
% Impervious
Next Lowest 40
Project Impervious 49.1
Next Highest 50
0 ft. Permanent Pool Depth
SA/DA from Table
1.73
2.03
2.06
ok
ok
ok
ok
ok
ok
ok
ok
Project Name: Summers Walk
Project No. DWQ 04-1616
SUBMITTED DESIGN: 3
8/15/2005
elevations
Permanent Pool (ft) 696
Temporary Pool (ft) 697.46
areas
Permanent Pool SA (sq ft) 4956
Drainage Area (ac) 4.58
Impervious Area (ac) 2.25
Forebay (ft2) 748
High Marsh (ft2) 1735
Low Marsh (ft2) 1741
Micropool (ft2) 732
volumes
Temporary Pool (cu ft)
8183
other parameters
SA/DA
Orifice Diameter (in)
Design Rainfall (in)
2.03
1.2
1
Linear Interpolation of Correct SAIDA***
% Impervious
Next Lowest 40
Project Impervious 49.1
Next Highest 50
REQUIRED DESIGN:
1.46 ft. depth
4052 sq. ft.
49.1 %
15.092817 %
35.0 %
35.1 %
14.769976 %
100 %
8182 cu. ft.
2.03
0.03 cfs drawdown
2.9 day drawdown
0 ft. Permanent Pool Depth
SA/DA from Table
1.73
2.03
2.06
ok
ok
ok
ok
ok
ok
ok
ok
Project Name: Summers Walk
Project No. DWQ 04-1616
SUBMITTED DESIGN: 3 REQUIRED DESIGN:
8/15/2005
elevations

Permanent Pool (ft) 696
Temporary Pool (ft) 697.46 1.46 ft. depth

areas
Permanent Pool SA (sq ft) 4956 4052 sq. ft.
Drainage Area (ac) 4.58
Impervious Area (ac) 2.25 49.1 %
Forebay (ft2) 748 15.092817 %
High Marsh (ft2) 1735 35.0 %
Low Marsh (ft2) 1741 35.1 %
Micropool (ft2) 732 14.769976 %
100 %
volumes
Temporary Pool (cu ft) 8184 8182 cu. ft.
other parameters
SA/DA 2.03 2.03
Orifice Diameter (in) 1.2 0.03 cfs drawdown
Design Rainfall (in) 1 2.9 day drawdown
Linear Interpolation of Correct SA/DA***
% Impervious
Next Lowest 40
Project Impervious 49.1
Next Highest 50
0 ft. Permanent Pool Depth
SA/DA from Table
1.73
2.03
2.06
ok
ok
ok
ok
ok
ok
ok
ok
Project Name: Summers Walk
Project No. DWQ 04-1616
SUBMITTED DESIGN: 8 REQUIRED DESIGN:
8/15/2005
elevations

Permanent Pool (ft) 686
Temporary Pool (ft) 687.71 1.71 ft. depth
areas
Permanent Pool SA (sq ft) 7035 6976 sq. ft.
Drainage Area (ac) 8.96
Impervious Area (ac) 3.74 41.7 %
Forebay (ft2) 1044 14.840085 %
High Marsh (ft2) 2468 35.1 %
Low Marsh (ft2) 2457 34.9 %
Micropool (f12) 1066 15.152807 %
100 %
volumes
Temporary Pool (cu ft) 13921 13845 cu. ft.
other parameters
SA/DA 1.8 1.79
Orifice Diameter (in) 1.5 0.05 cfs drawdown
Design Rainfall (in) 1 3.0 day drawdown
Linear Interpolation of Correct SAIDA * * *
% Impervious
Next Lowest 40
Project Impervious 41.7
Next Highest 50
0 ft. Permanent Pool Depth
SA/DA from Table
1.73
1.79
2.06
ok
ok
ok
ok
ok
ok
ok
ok
T 'd SONd113M-0M0:3WdN 2G99S216TG:-131 t7T:60 Idd S002-2T-!Dnu
TURNBULL o SIGMON DESIGN
TO: COMMENTS;
DWQ
Attn: Sam A;himen Sam,
Please review the changes to the worksheets and let the know if we need
to make any revisions to them. I Fun working on betting the maintenance
agreement filled out and updating the plans. Thanks.
FAX. NO. 919.733.6893
DATE: August 12,1-005
Tim Brown
REFERENCE: 03168-Summers Walk
PAGES: ` including cover
ACTION:
? FOR APPIZOVAL
i] f OR YOUR USE
© AS REQUESTED
® 1OR R.EVIEWAND COM1IMLNT
CC:
Land iOGiMorchcrAJSguareDnue Pl,onc7o4-52,9-6500
Druelopaient Suite 530 Far: 70¢-522-0882
Dey;p serim Churlotte,NC28203 turn6ufl?i?rrwn.core
TO 39Vd N4ovaIS -i-inaidnl
" TRANSMITTAL
Z88OZZSbOL VS:60 SOOZ/ZT/80
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SONH-113M-0MQ:8W1JN 2689221676:-191 VT:60 IdJ S00a-2T-enu
DWQ Project No. 04-IL-PILE
DIVISION OF WATER QUALITY • 401 EXTENDED DETENTION (and POCKET') WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following informatlon):
Project Name: SuMMe-M& WArx
Contact Person: s M AUN r ?-11EN Phone Number. (ct 19) -1 sm-3S-7 4
For projects with multiple ba sir;, specify which basin this worksheet applies to: 2 I
Permanent Pool Elevation
Temporary Pool Elevation
Permanent Pool Surface Area
Drainage Area
Impervious Area
Forebay S urface Area
Marsh 0"-9" Surface Area
Marsh 9"-18" Surface Area
Micro Pool Surface Area
Temporary Pool Volume
-1ot..oo ft.
-lot, - (.0c* ft
913 -1 [p sq. ft.
4.9`1 _ ac.
1-87- ao.
.err 1, +q o sq. ft
7, l sq. ft
T,, +5Z ft
I . 4 8 3_ sq. ft.
4 9 10 cu, ft.
41
SAIDA used I. t, I "-
Diamotor of Orifice I • z S in.
II. REQUIRED ITEMS CHECKLIST
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
(water surface area £.t permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainag a to the basin)
(at permanent pool elevation approximately 15%)"
(at permanent pool elevation approximately 35%)'
(at permanent pool elevation approximately 35%)'
(at permanent pool elevation approximately 15%)"
(vo,ume detained on top of the permanont pool)
(surface area to drainage area ratlo)`
(draw down orifice diameter)
Initial in the space provided to indicate the following design Nquiroments have been met and supporting documentation is attached. If a
requirement has not been met, attach an axPlar?ation of tirhy, At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing al BMPs and outlet structure details, a detailed
drainaga plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional Information and will substantlelly delay final review and approval of the project
Annlicants Initia's
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 31-
A planting plan for the marsh areas with plart species and densities is provided. J5;ar?
Vegetation above the permanent pool elevation is speciflod.
An emergency drain is provided to drain the basin.
The temporary pool draws dovrn 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 maintenarce agreement is provided.
The drainage area (including any offsite area) Is delineated on a site plan.
Access is provided for maintenanco.
17
Plan details for tho wetland are provided.
Plan details for the inlot and outlet are provided.
A site specific operation and maintenance agreement, signed and notarized by the responsible part/ is provided (sea
httpJ/h2o.chrir.stato.ric.us/r.cwodand sroandm.doc).
- Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR
StormwaterOMP Manual, April MD. 10% open water, 50% high marsh, 40% low marsh.
'0 + "O-rE', THE7?E AXE -rWo FaRC13AYS FOT. ?AS1?+J ? 1
ZO 39dd tzwoIS -T-if1ENd,-ni Z88OZZ9170L 179:60 900Z/Z1/80
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SON1J-13M-0M0:3WUN 26139222.6%:-131 t7T:6a Idd s©o2-2T-9nu
D'dUQ Project No. Q 4 - I L' 1C.o
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET`) WETLAND WORKSHEET
PROJECT INFORMATION (please Complete the following information):
Project Name: s u
Contact Person: SAtl r- s WALK
Ar-,yr M t V-t4
Phone number (g r g l '13 3- 5"14
For projects with multiple basins, specify which basin this worksheet applies to:
Permanent Pool Elevation 32 -00 ft (elevation of the orifice invert out)
Temporary Pool Elevation -107-all ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area [r 40 _ sq. ft (water surface area at permanent pool elevation)
Drainagu Area % -Coz no. (on-sito and off-site drainage to the basin)
Impervious Area 0.9-1 ac. (on-site and off-site drainage to the basin)
'
Fombay Surface Area q q -1 sq. ft (at permanent pool elevation approximately 15%)
'
Marsh 01-9" Surface Aroa Z, 3 7- 7- sq. ft (at permanent pool elevation approxim ately 35%)
Marsh 9"-18" Surface Area Z , 'Z to sq. ft (at permanent pool clovation approxim otely 35%)'
Micro Pool Surface Area 9 9 LA sq. ft. (at permanent pool elevation approximately 15%)"
Tom porary Pool Volume 30a4s cu. ft. (volume detained on top of the permanent pool)
SA/DA used 1.1-01 0/4 (surface area to drainage area ratio)"
Diameter of Orifice I in. (draw down orifice diameter)
ll. REQUIRED ITEMS CHECKLIST
Initial in tie space provided to Indicate the following design requirements have been met and supporting documentation is attached, If a
requirement has not b6en met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal Includes
a worksheet for each BMP, design calculaticns, plans and speolfications showing all BMps and outlet structure details, a detailed
drainage plan aid a fully executed cparation and maintenance agreement An Incomplete submittal package will result In a request for
additional information and will substantlaliy delay final review and approval of the project

_„___A site specific operation and maintenance agreement, signed and notarized by the responsible part/ is provided (see
hap:/ih2o.ehnr.state.no.uslncwatlands oandm.doc).
' Pockot Wetlands have different design parameters and are only assumed to remove 35Vlc TSS - Sea pp. 19 and 20 of the NC DENR
Stomwater BN.P Manual, April 1999.10% open water, 50% high marsh, 40% low marsh.
Applicants Initla!s
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 plait species and densities is provided. I
Vegetation above the permanent pool elevation is specified. 1
An emergency drain is provided to drain the basin.
The temporary pool draws dovm 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 prcvlded.
The drainage area (including any offsita area) is doline3tad on a site plan.
Accoss is provided for maintenance.
Plan details for the wetland are provided,
Plan details for the inlet and outlet Oro provided.
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SClNU_113M-0MG:3WHN 26892216TG:131 ST:60 IdA S002-2T-9nu
DWq Project No. 0 4 - Ito 1 u
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET') WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: Senr'1M+~?',S WAUK
Contact Person: r t t' Phone Number (g ta) -133 357 $ -
For projects with multiple ba sins, epocify which b asin this worksheet applies to: 4 3
Permanent Pool Elevation 9t to. 00 fL
Temporary Pool Elevation to 91. 4ts ft.
Permanent Pool Surface Area 4, 4 Ste sq. ft
Drainage Area 4-SR ac.
Impervious Area 2.Z S ac.
Forebay Surface Area -148 sq, ft
Marsh 0"-9" Surface Area 1--73S sq. ft
Marsh g"-1 S" Surface Area I 7 41 _ sq. n
Micro Pocl Surface Area -737- sq. ft
Temporary Pool Volume 80 Is 7? - cu- R
SA/DA used -° 3 ;°
Diameter of Orifice I • Z in.
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the folloNing design requ,rements have boon met and supporting documentation Is attachod. If a
requirement has not been mot, attach an explanation of why. At a minimum, a complete stormwater management plan submlttal includes
a woritshoet for each SMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fu'ly executed operation and maintenance agreement An incomplete submittal package will result in a request for
additional informatlon and will substantially delay Mai review and approval of the project
1 G2 icnnts Initials
The temporary pool controls runoff from the t inch rain.
The basin side slopes am 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 13 provideJ 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 maintenanco.
A site speclflc, signed and notarized operation and maintenance agreement is provided.
The drainage area (including any offsite area) is delineatod on a site plan.
Access is prcvided tot maintonance. G?!
Plan details for the wetland are provided.
Plan details for the inlet and outlet are provided.
A site spacific operation and maintenance agreement, signed and notarized by the responsib'e party is p vided s
http://h2o.ehnr.3tato,nc.us/n;;wutlandsloandm,dw).
' Pocket Wetlands have different dodgn 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.
(elovation of the orifice invert out)
(elevation of the outlet structure invert in)
(volume detained on top of the permanent pool) ?r? VU
(surface area to drainage area ratio)'
(draw down orifice diameter)
(water surface area st permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(at permanent pool elevation approximately 1S%)'
(at permanent pool elovabon approximately
(at permanent pool elevation approximately 35%)'
(at permanent pool elevation approximately 15%)'
b0 SDvd iAovnIS -nnc-H?if11 Z88OZZSVBL b5:60 500Z/ZT/60
S •d SONU-l13M-0MQ:E1WUN £689££L6T6:-1E1 ST:60 IaA SI=i©z-ZT-Jfld
DWQ Project No. o 4 - I r..i I L-*
DIVISION OF WATER QUALITY - 401 EXTENDED DETENT1014 (and POCKET') WETLAND WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: su" Mf-7 P-3 WALK
Contact Person: S A H I M I E PI Phone Number: (G"%) `T 33 - X5-1 4
For projects with mu;tiple basins, specify which basin this worksheet applies to: ' t $
Permanent Pool Elevation tp at, .0 o ft (elevation of the orifice invert out)
Temporary Pool Elevation co 8'i • 1 I ft (elevaton of the outet structure invert in)
Permanent Pool Surface Area -1.03-S sq. fl. (water surface area at permanent pool elevation)
Drainaga Area 8.44 ac. (on-situ and cff-site drainage to the basin)
Impervious Area . -7 `4 ac. (on-site and cff-site drainage to the basin)
"
Forebay Surface Area 1.0-44 sq. ft. (at permanent pool elevation approximately 15%)
'
Marsh 0"-9" Surface Area z . ?-r.? E sq. fL (at permanent pool elevation approxim etcly 35%)
Marsh 9"-18" Surface Area Z Q S
r sq. ft. (at permanent pool elevation approximately 35%)"

"
Micro Pool Surface Area tC' (.0 _ sq. ft. (at permanent pool elevation approximately 16%)
Temporary Pool Volume 13 9 Z 1 cu, ft. (volume detained on top of the permanent pool)
5AlDA used l • 8p ?° (surface area to drainage area rato)'
Diameter of Orifice I • S in. (draw down orifico diameter)
11. REQUIRED ITEMS GHECKUST
Initial in the space provided to indicate the following design requirements have boon met and supporting documentation Is attached. Ira
requirement has not been mot, 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 incomp'eW submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
A lica? n:s 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 drmvs 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 agreoment is provided.
The dralrage 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
http:lih2o.ehnr.state.nc.uslncwadandsloand m.dcc).
' 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`Yo low marsh.
SO 39Vd NOw9IS -rf1ENdf11 ZBSOZZSbOL 17S:60 SOOZ/ZT/60

t`
s"
TURNBULL SIGMON DESIGN
loos Morehead Square Drive
Suite 530
Charlotte, North Carolina 28203
Phone: [phone]
Fax: 704.522.o882
Summers Walk
Project No: 03-168
CALCULATIONS FOR:
Water Quality
REV: o8.05.05
Summers Wall: Turnbull Sigmon Design -
JOB NO.: 03-168 BY: BDS iooi Morehead Square Dr., Suite 530 ; 4.
DATE: 07.29.04 P.1?1.: BDS Charlotte, North Carolina 28203
REVISED: 12.09.04 WATER QUALITYBASLY DESIGN
WATER QUALITY REQUIREMENTS FOR BASIN #i
To meet the Water Quality requirements, the procedure outlined in the "Stormwater Best
Management Practices" published by NCDENR will be used. This guide gives the
required pond surface area and storage volume to meet an 85% pollutant removal
efficiency. Also, the pond must detain the first 1" of rainfall and release this volume
over a period of 2 to 5 days. Calculations for these requirements are as follows:
Surface area requirements
Drainage area to pond (Da)= 4.97 Ac
Post-development impervious percentage = 37%
Average pool depth = 3 ft
Designed permanent pool elevation = 706
From table 1.1 in the BMP guidelines the required Surface Area to Drainage Area
Ratio (SA/DA) for a permanent pool depth of 3 feet = 1.61
Required surface area = SA/DA / 100 x Drainage area=
Surface area of pond as designed at permanent pool elevation =
f rainfall requirements
Using the runoff volume calculations in the "Simple Method"
Rv = 0.05 +.009 (1)
Rv= 0.383 in/in
Volume = (Design rainfall) (Rv) (Drainage Area)
Volume = 1" rainfall x Rv in/in x 1/12 in/ft x Da =
This volume must be released over a period of 2-5 days
Flo-*v:
Drainage Area: 4.97 Ac.
Runoff Coefficient: 0.8
50-yr Intensity: 9.00 in/hr
50-yr Flow: 42.94 cfs
or
0.08 Ac
0.23 Ac
0.16 ac-ft
6910 ft^3
% PERIVYANENT POOL DEPTH
Impervious 3 4 5 6 7 8 9
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
15 0.78 0.64 0.57 0.47 0.41 0.38 0.35
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
25 1.16 0.94 0.84 0.71 0.61 0.55 0.53
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
35 1.54 1.26 1.11 0.94 0.80 0.73 0.70
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
45 1.90 1.58 1.38 1.18 1.00 0.91 0.85
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
55 2.23 1.88 1.61 1.41 1.19 1.09 1.01
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
65 2.64 2.22 1.89 1.65 1.42 1.27 1.18
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
75 3.12 2.59 2.23 1.95 1.70 1.48 1.34
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
85 3.55 2.94 2.52 2.22 1.99 1.72 1.55
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
100-yr Intensity:
100-yr Flow:
9.92 in/hr
49.30 cfs
Summers Nall: Turnbull Sigmon Design
.,_.,
JOB NO.: 03-168 BY: BDS low Morehead Square Dr., Suite 530 s, 0,
DATE: 07.29.04 P.M.: BDS Charlotte, North Carolina 28203
REVISED: 12.09.04 WATER B DE I N
WATER QUALITY BASIN #1 MODEL
Water Quality Basin Storage Volumes
Elevation {
(msq I Area
(so Area I
(ac) Volume I
(cu-ft) ! Volume
(ac-ft)
703 1,468 0.0337 0 0.0000
704 j 2,434 0.0559 1 1,929 { 0.0443
705 5,409 1 0.1242 1 5,749 0.1320
706 9,876 1 0.2267 13,273 0.31147
707 11,249 0.2582 23,817 0.5468
708 12,647 ! 0.2903 35.746 0.8206
709 14,069 0.3230 491085 1.1268
Surface Area Distribution
1 SA i% Perm. Poo
Forebay 1490 15.1%
L ovi Marsh ( 3451 34.9%
High Marsh 3452 35.0%
%1;cropool ! 1483 15.0%
Storage Volumes
Elevation
(-So Area
(ac) Volume
(ac-ft)
706 0.2267 0.00
707 0.2582 I 0.24
708 0.2903 0.52
709 ( 0.3230 E 0.82
Elevation Interpolation
Elev Storage Volume Stora e Area
706
Elev
707 0.0000
0.1586
0.2421 9,876
10,776
11,249
Storage elevation = 0.66 ft. above perm. pool elev.
Storage elevation = 706.66 Top of Box= 706.70
Determination of Orifice size for 2-.s (lay dra-%vdo-,vn
a= 2A x sqrt(h) 'Failing head equation
Ct(sgrt(2g))
A= Average pond surface area 1 10326 Isf
g=jGravity constant 32.2 if'Js^2
h=Change in head 0.66 Ift
C=!Orifice constant I 0.6
a=Area of Orifice', 1 0.0085 ?ft2
Diameter- 1.25 in
ime= 4.7 (days
Determination of High Water Elevation
F Q=3.331h^3/2
Q= 50 yr. storm runoff 42.94 cfs
1= weir length 20.00 ft
h= elevation over weir h ft
h= (Q/3.33 x I)^2/3
h= 0.7463295
0 Elevation 707.45
Determination of Emergency Spilhvay Size:
Elevation = 708.00
IF- Q=3.33lh^312
Q= 100 yr. storm runoff 49.30 cfs
1= weir length 1 ft
h= elevation over weir 0.50 ft
1= Q/(3.33 x I^3/2)
Length 41.88
Summers Walk
JOB NO.: 03-168 BY: BDS
DATE: 07.2q.04 P.M.: BDS
REVISED: 12.09.041 11
WATER QUALITY REQUIREMENTS FOR BASIN #2
To meet the Water Quality requirements, the procedure outlined in the "Stormwater Best
Management Practices" published by NCDENR will be used. This guide gives the
required pond surface area and storage volume to meet an 85%a pollutant removal
efficiency. Also, the pond must detain the first V of rainfall and release this volume
over a period of 2 to 5 days. Calculations for these requirements are as follows:
Surface area requirements
Drainage area to pond (Da)= 2.62 Ac
Post-development impervious percentage = 37%
Average pool depth = 3 ft
Designed permanent pool elevation = 702
Turnbull Sigmon Design
loos Morehead Square Dr., Suite 530
Charlotte, North Carolina 28203
From table 1.1 in the BMP guidelines the required Surface Area to Drainage Area
Ratio (SA/DA) for a permanent pool depth of 3 feet = 1.61
Required surface area = SA/DA / 100 x Drainage area=
Surface area of pond as designed at permanent pool elevation =
i" rainfall requirements
Using the runoff volume calculations in the "Simple Method" :
Rv = 0.05 +.009 (1)
Rv= 0.383 in/in
Volume = (Design rainfall) (Rv) (Drainage Area)
Volume = 1" rainfall x Rv in/in x 1/12 in/ft x Da =
This volume must be released over a period of 2-5 days
Flo%v:
Drainage Area: 2.62 Ac.
Runoff Coefficient: 0.8
50-yr Intensity: 9.00 in/hr
50-yr Flow: 22.64 cfs
or
0.04 Ac
0.15 Ac
0.08 ac-ft
3643 ft^3
Q 9
°o PEP.iti7AA Y POOL DEPTH
arvicus 3 4 5 6 7 8 9
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
15 0.78 0.64 0.57 0.47 0.41 0.38 0.35
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
25 1.16 0.94 0.84 0.71 0.61 0.55 0.53
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
35 1.54 1.26 1.11 0.94 0.80 0.73 0.70
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
45 1.90 1.58 1.38 1.18 1.00 0.91 0.85
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
55 2.23 1.88 1.61 1.41 1.19 1.09 1.01
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
65 2.64 2.22 1.89 1.65 1.42 1.27 1.18
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
75 3.12 2.59 2.23 1.95 1.70 1.48 1.34
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
85 3.55 2.94 2.52 2.22 1.99 1.72 1.55
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
100-yr Intensity:
100-yr Flow:
9.92 in/hr
25.99 cfs
r ? T I'
1 .: 03-1
07.29.04 Y.M.: BUS
' ED: 12.00.0,1TER QUALITY BASIN #2 MODEL

Water Quality Basin Storage Volumes
Elevation
(msq I Area
(st) Area (
I (ac) Volume
(cu-ft) Volume
(ac-ft)
699 1,174 0.0270 0 0.0000
700 I 1,707 0.0392 1,431 0.0328
701 3,888 0.0893 4,152 0.0953
702 6,640 f 0.1524 9,350 0.2146
703 7,599 0.1744 16,457 0.3778
704 8,614 1 0.1978 l 24,550 i 0.5636
705 9,686 0.2224 ( 33,685 0.7733
706 10,814 j 0.2483 1 43,920 ! 1.0083
Elevation Interpolation
Elev Storage Volume Storage Area
702
Elev
703 0.0000
0.0836 cu ft
0.1632 6,640
7,132 ac.
7,599
Storage elevation = 0.51 ft. above perm. pool elev.
Storage elevation = 702.51 Top of Box= 702.55
Determination of Orifice size for-2-.r, day dra-*vdo-*vn
a= 2A x sgrt(h) 'Falling head equation
Ct(sgrt(2g))
A= Average pond surface area 6886 eft`
g= Gravity constant 32.2 Ift/s2
h= Change in head 0.51 Ift
C= Orifice constant 0.6
a=Area of Orifice; 1 0.0055 ft2
Diameter= 1 in
:._,- _.r.___._._,
ime= 4.3 days
Turnbull Sigmon Design
loos Morehead Square Dr., Suite 530
Charlotte, North Carolina 28203
Surface A
rea Distribution
_
I SA Perm. Poo
Forebay 997 15.0%
Low Harsh i 2322 i 35A%
High Marsh 2326 35.0010
!.',icropool ! 996 15.0;'0
i
Storage Volumes
Elevation E
(ms]) Area
(ac) I Volume
(ac-ft)
702 0.1524 0.00
703 ! 0.1744 f 0.16
704 0.1978 0.35
705 0.2224 i 0.56
706 0.2483 1 0.79
Determination of High Water Elevation
Q 3/2
Q= 50 yr. storm runoff 22.64 cfs
1= weir length 20.00 ft
h= elevation over weir h ft
h= (Q/3.33 x I)^2/3
h= 0.4870354
[? Elevation 703.04
Determination of Emergency Spilhvay Size
Elevation = 704.0
Q=3.33lh^3/2
Q= 100 yr. storm runoff 25.99 cfs
1= weir length I ft
h= elevation over weir 0.50 ft
1= 0/(3.33 x I^3/2)
Length 22.08
aL n ,? Turn
_?.. 03-1 1001 Moreh
E: 07.29.04 Charlotte
r TED: 12.09.04 WATER
TER QUALITY REQUIREMENTS FOR BASIN #g
To meet the Water Quality requirements, the procedure outlined in the "Stormwater Best
Management Practices" published by NCDENR will be used. This guide gives the
required pond surface area and storage volume to meet an 85% pollutant removal
efficiency. Also, the pond must detain the first 1" of rainfall and release this volume
over a period of 2 to 5 days. Calculations for these requirements are as follows:
Surface area requirements
Drainage area to pond (Da)= 4.58 Ac
Post-development impervious percentage = 49%
Average pool depth = 3 ft
Designed permanent pool elevation = 696.00
From table 1.1 in the BMP guidelines the required Surface Area to Drainage Area
Ratio (SA/DA) for a permanent pool depth of 3 feet = 2.03
Required surface area = SA/DA / 100 x Drainage area=
Surface area of pond as designed at permanent pool elevation =
f rainfall requirements
Using the runoff volume calculations in the "Simple Method" :
0.09 Ac
0.11 Ac
gmon Design=-?
and Square Dr., Suite 530 ,
North Carolina 28203
%o PER1tii4NBNTT POOL DEPTH
Impervious 3 4 5 6 7 8 9
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
15 0.78 0.64 0.57 0.47 0.41 0.38 0.35
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
25 1.16 0.94 0.84 0.71 0.61 0.55 0.53
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
35 1.54 1.26 1.11 0.94 0.80 0.73 0.70
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
45 1.90 1.58 1.38 1.18 1.00 0.91 0.85
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
55 2.23 1.88 1.61 1.41 1.19 1.09 1.01
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
65 2.64 2.22 1.89 1.65 1.42 1.27 1.18
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
75 3.12 2.59 2.23 1.95 1.70 1.48 1.34
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
85 3.55 2.94 2.52 2.22 799 1.72 1.55
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Rv = 0.05 +.009 (1)
Rv= 0.491 in/in
Volume = (Design rainfall) (Rv) (Drainage Area)
Volume = 1" rainfall x Rv in/in x 1/12 in/ft x Da =
This volume must be released over a period of 2-5 days
or
0.19 ac-ft
8163 ft^3
Floxv:
Drainage Area: 4.58 Ac.
Runoff Coefficient: 0.8
50-yr Intensity: 9.00 in/hr
50-yr Flow: 39.57 cfs
100-yr Intensity:
100-yr Flow:
9.92 in/hr
45.43 cfs
lu_nimets A ilk
I IB r.. ? .. .. ...
'T 07.29.04 :
:V; ED: 12.09.04 C
r TER QUALITY BASIN #3 MODEL
Turl gmon ' es gn
1001 Morehead Square Dr., Suite 530
Charlotte, North Carolina 28203
Water Quality Basin Stora ge Volumes
Elevation i
(msl) Area
(sf) i Area
(ac) I Volume i
(cu-ft) ! Volume
(ac-ft)
693 897 0.0206 0 1 0.0000
694 1281 I 0.0294 I 1082 0.0248
695 2500 0.0574 2937 0.0674
696 4956 0.1138 6592 0.1513
697 5725 ( 0.1314 11923 0.2737
698 I
- 6534
-
-
- 0.1500 j 18042 ! 0.4142
699 7
7
382 70.1695 24988 ( 0.5737
700 I 8451 1 0.1940 i 32891 0.7551
Elevation Interpolation
Elev Storage Volume Storage Area
697
Elev
698 0.1224
0.1874 cu ft
0.2628 5725
6099 ac.
6534
Storage elevation = 1.46 ft. above perm. pool elev.
Storage elevation = 697.46 Top of Box= 697.50
Determination of Orifice size for 2-s day drawdown
a= 2A x sqrt(h) 'Falling head equation
Ct(sgrt(2g))
A=lAverage pond surface area 5528
g=! Gravity constant 32.2 Ift/7
h=Change in head 1.46 Ift
C=1Orifice constant i 0.6
a=Area of Orifice! 0.0079 ?ft' Diameter= 1.2 in
Time= „_.4.1 _..days
Surface Area Dis!?SUPEe'm on
i i SA . Poo
For ebay ( 748 15.1%
Low Marsh ! 1735 35.0%
High Marsh 1741 35.1%
`.1icropool 1 732 14.8%
b+ O
k r+.--4
Storage Volumes
Elevation i
(msq Area
(ac) ( Volume
(ac-ft)
696 0.1138 0.00
697 i 0.1314 0.12
698 0.1500 0.26
699 I 0.1695 0.42
700 0.1940 0.60
Determination of High Water Elevation
Q=3.331hA 3/2
Q= 50 yr. storm runoff 39.57 cfs
1= weir length 20.00 ft
h= elevation over weir h ft
h= (Q/3.33 x I)^2/3
h= 0.7067568
?? Elevation 698.21
Determination of Emergency Spillway Size
Elevation = 699.00
Q=3.331h^312
Q= 166r. storm runoff 45.43 cfs
1= weir length 1 ft
h= elevation over weir 0.50 ft
1= Q/(3.33 x I^3/2)
Length 38.59
Summers Walk Turnbull Sigmon Design
JOB NO.: 03-168 BY: BDS 1001 Morehead Square Dr., Suite 530
DATE: 07.29.04 P.M.: BDS Charlotte. North Carolina 282o3
REVISED: 12.09.04 WATER
WATER QUALITY REQUIREMENTS FOR BASIN #4

To meet the Water Quality requirements, the procedure outlined in the "Stormwater Best
Management Practices" published by NCDENR will be used. This guide gives the
required pond surface area and storage volume to meet an 85% pollutant removal
efficiency. Also, the pond must detain the first 1" of rainfall and release this volume
over a period of 2 to 5 days. Calculations for these requirements are as follows:
Surface area requirements
Drainage area to pond (Da)= 2.60 Ac
Post-development impervious percentage = 44%
Average pool depth = 3 ft
Designed permanent pool elevation = 702
From table 1.1 in the BMP guidelines the required Surface Area to Drainage Area
Ratio (SA/DA) for a permanent pool depth of 3 feet = 1.86
Required surface area = SA/DA / 100 x Drainage area= 0.05 Ac
Surface area of pond as designed at permanent pool elevation = 0.09 Ac
1" rainfall requirements
Using the runoff volume calculations in the "Simple Method"
Rv = 0.05 +.009 (1)
Rv= 0.446 in/in
Volume = (Design rainfall) (Rv) (Drainage Area)
Volume = 1" rainfall x Rv in/in x 1/12 in/ft x Da = 0.10 ac-ft
or 4209 ft^3
This volume must be released over a period of 2-5 days
Flo-.v
Drainage Area: 2.60 Ac.
Runoff Coefficient: 0.8
50-yr Intensity: 9.00 in/hr
50-yr Flow: 18.72 cfs
N
°o PER1 L4NENT POOL DEPTH
Impervious 3 4 5 6 7 8 9
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
15 0.78 0.64 0.57 0.47 0.41 0.38 0.35
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
25 1.16 0.94 0.84 0.71 0.61 0.55 0.53
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
35 1.54 1.26 1.11 0.94 0.80 0.73 0.70
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
45 1.90 1.58 1.38 1.18 1.00 0.91 0.85
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
55 2.23 1.88 1.61 1.41 1.19 1.09 1.01
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
65 2.64 2.22 1.89 1.65 1.42 1.27 1.18
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
75 3.12 2.59 2.23 1.95 1.70 1.48 1.34
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
85 3.55 2.94 2.52 2.22 1.99 1.72 ?
1.55

90
3.74
3.10
2.66
2.34
2.11 __
1.83 _
_
1.67
100-yr Intensity: 9.92 in/hr
100-yr Flow: 20.63 cfs
Summers Walk Turnbull Sigmon Design
JOB NO.: 03-168 BY: BDS iooi Morehead Square Dr., Suite 530 i o .
DATE: 07.29.04 P.M.: BDS Charlotte, North Carolina 28203
REVISED: 12.09.04 WATER QUAUIYBASLVDESIGN
WATER QUALITY BASIN #4 MODEL
Water Quality Basin Storage Volumes
Elevation 4
(msl) II Area
(so I Area
(t (ac) Volume j
(cu-ft) ! volume
(ac-ft)
699 589 0.0135 1 0 0.0000
700 { 939 0.0216 1 756 0.0174
701 2043 I 0.0469 1 2211 0.0508
702 3763 0.0864 ; 5067 0.1163
703 4906 0.1126 9385 0.2154
704 6111 { 0.1403 14877 0.3415
705 7374 1 0.1693 21603 0.4959
Surface Area Distribution
{ SA .% Perm. Poo
Forebay 567 15.1%
Low Marsh i 1320 35.1%
High Marsh 1309 34.8%
l.ticropool i 567 i 15.1%
Storage Volumes
Elevation
I
(msq Area

(ac) Volume

(ac-ft)
702 0.0864 0.00
703 { 0.1126 { 0.10
704 0.1403 0.23
705 1 0.1693 { 0.38
Elevation Interpolation
Elev Storage Volume Storage Area
702
Elev
703 0.0000
0.0966 cu ft
0.0991 3763
4877 ac.
4906
Storage elevation = 0.97 ft. above permanent pool elev.
Storage elevation = 702.97 Top of Box = 703.00
Determination of Orifice size for 2-5 day drawdown
2A x sgrt(h) 'Failing head equation

Ct(sgrt(29))
ILLt
A=lAverage pond surface area 4320 lsf
q=lGravitvconstant i 32.2 jft/s^2
h= Change in head 0.97 Ift
C=!Orifice constant 1 0.6
a=lArea of Orifice 1 1 0.0044 ft2
Diameter= 0.9 in
Time= {,, 4.6 ,_.. Ways
Determination of High Water Elevation
Q=3.331h^312
Q= 50 yr. storm runoff 18.72 cfs
1= weir length 20.00 ft
h= elevation over weir h ft
h= (Q/3.33 x I)^2/3
h= 0.4290959
Elevation 703.43
Determination of Emergency Spillway Size
Elevation = 704.00
IF- Q=3.331h^3/2
Q= 100 yr. storm runoff 20.63 cfs
1= weir length I ft
h= elevation over weir 0.50 ft
1= Q/(3.33 x I^3/2)
Length 17.53
Summers Walk Turnbull Sigmon Design
JOB NO.: 03-168 BY: BDS loos Morehead Square Dr., Suite 530
DATE: 07.29.04 P.1,1.: BDS Charlotte, North Carolina 282o3
REVISED: 12.09.04 VATK T IN DESI
WATER QUALITY REQUIREMENTS FOR BASIN #5 °o
Impervious 3 4
the procedure outlined in the "Stormwater Best
To meet the Water Quality requirements 10 0.59 0.49
,
Management Practices" published by NCDENR will be used. This guide gives the 15 0.78 0.64
required pond surface area and storage volume to meet an 85% pollutant removal 20 0.97 0.79
the pond must detain the first 1" of rainfall and release this volume
Also
efficiency 25 1.16 0.94
.
,
over a period of 2 to 5 days. Calculations for these requirements are as follows: 30 1.34 1.08
35 1.54 2
6
Surface area requirements 40 1.73
Drainage area to pond (Da)= 9.01 Ac 45 1.90 E
Post-development impervious percentage = 50% 50 2.06

Average pool depth = 3 ft
55
2.23 1.
8
8
Designed permanent pool elevation = 687 60 2.40 2.03
65 2.64 2.22
1 in the BMP guidelines the required Surface Area to Drainage Area
From table 1 70 2.88 2.40
.
Ratio (SA/DA) for a permanent pool depth of 3 feet = 2.06 75 3.12 2.59
80 3.36 2.78
Required surface area = SA/DA / 100 x Drainage area= 0.1856 Ac 85 3.55 2.94
90 3.74 3.10
Surface area of pond as designed at permanent pool elevation = 0.1862 Ac
Ir' rainfall requirements
Using the runoff volume calculations in the "Simple Method"
Rv = 0.05 +.009 (1)
Rv= 0.5 in/in
Volume = (Design rainfall) (Rv) (Drainage Area)
Volume = 1" rainfall x Rv in/in x 1/12 in/ft x Da = 0.38 ac-ft
or 16353 ft^3
This volume must be released over a period of 2-5 days
Flo-tv:
Drainage Area: 9.01 Ac.
Runoff Coefficient: 0.8
50-yr Intensity: 9.00 in/hr 100-yr Intensity:
50-yr Flow: 77.85 cfs 100-yr Flow:
$ v ?.
PF,RAL4NENT POOL DF,PTH
5 6 7 8 9
0.43 0.35 0.31 0.29 0.26
0.57 0.47 0.41 0.38 0.35
0.70 0.59 0.51 0.46 0.44
0.84 0.71 0.61 0.55 0.53
0.97 0.83 0.70 0.64 0.62
1.11 0.94 0.80 0.73 0.70
1.25 1.05 0.90 0.82 0.77
1.38 1.18 1.00 0.91 0.85
1.50 1.30 1.09 1.00 0.92
1.61 1.41 1.19 1.09 1.01
1.71 1.51 1.29 1.18 1.10
1.89 1.65 1.42 1.27 1.18
2.07 1.79 1.54 1.35 1.26
2.23 1.95 1.70 1.48 1.34
2.38 2.10 1.86 1.60 1.42
2.52 2.22 1.99 1.72 1.55
2.66 2.34 2.11 1.83 1.67
9.92 in/hr
89.38 cfs
Summers WaUr, Turnbull Sigmon Design
JOB NO.: 03-168 BY: BDS iom Morehead Square Dr., Suite 530

DATE: 07.29.04
P.M.: BDS
Charlotte, North Carolina 28203 o J
REVISED: 12.09.04 WATER QUAMIYEASLYDESTGN
VVAlt'.KMUALll Y 1SA,51,N #S MUD
Water Quality Basin Storage Volumes
Elevation
(msD Area
Of) ( Area
i (ac) Volume i
(cu-ft) ! Volume
(ac-ft)
684 1,287 0.0295 0 0.0000
685 2,002 0.0460 1,630 0.0374
686 4,264 0.0979 4,689 0.1077
687 1 8,112 f 0.1862 ! 10,769 0.2472
688 9,198 0.2112 19,410 0.4456
689 10,335 j 0.2373 I 29,161 0.6694
690 11,529 1 0.2647 1 40,076 1 0.9200
691 i 12,356 f 0.2837 52,005 i 1.1939
S
urface Area Distribution
_
I SA I% Perm. Poo
Forebay 1208 14.9%
Low Marsh 2845 i 35.1
High Marsh 2852 35.2%
Lticropool I 1207 I 14.9%
Storage Volumes
Elevation i
i
(mst) k Area

(ac) Volume

(ac-t2)
687 0.1862 0.00
688 I 0.2112 0.20
689 0.2373 0.42
690 I 0.2647 ( 0.67
691
11 0.2837 1 0.95
Elevation Interpolation

Elev Stora e Volume Storage Area
688
Elev
689 0.1984
0.3754 cu ft
0.4222 9,198
10,097 ac.
10,335
Storage elevation = 1.79 ft. above perm. pool elev.
Storage elevation = 688.79 Top of Box = 688.80
Determination of Orifice size for 2-.q day draivdoivn
a= 2A x sgrt(h) 'Falling head equation
Ct(sgrt(2g))
A=jAverage pond surface area 9105 Isf
g=! Gravity constant 1 32.2 ifUs"2
h= Change in head 1.79 Ift
C= Orifice constant 0.6
a=jAreaof Orificel 1 0.0123 JU
Diameter- 1.5 in
[Time= _y.£__-.- days
Determination of High Water Elevation
[---d-?3_331hA3/2
Q= 50 yr. storm runoff 77.85 cfs
1= weir length 24.00 ft
h= elevation over weir h ft
h= (Q/3.33 x I)^2/3
h= 0.982627
0 Elevation 689.78
Determination of Emergency Spillway Size
Elevation = 690.00
Q=3.331h^3/2
Q= 100 yr. storm runoff 89.38 cfs
1= weir length I ft
h= elevation over weir 0.50 ft
1= Q/(3.33 x I^3/2)
Length 75.92
Summers Walk
JOB NO.: 03-168 BY: BDS
DATE: 07.29.04 P.M.: BDS Turnbull Sigmon Design
iooi Morehead Square Dr., Suite 530
Charlotte, North Carolina 28203

r
REVISED: 12.09.04 AT U I3 Il D I
WATER QUALITY REQUIREMENTS FOR BASIN *6 % PER/IIANENT POOL DEPTH
Imperious 3 4 5 6 7 8 9
To meet the Water Quality requirements, the procedure outlined in the "Stormwater Best 10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
Management Practices" published by NCDENR will be used. This guide gives the 15 0.78 0.64 0.57 0.47 0.41 0.38 0.35
required pond surface area and storage volume to meet an 85% pollutant removal 20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
efficiency. Also, the pond must detain the first 1" of rainfall and release this volume 25 1.16 0.94 0.84 0.71 0.61 0.55 0.53
over a period of 2 to 5 days. Calculations for these requirements are as follows: 30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
35 1.54 1.26 1.11 0.94 0.80 0.73 0.70
Surface area requirements 40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
Drainage area to pond (Da)= 6.98 Ac 45 1.90 1.58 1.38 1.18 1.00 0.91 0
85
Post-development impervious percentage = 40% 50 2.06 1.73 1.50 1.30 1.09 1.00 .
0
92
Average pool depth = 3 ft 55 2.23 1.88 1.61 1.41 1.19 1.09 .
1
01
Designed permanent pool elevation = 676 60 2.40 2.03 1.71 1.51 1.29 1.18 .
1.10
65 2.64 2.22 1.89 1.65 1.42 1.27 1
18
From table 1.1 in the BMP guidelines the required Surface Area to Drainage Area 70 2.88 2.40 2.07 1.79 1.54 1.35 .
1
26
Ratio (SA/DA) for a permanent pool depth of 3 feet = 1.73 75 3.12 2.59 2.23 1.95 1.70 1.48 .
1.34
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
Required surface area = SA/DA / 100 x Drainage area= 0.12 Ac 85 3.55 2.94 2.52 2.22 1.99 1.72 1.55
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Surface area of pond as designed at permanent pool elevation = 0.12 Ac
f rainfall requirements
Using the runoff volume calculations in the "Simple Method" :
Rv = 0.05 +.009 (1)
Rv= 0.41 in/in
Volume = (Design rainfall) (Rv) (Drainage Area)
Volume = 1" rainfall x Rv in/in x 1/12 in/ft x Da = 0.24 ac-ft
or 10388 ft^3
This volume must be released over a period of 2-5 days
Flo-.v:
Drainage Area: 6.98 Ac.
Runoff Coefficient: 0.8
50-yr Intensity: 9.00 in/hr 100-yr Intensity: 9.92 in/hr
50-yr Flow: 60.31 cfs 100-yr Flow: 69.24 cfs
u.. rnmei s A ; I Turn gmon Des gn
g r iooi Morehead Square Dr., Suite 530
7= 07.29.04 _ Charlotte, North Carolina 28203
r' ;ED: 12.09.041 - AIER U IYB DI
TER QUALITY BASIN #6 MODEL
Water Quality Basin Storage Volumes
Elevation {
(mst) fl Area
M I Area I
(ac) I Volume
(cu-ft) Volume
(ac-ft)
673 988 0.0227 0 0.0000
674 1,374 0.0315 1,175 0.0270
675 3,024 0.0694 3,318 0.0762
676 5,308 1 0.1219 7,427 0.1705
677 6,184 1 0.1420 1 13,161 0.3021
678 7,084 1 0.1626 ( 19,784 0.4542
679 ( 8,010 0.1839 27,318 0.6271
680 1 8,962 0.2057 35,791 0.8217
Elevation Interpolation
Elev Storage Volume Stora e Area
677
Elev
678 0.1317
0.2385 cu ft
0.2837 6,184
6,816 ac.
7,084
Storage elevation = 1.70 ft. above perm. pool elev.
Storage elevation = 677.70 Top of Box= 677.75
Determination of Orifice size for 2-5 day dra-.vdo-*vn
a= 2A X sgrt(h) `Falling head equation
Ct(sgrt(2g))
A=jAverage pond surface area 6062 ?ft
9=?Gravity constant 32.2 ?fus2
h= Change in head 1.70 ?ft
C=iOrifce constant ; 0.6
=Area of Orifice' 0.0085 ?ft2
Diameter- 1.25 in
ime= 4.5 '- days
Surface Area Distribution
1 SA % Penn. Poo
Forebay 779 14.7%
Low Marsh 1870 35.2%
High Marsh 1853 34.9%
t ticropcol 1 806 15.2
Q F_ ._? III,
Storage Volumes
Elevation
(110 Area
(ac) ( Volume
? (ac-ft)
676 0.1219 0.00
677 0.1420 ! 0.13
678 0.1626 1 0.28
679 0.1839 1 0.46
11 680 0.2057 1 0.65
Determination of High Water Elevation
Q=3.331h^3/2
Q= 50 yr. storm runoff 60.31 cfs
1= weir length 20.00 ft
h= elevation over weir h ft
h= (Q/3.33 x I)^2/3
h= 0.9359729
= Elevation 678.69
Determination of Emergency Spilhvay Size
Elevation = 679.00
-
Q=3.331 h"3/2
I[
Q= 100 yr. storm runoff 69.24 cfs
1= weir length I ft
h= elevation over weir 0.50 ft
1= Q/(3.33 x I^3/2)
Length
IL- 58.81
Summers Walk
JOB NO.: 03-168 BY: BDS
DATE: 07.29.04 P.bi.: BDS
REVISED: 12.09.04
WATER QUALITY REQUIREMENTS FOR BASIN #7
To meet the Water Quality requirements, the procedure outlined in the "Stormwater Best
Management Practices" published by NCDENR will be used. This guide gives the
required pond surface area and storage volume to meet an 85% pollutant removal
efficiency. Also, the pond must detain the first 1" of rainfall and release this volume
over a period of 2 to 5 days. Calculations for these requirements are as follows:
Surface area requirements
Drainage area to pond (Da)= 5.96 Ac
Post-development impervious percentage = 42%
Average pool depth = 3 ft
Designed permanent pool elevation = 678
From table 1.1 in the BMP guidelines the required Surface Area to Drainage Area
Ratio (SA/DA) for a permanent pool depth of 3 feet = 1.80
Required surface area = SA/DA / 100 x Drainage area=
Surface area of pond as designed at permanent pool elevation =
i" rainfall recuirements
Using the runoff volume calculations in the "Simple Method" :
Turnbull Sigmon Design
iooi Morehead Square Dr., Suite 530
Charlotte. North Carolina 2820.R
0.11 Ac 85
90
0.12 Ac
°o
ervious
10
15
20
25
30
35
40
45
50
60
65
70
75
80
Rv = 0.05 +.009 (1)
Rv= 0.428 in/in
Volume = (Design rainfall) (Rv) (Drainage Area)
Volume = 1" rainfall x Rv in/in x 1/12 in/ft x Da =
or
0.21 ac-ft
9260 ft^3
This volume must be released over a period of 2-5 days
Floxv:
Drainage Area: 5.96 Ac.
Runoff Coefficient: 0.8
50-yr Intensity: 9.00 in/hr
50-yr Flow: 51.49 cfs
3
0.78
0.97
1.16
1.34
1.54
1.73
1.90
2.06
2.23
2.40
2.64
2.88
3.12
3.36
3.55
3.74
100-yr Intensity:
100-yr Flow:
PER3LWENTPOOL DEPT H
4 5 6 7
0.49 0.43 0.35 0.31
0.64 0.57 0.47 0.41
0.79 0.70 0.59 0.51
0.94 0.84 0.71 0.61
1.08 0.97 0.83 0.70
1.26 1.11 0.94 0.80
1.43 1.25 1.05 0.90
1.58 1.38 1.18 1.00
1.73 1.50 1.30 1.09
1.88 1.61 1.41 1.19
2.03 1.71 1.51 1.29
2.22 1.89 1.65 1.42
2.40 2.07 1.79 1.54
2.59 2.23 1.95 1.70
2.78 2.38 2.10 1.86
2.94 2.52 2.22 1.99
3.10 2.66 2.34 2.11
9.92 in/hr
59.12 cfs
-1,
8 9
0.38
0.46
0.55
0.64
0.73
0.82
0.91
1.00
1.09
1.18
1.27
1.35
1.48
1.60
1.72
1.83
0.35
0.44
0.62
0.70
0.77
0.85
0.92
1.01
1.10
1.18
1.26
1.34
1.42
1.55
1.67
Summers Walk Turnbull Sigmon Design
JOB NO.: 03-168 BY: BDS ioo2 Morehead Square Dr., Suite 530 / ! p ..-..
DATE: 07.29.04 P.M.: BDS Charlotte, North Carolina 28203 ;
REVISED: 12.09.04 WATER ALIT' E3 IN DESIGN WATER QUALITY BASIN #7 MODEL

Water Quality Basin Storage Volumes
Elevation I
(msl) ( Area
(st) Area
(ac) Volume I
(cu-ft) Volume
(ac-ft)
675 1,006 j 0.0231 0 j 0.0000
676 1 1,401 ( 0.0322 j 1,197 ! 0.0275
677 1 2,930 0.0673 3,314 0.0761
678 5,363 0.1231 j 7,395 0.1698
679 6,065 0.1392 I 13,100 0.3007
680 6,823 0.1566 ! 19,534 0.4484
681 7,591 j 0.1743 1 26,730 j 0.6136
682 1 8,384 10.1925 1 34,707 j 0.7968
Surface Area Distribution
I SA j % Perm. Pod
Forebay 809 15.1%
Low Marsh I 1885 . 35.10,10
High Marsh j 1863 34.706
`dicropool i 806 15.010
torage Volumes
Elevation
(msQ 1 Area
(ac) i Volume
( (ac-ft)
678 j 0.1231 0.00
679 i 0.1392 0.13
680 ( 0.1566 0.28
681 i 0.1743 0.44
682
11 0.1925 0.63
Elevation Interpolation

Elev Storage Volume Stora e Area
679
Elev
680 0.1310
0.2126 cu ft
0.2787 6,065
6,484 ac.
6,823
Storage elevation = 1.55 ft. above perm. pool elev.
Storage elevation = 679.55 Top of Box= 679.60
Determination of Orifice size for 2-5 day dra-%vdown
a= 2A x sgrt(h) 'Falling head equation
Ct(sgrt(2g))
A=Average pond surface area 5923
9=; Gravity constant ( 32.2 ( ftIS2
h= Change in head 1.55 ?ft
C= Orifice constant 0.6
a= Area of Orifice, 0.0085 Jft2
Diameter= 1.25 in
Time= 4.2 ;days
Determination of High Water Elevation
Q=3.331h^3/2
Q= 50 yr. storm runoff 51.49 cfs
1= weir length 20.00 ft
h= elevation over weir h ft
h= (Q/3.33 x I)^2/3
h= 0.8424107
0 Elevation 680.44
Determination of Emergency Spilhvay Size
Elevation = 681.00
Q=3.331h^3/2
Q= 100 yr. storm runoff 59.12 cfs
1= weir length I ft
h= elevation over weir 0.50 ft
1= Q1(3.33 x I^3/2)
Length 50.22
simmers Walk
B NO.: 03-168 BY: BDS
,TE: 07.24.04 P.M.: BDS
KZV1Z)nL: i2.o9.041 II
WATER QUALITY REQUIREMENTS FOR BASIN #8
To meet the Water Quality requirements, the procedure outlined in the "Stormwater Best
Management Practices" published by NCDENR will be used. This guide gives the
required pond surface area and storage volume to meet an 85% pollutant removal
efficiency. Also, the pond must detain the first 1" of rainfall and release this volume
over a period of 2 to 5 days. Calculations for these requirements are as follows:
Surface area reottirements
Drainage area to pond (Da)= 8.96 Ac
Post-development impervious percentage = 42%
Average pool depth = 3 ft
Designed permanent pool elevation = 686
Turnbull Sigmon Design
iooi Morehead Square Dr., Suite 530
Charlotte, North Carolina 28203
From table 1.1 in the BMP guidelines the required Surface Area to Drainage Area
Ratio (SA/DA) for a permanent pool depth of 3 feet = 1.80
Required surface area = SA/DA / 100 x Drainage area=
Surface area of pond as designed at permanent pool elevation =
i" rainfall requirements
Using the runoff volume calculations in the "Simple Method" :
Rv = 0.05 +.009 (1)
Rv= 0.428 in/in
Volume = (Design rainfall) (Rv) (Drainage Area)
Volume = 1" rainfall x Rv in/in x 1/12 in/ft x Da =
This volume must be released over a period of 2-5 days
Flow
Drainage Area: 8.96 Ac.
Runoff Coefficient: 0.8
50-yr Intensity: 9.00 in/hr
50-yr Flow: 77.41 cfs
0.161 Ac
0.162 Ac
0.32 ac-ft
or 13921 ft^3
00
10
15
20
25
30
35
40
45
50
60
65
70
75
80
85
3
0.59
0.78
0.97
1.16
1.34
1.54
1.73
1.90
2.06
2.23
2.40
2.64
2.88
3.12
3.36
3.74
100-yr Intensity:
100-yr Flow:
}T
?SIGN
PEM_1L4ATEW POOL DEPTH
4 5 6 7 8 9
0.49 0.43 0.35 0.31 0.29 0.26
0.64 0.57 0.47 0.41 0.38 0.35
0.79 0.70 0.59 0.51 0.46 0.44
0.94 0.84 0.71 0.61 0.55 0.53
1.08 0.97 0.83 0.70 0.64 0.62
1.26 1.11 0.94 0.80 0.73 0.70
1.43 1.25 1.05 0.90 0.82 0.77
1.58 1.38 1.18 1.00 0.91 0.85
1.73 1.50 1.30 1.09 1.00 0.92
1.88 1.61 1.41 1.19 1.09 1.01
2.03 1.71 1.51 1.29 1.18 1.10
2.22 1.89 1.65 1.42 1.27 1.18
2.40 2.07 1.79 1.54 1.35 1.26
2.59 2.23 1.95 1.70 1.48 1.34
2.78 2.38 2.10 1.86 1.60 1.42
2.94 2.52 2.22 1.99 1.72 1.55
3.10 2.66 2.34 2.11 1.83 1.67
9.92 in/hr
88.88 cfs
Summers Walk Turnbull Sigmon Design
JOB NO.: 03-168 BY. BDS iooi Morehead Square Dr., Suite 530 ` 10 .
DATE: 07.29.04 P.bi.: BDS Charlotte, North Carolina 28203 k .1
REVISED: 12.09.04 WATER U TY IN DE I N --?
WATER QUALITY BASIN #8 MODEL
Water Quality Basin Storage Volumes
Elevation
(msq Area
(sf) Area i
(ac) I Volume i
(cu-ft) Volume
(ac-ft)
683 1,350 0.0310 0 0.0000
684 1,844 0.0423 I 1,589 0.0365
685 3,557 0.0817 4,240 0.0973
636 i 7,035 0.1615 9,433 0.2166
687 8,253 0.1895 17,062 0.3917
688 1 9,494 , 0.2180 I 25,919 0.5950
689 10,763 1 0.2471 36,031 0.8272
690 12,056 1 0.2768 1 47,423 ; 1.0887
Surface Area Distribution
I SA 1% Perm. Poo
Forebay 1044 1 14.8%
Low Marsh 2468 35.1%
High Marsh 3058 43.5%
%Lcropool 1066 15.2%
Storage Volumes
Elevation (
t
(msq t Area

(ac) i Volume

(ac-ft)
686 0.1615 0.00
637 i 0.1895 w 0.18
688 0.2180 0.38
689 0.2471 i 0.61
690 0.2768 0.87
Elevation Interpolation
Elev Storage Volume Storage Area
687
Elev
688 0.1751
0.3196 cu ft
0.3785 8,253
9,135 ac.
9,494
Storage elevation = 1.71 ft. above perm. pool elev.
Storage elevation = 687.71 Top of Box = 687.75
Determination of Orifice size for 2-5 day dra-%vdo-,vn
L-t 2A x sgrt(h) 'Falling head equation
Ct(sgrt(29))
A=Average pond surface area 8085 ft
g=', Gravity constant 32.2 ft/sZ
h=Change in head 1.71 Ift
C=! Orifice constant 0.6
=Area of Orifice) 0.0123 Ift2
Diameter- 1.5 in
[Time= _ 4.1 days
Determination of High Water Elevation
Q 3/2
Q= 50 yr. storm runoff 77.41 cfs
1= weir length 20.00 ft
h= elevation over weir h ft
h= (Q/3.33 x I)^2/3
h= 1.105516
,E=:1 1 Elevation 688.86
Determination of Emergency Spill-way Size
Elevation = 689.00
Q=3.331h^312
Q= 100 yr. storm runoff 88.88 cfs
1= weir length 1 ft
h= elevation over weir 0.50 ft
1= Q/(3.33 x I^3/2)
Length 75.50
Summers Walk Turnbull Sigmoii Design f=?.
JOB NO.: 03-168 BY: BDS loos Morehead Square Dr., Suite 530
DATE: o?.z9.oq P.M.: TAB Charlotte, North Carolina 28203
REPD: 12.09.04 FLOATATION CALCULATIONS
Calculations Given Data Staizdard Footini Assuin lions
Buoyant Weight of Concrete 87.6 Ibs/ft^3 1. Footing base to be 1 ft. wider than structure
Weight of Water 62.4 Ibs/ft"3 on all sides.
Safe Factor S.F. 1.25 2. Footing depth to be a minimum of 8 inches in de th.
Equations useth
Outlet Structure Weight, W(s) = 4(w + t) x t x h x W(bc)
where, w = outlet box inside dimension, ft.
Displaced Water Weight, W(w) = 4 x (w + 2t) x W(w) x h t = structure wall thickness, ft.
h = height of structure, ft.
Required Base Weight, W(b) = (W(w) x S.F.) - W(s) W(bc)= buoyant weight of concrete, Ibs/ft^3
W(w)= weight of water, Ibs/ft^3
Required Footing Volume, V(f) = W(b) / W(bc) S.F.= safety factor
ut et tructure #t
Structure Mincusioits Object Weights
Height of structure, h = 3.75 ft. _ Outlet Structure Weight, W(s) = 4271 Ibs
Structure wall thickness, t = 6 in. Displaced Water Weight, W(w) = 6552 Ibs
Outlet box inside dimension, w = 6.00 ft. Re 'd Base Weight, W(b) = 3920 Ibs
F0061 ?.q
_Required Footing Volume, V(f) = 45 cf Standard Footing Length, L = 9.00 ft.
Provided Footing Volume, V(f) = 57 cf
Footing Check oka Standard Footing Width, W =
Minimum Footing Depth, D = 9.00 ft.
0.70 ft.
Footing Size to be used: Length =
Width =
Depth = 9.00 ft.
9.00 ft. Outlet Structure #1
0.70 ft
Outletstruetili-C #:3
SiructureDinrensiolis Object IVeighhq
Height of structure, h = 3.75 ft. Outlet Structure Weight, W(s) = 4271 Ibs
Structure wall thickness, t = 6 in. Displaced Water Weight, W(w) = 6552 Ibs
Outlet box inside dimension, w = 6.00 ft. Re 'd Base Weight, W(b) = 3920 Ibs
Footin Size
Required Footing Volume, V(0 = 45 cf Standard Footing Length, L = 9.00 ft.
Provided Footing Volume, V(f) = 57 cf Standard Footing Width, W = 9.00 ft.
Footing Check okay Minimum Footing Depth, D = 0.70 ft.
Footing Size to be used. Length =
Width =
Depth = 9.00 ft.
9.00 ft Outlet Structure #2
0.70 ft.
Outlet Structure #j
Structure Diliiensioris Object Weights
Height of structure, h = 4.70 ft. Outlet Structure Weight, W(s) = 5352 Ibs
Structure wall thickness, t = 6 in. Displaced Water Weight, W(w) = 8211.84 Ibs
Outlet box inside dimension, w = 6.00 ft. Re 'd Base Weight, W(b) = 4912 Ibs
Footing size
RNuired Footing Volume, V(f) = 56 cf Standard Footing Length, L = 9.00 ft.
Provided Footing Volume, v(9 = 73 cf Standard Footing Width, W = 9.00 ft.
Footing Check okay Minimum Footing Depth, D = 0.88 ft.
Footing Size to be used. Length =
Width =
Depth = 9.00 ft.
9.00 ft. Outlet Structure #3
0.90 ft.
Summers Walk Turnbull Signion Design -. ,
JOB NO.: o3-168 BY: BDS moi Morehead Square Dr., Suite 530 e _
DATE: 07.29.04 P.M.: TAB Charlotte North Carolilla 28203
REVD: 12.09.0; FLOA'T'ATION CALCULATIONS '
Outlet Structure #4
Structure Dimensions Ob'ectIvei hts
Height of structure, h = 4.20 ft. Outlet Structure Weight, W(s) = 4783 Ibs
Structure wall thickness, t = 6 in. Displaced Water Weight, W(w) = 7338.24 Ibs
Outlet box inside dimension, w = 6.00 ft. Re 'd Base Weight, W(b) = 4390 Ibs
Footing sizzr
Required Footing Volume, V(f) = 50 cf Standard Footing Length, L = 9.00 ft.
Provided Footing Volume, Vjf) = 65 cf Standard Footing Width, W = 9.00 ft.
Footin Check okay Minimum Footing Depth, D = 0.78 ft.
Footing Size to be used. Length =
Width =
Depth = 9.00 It.
9.00 ft. Outlet Structure #4
0.80 ff.
OutietStrUetill'e #
Structure Dimensions Object Weights
Height of structure, h = 5.00 ft. Outlet Structure Weight, W(s) = 5694 Ibs
Structure wall thickness, t = 6 in. Displaced Water Weight, W(w) = 8736 Ibs
_
Outlet box inside dimension, w = 6.00 ft. Re 'd Base Weight, W(b) = 5226 Ibs
Footing Size
Required Footing Volume, V(f) = 60 cf Standard Footing Length, L = 9.00 ft.
Provided Footing
Volume, V(f) = 81 cf Standard Footing Width, W = 9.00 ft.
_
Footing Check okay Minimum Footing Depth, D = 0.93 ft.
Footing Size to be used. Length =
Width =
Depth = 9.00 ft.
9.00 ft. Outlet Structure #5
9.00 ft.
Summers Walk Turnbull Sigmon Design
JOB NO.: o3-168 BY: BDS iow Morehead Square Dr., Suite 530
DATE: 07.29.04 P.M.: TAB Charlotte North Carolina 28203
REVD: 12.09.04 FLOATATION CALCUTATIONS
Outlet Structure #6
Structure Dimensions Object Weights
Height of structure, h = 5.50 ft. Outlet Structure Weight, W s?6263 Ibs
Structure wall thickness, t = 6 in. Displaced Water Weight, W(w = 9609.6 Ibs
Outlet box inside dimension, w = 6.00 ft. Re 'd Base Weight, W(b) = 5749 Ibs
Footin Size
Required Footing Volume, V(f) = 66 cf Standard Footing Length, L = 9.00 ft.
Provided Footing Volume,V(Q 89 cf Standard Footing Width, W = 9.00 ft.
Footing Check oka Minimum Footing Depth, D = 1.03 ft.
Footing Size to be used., Length =
Width =
Depth = 9.00 ft.
9.00 ft. Outlet Structure #6
1.10 ft.
Outlet Structure #7
Structure Dinictisions Object 111r. his
Height of structure, h = 4.80 ft. Outlet Structure Weight, W(s) = 5466 Ibs
Structure wall thickness, t = 6 in. Displaced Water Wei h9 t, W(w) = 8386.56 Ibs _
Outlet box inside dimension, w = 6.00 ft. Re 'd Base Weight, W(b) = 5017 Ibs
Fooling Size
Required Footing Volume, V(f) = 57 cf Standard Footing Length, L = 9.00 ft.
Provided Footing Volume, V(f) = 73 cf Standard Footing Width, W = 9.00 ft.
Footin Check okay Minimum Footing Depth, D = 0.89 ft.
Footing Size to be used. Length =
Width =
Depth = 9.00 ft.
9.00 ft. Outlet Structure #7
0.90 ft.
Outlet Structure #8
Structure Dimensions Object lVei hts
Height of structure, h = 11.40 ft. Outlet Structure Weight, W(s) = 12982 Ibs
_ Structure wall thickness, t = 6 in. Displaced Water Weight, W (w) = 19918.1 Ibs
Outlet box inside dimension, w = 6.00 ft. Re 'd Base Weight, W(b) = 11915 Ibs
Footin size
Required Footing Volume, V(0 = 136 cf Standard Footing Length, L = 9.00 ft.
Provided Footing Volume, V(f) = 178 cf Standard Footing Width, W = 9.00 ft.
Footing Check okay Minimum Footing Depth, D = 2.13 ft.
Footing Size to be used: Length =
Width =
Depth = 9.00 It.
9.00 It. Outlet Structure #8
2.20 ft.
F
Z J+
TURNBULL SIGMON DESIGN
loos Morehead Square Drive
Suite 530
Charlotte, North Carolina 28203
Phone: [phone]
Fax: 704.522.o882
Summers Wall
Project No: 03-:168
CALCULATIONS FOR:
Water Quality
REV. 08.05.05 0`
f-a 4?
( 2331 R
C:es,..I?
Summers Walls Turnbull Sigmon Design
JOB NO.: 03-168 BY: BDS iooi Morehead Square Dr., Suite 530
DATE: 07.29.04 P.M.: BDS Charlotte, North Carolina 28203
REVISED: 12.09.04 WAIL R U 1 BASIN UE
WATER QUALITY REQUIREMENTS FOR BASIN #1
To meet the Water Quality requirements, the procedure outlined in the "Stormwater Best
Management Practices" published by NCDENR will be used. This guide gives the
required pond surface area and storage volume to meet an 85% pollutant removal
efficiency. Also, the pond must detain the first 1" of rainfall and release this volume
over a period of 2 to 5 days. Calculations for these requirements are as follows:
Surface area requirements
Drainage area to pond (Da)= 4.97 Ac
Post-development impervious percentage = 37%
Average pool depth = 3 ft
Designed permanent pool elevation = 706
From table 1.1 in the BMP guidelines the required Surface Area to Drainage Area
Ratio (SA/DA) for a permanent pool depth of 3 feet = 1.61
Required surface area = SA/DA / 100 x Drainage area=
Surface area of pond as designed at permanent pool elevation =
V' rainfall requirements
Using the runoff volume calculations in the "Simple Method" :
Rv = 0.05 +.009 (1)
Rv= 0.383 inlin
Volume = (Design rainfall) (Rv) (Drainage Area)
Volume = 1" rainfall x Rv in/in x 1/12 in/ft x Da =
This volume must be released over a period of 2-5 days
Flo-.v:
Drainage Area: 4.97 Ac.
Runoff Coefficient: 0.8
50-yr Intensity: 9.00 in/hr
50-yr Flow: 42.94 cfs
or
0.08 Ac
0.23 Ac
0.16 ac-ft
6910 ft^3
% PERHAY=N POOL DEPTH
Impervious 3 4 5 6 7 8 9
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
15 0.78 0.64 0.57 0.47 0.41 0.38 0.35
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
25 1.16 0.94 0.84 0.71 0.61 0.55 0.53
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
35 1.54 1.26 1.11 0.94 0.80 0.73 0.70
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
45 1.90 1.58 1.38 1.18 1.00 0.91 0.85
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
55 2.23 1.88 1.61 1.41 1.19 1.09 1.01
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
65 2.64 2.22 1.89 1.65 1.42 1.27 1.18
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
75 3.12 2.59 2.23 1.95 1.70 1.48 1.34
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
85 3.55 2.94 2.52 2.22 1.99 1.72 1.55
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
100-yr Intensity:
100-yr Flow:
9.92 in/hr
49.30 cfs
Summers Walk Turnbull Sigmon Design
JOB NO.: 03-168 BY: BDS iooi Morehead Square Dr., Suite 530
DATE: 07.29.04 P.M.: BDS Charlotte, North Carolina 28203
REVISED: 12.09.04 WA1 E1? Y 1 B ASINDESIGN
WATER QUALITY BASIN #1 MODEL
Water Quality Basin Storage Volumes
Elevation
(ms1 I Area
(st) Area
(ac) Volume
(cu-ft) Volume
(ac-ft)
703 1,468 0.0337 0 0.0000
704 2,434 0.0559 1 1,929 i 0.0443
705 5,409 0.1242 5,749 0.1320
706 9,876 I 0.2267 1 13,273 i 0.3047
707 1 11,249 I 0.2582 1 23,817 0.5468
708 1 12.647 1 0.2903 1 35,746 0.8206
709 14,069 0.3230 49,085 1.1268
Surface Area Distribution
1 SA 1% Perm. Poo
Forebay 1490 15.1%
Low Marsh 3451 i 34.9%
High Marsh 3452 35.0%
21cropool 1 1483 15.0%
Storage Voturnes
Elevation
(msO I Area
(ac) I volume
(ac-ft)
706 0.2267 0.00
707 { 0.2582 1 0.24
708 0.2903 0.52
709 i 0.3230 i 0.82
Elevation Interpolation-
Elev Storage Volume Story e Area
706
Elev
707 0.0000
0.1586
0.2421 9,876
10,776
11,249
Storage elevation = 0.66 ft. above perm. pool elev.
Storage elevation = 706.66 Top of Box= 706.70
Determination of Orifice size for 2-5 day draAvdo-%vn
a= 2A x sgrth Talling head equation
Ct(sgrt(29))
A=Average pond surface area 10326 Isf
g=lGravity constant 32.2 1fJs"2
h=,Change in head 0.66 ft
C=10rifice constant I 0.6
a=Area of Orifice 0.0085 ?ft2
tiamete 1. 25 in
- 4.7 days
-
Determination of High Water Elevation
Q=3.33lh^3/2
Q= 50 yr. storm runoff 42.94 cfs
1= weir length 20.00 ft
h= elevation over weir h ft
h= (Q/3.33 x I)^2/3
h= 0.7463295
[? Elevation 707.45
Determination of Emergency Spillway Size:
Elevation = 708.00
IF--Q=3.331h ^3/2
Q= 100 yr. storm runoff 49.30 cfs
1= weir length I ft
h= elevation over weir 0.50 ft
1= 01(3.33 x I^3/2)
Length 41.88
Summers Walk
JOB NO.: 03-168 BY: BDS
DATE: 07.24.od P.M.: BDS
RhVISED: 12.09.041 II
WATER QUALITY REQUIREMENTS FOR BASIN # 2
To meet the Water Quality requirements, the procedure outlined in the "Stormwater Best
Management Practices" published by NCDENR will be used. This guide gives the
required pond surface area and storage volume to meet an 85% pollutant removal
efficiency. Also, the pond must detain the first V of rainfall and release this volume
over a period of 2 to 5 days. Calculations for these requirements are as follows:
Surface area requirements
Drainage area to pond (Da)= 2.62 Ac
Post-development impervious percentage = 37%
Average pool depth = 3 ft
Designed permanent pool elevation = 702
Tunbull Sigmon Design
iooi Morehead Square Dr., Suite 530
Charlotte, North Carolina 28203
From table 1.1 in the BMP guidelines the required Surface Area to Drainage Area
Ratio (SA/DA) for a permanent pool depth of 3 feet = 1.61
Required surface area = SA/DA / 100 x Drainage area=
Surface area of pond as designed at permanent pool elevation =
i" rainfall requirements
Using the runoff volume calculations in the "Simple Method"
Rv = 0.05 +.009 (1)
Rv= 0.383 in/in
Volume = (Design rainfall) (Rv) (Drainage Area)
Volume = 1" rainfall x Rv in/in x 1/12 in/ft x Da =
This volume must be released over a period of 2-5 days
Floxv:
Drainage Area: 2.62 Ac.
Runoff Coefficient: 0.8
50-yr Intensity: 9.00 in/hr
50-yr Flow: 22.64 cfs
or
0.04 Ac
0.15 Ac
0.08 ac-ft
3643 ft^3

% PERIVIANENT POOL DEPTH
Impervious 3 4 5 6 7 8 9
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
15 0.78 0.64 0.57 0.47 0.41 0.38 0.35
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
25 1.16 0.94 0.84 0.71 0.61 0.55 0.53
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
35 1.54 1.26 1.11 0.94 0.80 0.73 0.70
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
45 1.90 1.58 1.38 1.18 1.00 0.91 0.85
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
55 2.23 1.88 1.61 1.41 1.19 1.09 1.01
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
65 2.64 2.22 1.89 1.65 1.42 1.27 1.18
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
75 3.12 2.59 2.23 1.95 1.70 1.48 1.34
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
85 3.55 2.94 2.52 2.22 1.99 1.72 1.55
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
100-yr Intensity:
100-yr Flow:
9.92 in/hr
25.99 cfs
Summers Walk Turnbull Sigmon Design
JOB NO.: 03-168 BY: BDS iooi Morehead Square Dr., Suite 530
DATE: 07.29.04 P.M.: BDS Charlotte, North Carolina 28203
REVISED: 12.09.04 AI EK QUAUIYBASM DESIGN
VVIIIJtJK ?UALll Y 13AzgN 02 MoD
Water Quality Basin Storage Volumes
Elevation
(msp Area
(sf) I Area i
(ac) I Volume I
(cu-ft) i Volume
(ac-ft)
699 1,174 0.0270 1 0 0.0000
700 1,707 0.0392 1,431 ! 0.0328
701 3,888 0.0893 4,152 0.0953
702 6,640 I 0.1524 9,350 0.2146
703 7,599 0.1744 1 16,457 0.3778
704 8,614 1 0.1978 1 24,550 1 0.5636
705 9,686 1 0.2224 1 33,685 0.7733
706 10,814 1 0.2483 43,920 1.0083
Surface Area Distribution
SA I % Perm. Pod,
Forebay 997 15.0%
Low Marsh ? 2322 i 35.0%
High Marsh 2326 35.0%
%licropool ( 996 ! 15.0%
Sforage Volumes
r
evation
0 so
Area
(ac) _
Volume
(ac-ft)
702 0.1524 1 0.00
703 0.1744 I 0.16
704 0.1978 0.35
705 0.2224 0.56
706 0.2483 I 0.79
Elevation interpolation
Elev Storage Volume Stora e Area
702
Elev
703 0.0000
0.0836 cu ft
0.1632 6,640
7,132 ac.
7,599
Storage elevation = 0.51 ft. above perm. pool elev.
Storage elevation = 702.51 Top of Box = 702.55
Determination of Orifice size for 2-.q day dr.i-.vdo-.vn
a= 2A x sqrt(h) `Falling head equation
Ct(sgrt(29))
A= Average pond surface area 6886 lft
g= Gravity constant 32.2 Iftls2
h= Change in head 0.51 ift
C= Orifice constant 0.6
a=IArea of Orifice', 0.0055 ft2
rDi me ter- 1 in
e= _4.3 days
Determination of High Water Elevation
Q=3.331h^3/2
Q= 50 yr. storm runoff 22.64 cfs
1= weir length 20.00 ft
h= elevation over weir h ft
h= (Q/3.33 X I)^2/3
h= 0.4870354
[? Elevation 703.04
Determination of Emergency Spill-way Size
Elevation = 704.0
IF-----6=3.331h ^3/2
Q= 100 yr. storm runoff 25.99 cfs
1= weir length I ft
h= elevation over weir 0.50 ft
1= Q/(3.33 x I^3/2)
Length 22.08
Summers Walk
JOB NO.: 03-168 BY: BDS
DATE: 07.29.04 P.M.: BDS
WATER QUALITY REQUIREMENTS FOR BASIN #g
To meet the Water Quality requirements, the procedure outlined in the "Stormwater Best
Management Practices" published by NCDENR will be used. This guide gives the
required pond surface area and storage volume to meet an 85% pollutant removal
efficiency. Also, the pond must detain the first 1" of rainfall and release this volume
over a period of 2 to 5 days. Calculations for these requirements are as follows:
Surface area requirements
Drainage area to pond (Da)= 4.58 Ac
Post-development impervious percentage = 49%
Average pool depth = 3 ft
Designed permanent pool elevation = 696.00
Turnbull Sigmon Design
iooi Morehead Square Dr., Suite 530
Charlotte, North Carolina 28201
From table 1.1 in the BMP guidelines the required Surface Area to Drainage Area
Ratio (SA/DA) for a permanent pool depth of 3 feet = 2.03
Required surface area = SA/DA / 100 x Drainage area=
Surface area of pond as designed at permanent pool elevation =
i" rainfall requirements
Using the runoff volume calculations in the "Simple Method"
Rv = 0.05 +.009 (1)
Rv= 0.491 in/in
Volume = (Design rainfall) (Rv) (Drainage Area)
Volume = 1" rainfall x Rv in/in x 1/12 in/ft x Da =
This volume must be released over a period of 2-5 days
Flow:
Drainage Area: 4.58 Ac.
Runoff Coefficient: 0.8
50-yr Intensity: 9.00 in/hr
50-yr Flow: 39.57 cfs
or
0.09 Ac
0.11 Ac
0.19 ac-ft
8163 ft^3
x
% PERIIL4NENT POOL DEPTH
Impervious 3 4 5 6 7 8 9
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
15 0.78 0.64 0.57 0.47 0.41 0.38 0.35
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
25 1.16 0.94 0.84 0.71 0.61 0.55 0.53
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
35 1.54 1.26 1.11 0.94 0.80 0.73 0.70
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
45 1.90 1.58 1.38 1.18 1.00 0.91 0.85
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
55 2.23 1.88 1.61 1.41 1.19 1.09 1.01
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
65 2.64 2.22 1.89 1.65 1.42 1.27 1.18
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
75 3.12 2.59 2.23 1.95 1.70 1.48 1.34
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
85 3.55 2.94 2.52 2.22 1.99 1.72 1.55
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
100-yr Intensity:
100-yr Flow:
9.92 in/hr
45.43 cfs
Summers Walk
JOB NO.: 03-168 BY: BDS
DATE: 07.29.04 P.m.: BDS
WATER QUALITY BASIN #3 MODEL
Water Quali Basin Stora a Volumes
Elevation
(msl) Area
(so Area
(ac) Volume
(cu-ft) Volume
(ac-ft)
693 897 0.0206 0 I 0.0000
694 1 1281 0.0294 1082 0.0248
695 2500 1 0.0574 2937 0.0674
696 i 4956 0.1138 6592 0.1513
697 5725 ( 0.1314 11923 0.2737
698 6534 I 0.1500 18042 0.4142
699 7382 0.1695 24988 0.5737
700 ( 8451 0.1940 32891 I 0.7551
Elevation Interpolation
Elev Stora a Volume Stora e Area
697
Elev
698 0.1224
0.1874 cu ft
0.2628 5725
6099 ac.
6534
Storage elevation = 1.46 ft. above perm. pool elev.
Storage elevation = 697.46 Top of Box = 697.50
Determination of Orifice size for z-.r; day drzwdown
a= 2A x S rt h) 'Falling head equation
Ct(sgrt(2g))
A=Average pond surface area 5528 ft
g= IGravity constant 32.2 Ift/s2
h=Change in head 1.46 Ift
C=Orifice constant I 0.6 1
a= Area of Orifice! 0.0079 ft,
Diameter- 1.2 in
Time= 4Ai days
Turnbull Sigmon Design
loos Morehead Square Dr., Suite 530
Charlotte, North Carolina 2820-q
Surface Area Distribution
SA jIi. Perm.P00
Forebay 748 15.1%
Low Marsh ? 1735 ; 35.0°rb
High Marsh 1741 35.1%
,Micrcpool 732 14.8%
t O r._? _.
forage Volumes
Elevation '
(ms<) 1 Area
(ac) Volume
I (ac-ft)
696 1 0.1138 0.00
697 1 0.1314 0.12
698 0.1500 0.26
699 0.1695 0.42
700 0.1940 0.60
Determination of High W-iter Elevation
0=3.331h^3/2
Q= 50 yr. storm runoff 39.57 cfs
1= weir length 20.00 ft
h= elevation over weir h ft
h= (0/3.33 x I)^2/3
h= 0.7067568
E= Elevation 698.21
Determination of Emergency Spill-way Size
Elevation = 699.00
Q=3.331h^3/2
Q= 100 yr. storm runoff 45.43 cfs
1= weir length I ft
h= elevation over weir 0.50 ft
1= Q/(3.33 x I^3/2)
Length 38.59
Summers Walk Turnbull Sigmon Design
JOB NO.: 03-168 BY: BDS 1001 Morehead Square Dr., Suite 530
DATE: 02.29.04 P.M.: BDS Charlotte, North Carolina 28203
REVISED: 12.09.04 Al ER TY.8
WATER QUALITY REQUIREMENTS FOR BASIN #4 %, rrR11L4 VF.NrPoor, DEPTH
Impervious 3 4 5 6 7 8 9
To meet the Water Quality requirements, the procedure outlined in the "Stormwater Best 10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
Management Practices" published by NCDENR will be used. This guide gives the 15 0.78 0.64 0.57 0.47 0.41 0.38 0.35
required pond surface area and storage volume to meet an 85% pollutant removal 20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
efficiency. Also, the pond must detain the first 1" of rainfall and release this volume 25 1.16 0.94 0.84 0.71 0.61 0.55 0.53
over a period of 2 to 5 days. Calculations for these requirements are as follows: 30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
35 1.54 1.26 1.11 0.94 0.80 0.73 0.70
Surface area requirements 40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
Drainage area to pond (Da)= 2.60 Ac 45 1.90 1.58 1.38 1.18 1.00 0.91 0.85
Post-development impervious percentage = 44% 50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
Average pool depth = 3 ft 55 2.23 1.88 1.61 1.41 1.19 1.09 1.01
Designed permanent pool elevation = 702 60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
65 2.64 2.22 1.89 1.65 1.42 1.27 1.18
From table 1.1 in the BMP guidelines the required Surface Area to Drainage Area 70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
Ratio (SAIDA) for a permanent pool depth of 3 feet = 1.86 75 3.12 2.59 2.23 1.95 1.70 1.48 1.34
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
Required surface area = SA/DA 1100 x Drainage area= 0.05 Ac 85 3.55 2.94 2.52 2.22 1.99 1.72 1.55
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Surface area of pond as designed at permanent pool elevation = 0.09 Ac
1" rainfall requirements
Using the runoff volume calculations in the "Simple Method" :
Rv = 0.05 +.009 (1)
Rv= 0.446 infin
Volume = (Design rainfall) (Rv) (Drainage Area)
Volume = 1" rainfall x Rv in/in x 1/12 in/ft x Da =
This volume must be released over a period of 2-5 days
Flow:
Drainage Area: 2.60 Ac.
Runoff Coefficient: 0.8
50-yr Intensity: 9.00 in/hr
50-yr Flow: 18.72 cfs
0.10 ac-ft
or 4209 ft^3
100-yr Intensity:
100-yr Flow:
9.92 in/hr
20.63 cfs
Summers Walk Turnbull Sigmon Design ,
JOB NO.: 03-268 BY: BDS iooi Morehead Square Dr., Suite 530
DATE: 07.29.04 P.M.: BDS Charlotte, North Carolina 28203
REVISED: 22.09.04 A R AL] _ UL'
WATER QUALITY BASIN #4 MODEL
Water Quality Basin Storage Volumes
Elevation I
(msl) Area
(st) Area
(ac) t Volume
(cu-ft) Volume
(ac-ft)
699 589 I 0.0135 I 0 0.0000
700 I 939 I 0.0216 t 756 0.0174
701 2043 0.0469 2211 0.0508
702 I 3763 0.0864 I 5067 0.1163
703 4906 0.1126 9385 0.2154
704 I 6111 ( 0.1403 I 14877 0.3415
705 I 7374 I 0.1693 21603 0.4959
Surface Area Distribution
SA !% Perm. Poo
Forebay 567 15.1%
Low Marsh 1320 35.1%
High Marsh 1309 I 34.8%
,Micropool i 567 I 15.1%
torage Volumes
Elevation (
i
(msQ I Area

(ac) volume

(ac-ft)
702 0.0864 0.00
703 I 0.1126 0.10
704 0.1403 0.23
705 I 0.1693 I 0.38
Elevation Interpolation
Elev Storage Volume Storage Area
702
Elev
703 0.0000
0.0966 cu ft
0.0991 3763
4877 ac.
4906
Storage elevation = 0.97 ft. above permanent pool elev.
Storage elevation = 702.97 Top of Box = 703.00 11
Determination of Orifice size for 2-1 day dra-.vdo-.vn
a= 2A x sgrt(h) 'Falling head equation
Ct(sgrt(2g))
A=!Average pond surface area 4320 Isf
g=Gravity constant I I 32.2 IfUsA2
h=Change in head 1 0.97 Ift
C=Ioh-ice constant i 0.6 I
a=lArea of Orifice', 0.0044 ?ft2
Diameter- _-0.9 in
[Time= t 4.6 days
Determination of High Water Elevation
Q=3.331h^3/2
Q= 50 yr. storm runoff 18.72 cfs
1= weir length 20.00 ft
h= elevation over weir h ft
h= (Q/3.33 x I)^ Z3
h= 0.4290959
0 Elevation 703.43
Determination of Emergency Spillway
Elevation = 704.00
Q=3.331h^312
Q= 100 yr. storm runoff 20.63 cfs
1= weir length I ft
h= elevation over weir 0.50 ft
1= Q1(3.33 x I^3/2)
Length 17.53
Summers Walk Turnbull Sigmon Design .JOB NO.: 03-168 BY: BDS iooi Morehead Square Dr., Suite 530 p ,.. ,
DATE: 07.29.04 P.1h1.: BDS Charlotte, North Carolina 28203
REVISED: 12.09.04 - AI Z QUAIJ 1 DESIGN
WATER QUALITY REQUIREMENTS FOR BASIN #5
To meet the Water Quality requirements, the procedure outlined in the "Stormwater Best
Management Practices" published by NCDENR will be used. This guide gives the
required pond surface area and storage volume to meet an 85% pollutant removal
efficiency. Also, the pond must detain the first 1" of rainfall and release this volume
over a period of 2 to 5 days. Calculations for these requirements are as follows:
Surface area requirements
Drainage area to pond (Da)= 9.01 Ac
Post-development impervious percentage = 50%
Average pool depth = 3 ft
Designed permanent pool elevation = 687
From table 1.1 in the BMP guidelines the required Surface Area to Drainage Area
Ratio (SA/DA) for a permanent pool depth of 3 feet = 2.06
Required surface area = SA/DA / 100 x Drainage area=
Surface area of pond as designed at permanent pool elevation =
i" rainfall requirements
Using the runoff volume calculations in the "Simple Method" :
Rv = 0.05 +.009 (1)
Rv= 0.5 in/in
Volume = (Design rainfall) (Rv) (Drainage Area)
Volume = 1" rainfall x Rv in/in x 1/12 in/ft x Da =
This volume must be released over a period of 2-5 days
Flo-.v:
Drainage Area: 9.01 Ac.
Runoff Coefficient: 0.8
50-yr Intensity: 9.00 in/hr
50-yr Flow: 77.85 cfs
0.1856 Ac
0.1862 Ac
0.38 ac-ft
or 16353 ft^3
PFR137ANT;NT POOL DF,PTH
Impervious 3 4 5 6 7 8 9
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
15 0.78 0.64 0.57 0.47 0.41 0.38 0.35
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
25 1.16 0.94 0.84 0.71 0.61 0.55 0.53
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
35 1.54 1.26 1.11 0.94 0.80 0.73 0.70
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
45 1.90 1.58 1.38 1.18 1.00 0.91 0.85
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
55 2.23 1.88 1.61 1.41 1.19 1.09 1.01
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
65 2.64 2.22 1.89 1.65 1.42 1.27 1.18
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
75 3.12 2.59 2.23 1.95 1.70 1.48 1.34
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
85 3.55 2.94 2.52 2.22 1.99 1.72 1.55
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
100-yr Intensity:
100-yr Flow:
9.92 in/hr
89.38 cfs
Summers Walk Turnbull Sigmon Design `-
JOB NO.: o3-168 BY: BDS iooi Morehead Square Dr., Suite 530 to

DATE: 07.29.04
P.M.: BDS
Charlotte, North Carolina 28203 F ,

_
REVISED: 12.09.04 WATER UAU1 B
WAYEK QUALITY JISASIA #5 A100EL
Water Quality Basin Storage Volumes
Elevation
(msf} Area I
(sf) { Area
(ac) Volume i
(cu-ft) Volume
(ac-ft)
684 1,287 0.0295 0 0.0000
685 27002 0.0460 1 1,630 0.0374
686 4,264 1 0.0979 4,689 0.1077
687 8,112 f 0.1862 I 10,769 I 0.2472
688 9,198 0.2112 19,410 0.4456
689 10,335 0.2373 j 29,161 0.6694
690 11,529 0.2647 40,076 0.9200
691 12,356 0.2837 1 52,005 1.1939
Surface Area Distribution
I SA !% Perm. Poo
Forebay 1208 14.9%
Low Marsh 2845 i 35.1%
High Marsh 2852 35.2%
Nlicropool 1207 14.9%
stora?qe
Elevation (
(ms!] Area
(ac) Volume
(ac-ft)
687 0.1862 0.00
688 I 0.2112 0.20
689 0.2373 0.42
690 0.2647 1 0.67
691 0.2837 1 0.95
Elevation Interpolation
Elev Storage Volume Stora e Area
688
Elev
689 0.1984
0.3754 cu ft
0.4222 9,198
10,097 ac.
10,335
Storage elevation = 1.79 ft. above perm. pool elev.
Storage elevation = 688.79 Top of Box = 688.80
Determination of Orifice size for 2-.q day dra-.vdo,%vn
a= 2A x sqrt(h) 'Failing head equation
Ct(sgrt(2 ))
A= Average pond surface area 9105 Isf
g=l Gravity constant 32.2 ?fUs^2
h=Change in head 1.79 ?ft
C= Orifice constant 0.6
a= Area of Orifice 0.0123 ?ft2
Diameter- 1.5 in
ime= 4.6 idays
Determination of High Water Elevation
F-U-?3-331V3/2
Q= 50 yr. storm runoff 77.85 cfs
1= weir length 24.00 ft
h= elevation over weir h ft
h= (Q/3.33 x I)^2/3
h= 0.982627
0 Elevation 689.78
Determination of Emergency Spillway Size
Elevation = 690.00
Q=3.331hA3/2
Q= 100 yr. storm runoff 89.38 cfs
1= weir length I ft
h= elevation over weir 0.50 ft
1= Q/(3.33 x I^312)
Length 75.92
Summers Walk
JOB NO.: 03-168 BY: BDS
DATE: 07.29.04 P.M.: BDS
?vior,li: 12.09.041 H
WATER QUALITY REQUIREMENTS FOR BASIN #6
To meet the Water Quality requirements, the procedure outlined in the "Stormwater Best
Management Practices" published by NCDENR will be used. This guide gives the
required pond surface area and storage volume to meet an 85% pollutant removal
efficiency. Also, the pond must detain the first 1" of rainfall and release this volume
over a period of 2 to 5 days. Calculations for these requirements are as follows:
Surface area requirements
Drainage area to pond (Da)= 6.98 Ac
Post-development impervious percentage = 40%
Average pool depth = 3 ft
Designed permanent pool elevation = 676
Turnbull Sigmon Design
100i Morehead Square Dr., Suite 530
Charlotte, North Carolina 2820q
From table 1.1 in the BMP guidelines the required Surface Area to Drainage Area
Ratio (SA/DA) for a permanent pool depth of 3 feet = 1.73
Required surface area = SA/DA / 100 x Drainage area= 0.12 Ac
Surface area of pond as designed at permanent pool elevation = 0.12 Ac
i" rainfall requirements
Using the runoff volume calculations in the "Simple Method" :
Rv = 0.05 +.009 (1)
Rv= 0.41 in/in
Volume = (Design rainfall) (Rv) (Drainage Area)
Volume = 1" rainfall x Rv in/in x 1/12 in/ft x Da = 0.24 ac-ft
or 10388 ft^3
This volume must be released over a period of 2-5 days
Flo-.v:
Drainage Area: 6.98 Ac.
Runoff Coefficient: 0.8
50-yr Intensity: 9.00 in/hr
50-yr Flow: 60.31 cfs
X,.
%ti PER11I4ri7,NT POOL DEPTH
Impervious 3 4 5 6 7 8 9
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
15 0.78 0.64 0.57 0.47 0.41 0.38 0.35
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
25 1.16 0.94 0.84 0.71 0.61 0.55 0.53
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
35 1.54 1.26 1.11 0.94 0.80 0.73 0.70
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
45 1.90 1.58 1.38 1.18 1.00 0.91 0.85
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
55 2.23 1.88 1.61 1.41 1.19 1.09 1.01
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
65 2.64 2.22 1.89 1.65 1.42 1.27 1.18
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
75 3.12 2.59 2.23 1.95 1.70 1.48 1.34
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
85 3.55 2.94 2.52 2.22 1.99 1.72 1.55
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
100-yr Intensity:
100-yr Flow:
9.92 in/hr
69.24 cfs
Summers Walk
JOB NO.: 03-168 BY: BDS
DATE: 07.29.04 P.m.: BDS
WATER QUALITY BASIN #6 MODEL
Water Quality Basin Storage Volumes
Elevation I
(msl) Area
(sf) Area
(ac) I Volume I
(cu-ft) j Volume
(ac-ft)
673 988 1 0.0227 0 0.0000
674 1 1,374 1 0.0315 1 1,175 I 0.0270
675 3,024 0.0694 I 3,318 0.0762
676 1 5,308 0.1219 1 7,427 i 0.1705
677 6,184 1 0.1420 13,161 0.3021
678 7.084 0.1626 19,784 i 0.4542
679 1 8,010 1 0.1839 27,318 1 0.6271
680 1 8,962 j 0.2057 1 35,791 1 0.8217
Elevation Interpolation
Elev ora e Volume Stora e Area
677
Elev
678 .1317
.2385 cu ft
2837
r1011. 6,184
6,816 ac.
7,084
Storage elevation = 1.70 ft. above perm. pool elev.
Storage elevation = 677.70 Top of Box= 677.75
Determination of Orifice size for 2-.q day dra,%vdo-.vn
a= 2A x sgrt h) 'Falling head equation
Ct(s rt(2g))
A=Average pond surface area 6062 Ift
9=
!Gravity constant
32.2
?fus,
h=lChange in head 1 1.70 1ft
C=1 Orifice constant i ! 0.6 1
a=Area of Orifice! 1 1 0.0085 ft2
rDi me ter- 1.25 in
e= 4.5 .. 'days
Turnbull Sigmon Design
loos Morehead Square Dr., Suite 530
Charlotte, North Carolina 2820'R
Surface Area Distribution
I I SA % Perm. Poo
Forebay 779 14.7%
Low Marsh 1870 1 35.20.10
High Marsh 1853 1 34.9%
Micropool ' 806 15.2°f°
r o--
Storage Volumes
Elevation !
(ms!) i Area
(ac) Volume
(ac-tt)
676 1 0.1219 0.00
677 ( 0.1420 1 0.13
678 0.1626 0.28
679 0.1839 1 0.46

11
680 1 0.2057 1 0.65
Determination of High Water Elevation

Q=3.331h^3/2
Q= 50 yr. storm runoff 60.31 cfs
1= weir length 20.00 ft
h= elevation over weir h ft
h= (Q/3.33 x I)^2/3
h= 0.9359729
Elevation 678.69
Determination of Emergengy Spilhva Size
Elevation = 679.00
Q=3.331h^312
Q= 100 yr. storm runoff 69.24 cfs
1= weir length 1 ft
h= elevation over weir 0.50 ft
1= Q/(3.33 x I^3/2)
Length 58.81
Summers Walk
JOB NO.: 03-168 BY: BDS
DATE: 07.29.04 P.M.: BDS
WATER QUALITY REQUIREMENTS FOR BASIN #7
To meet the Water Quality requirements, the procedure outlined in the "Stormwater Best
Management Practices" published by NCDENR will be used. This guide gives the
required pond surface area and storage volume to meet an 85% pollutant removal
efficiency. Also, the pond must detain the first 1" of rainfall and release this volume
over a period of 2 to 5 days. Calculations for these requirements are as follows:
Surface area requirements
Drainage area to pond (Da)= 5.96 Ac
Post-development impervious percentage = 42%
Average pool depth = 3 ft
Designed permanent pool elevation = 678
Turnbull Simon Design
iooi Morehead Square Dr., Suite 530
Charlotte, North Carolina 28203
From table 1.1 in the BMP guidelines the required Surface Area to Drainage Area
Ratio (SA/DA) for a permanent pool depth of 3 feet = 1.80
Required surface area = SA/DA / 100 x Drainage area=
Surface area of pond as designed at permanent pool elevation =
f rainfall requirements
Using the runoff volume calculations in the "Simple Method" :
Rv = 0.05 +.009 (1)
Rv= 0.428 inlin
Volume = (Design rainfall) (Rv) (Drainage Area)
Volume = 1" rainfall x Rv in/in x 1/12 in/ft x Da =
This volume must be released over a period of 2-5 days
Flo,v:
Drainage Area: 5.96 Ac.
Runoff Coefficient: 0.8
50-yr Intensity: 9.00 in/hr
50-yr Flow: 51.49 cfs
or
0.11 Ac
0.12 Ac
0.21 ac-ft
9260 ft^3
Impervious 3 4
10 0.59 0.49
15 0.78 0.64
20 0.97 0.79
25 1.16 0.94
30 1.34 1.08
35 1.54 1.26
40 1.73 1.43
45 1.90 1.58
50 2.06 1.73
55 2.23 1.88
60 2.40 2.03
65 2.64 2.22
70 2.88 2.40
75 3.12 2.59
80 3.36 2.78
85 3.55 2.94
90 3.74 3.10
100-yr Intensity:
100-yr Flow:
r'
44 Ar-=
PEML4NENT POOL DEPTH
5 6 7 8 9
0.43 0.35 0.31 0.29 0.26
0.57 0.47 0.41 0.38 0.35
0.70 0.59 0.51 0.46 0.44
0.84 0.71 0.61 0.55 0.53
0.97 0.83 0.70 0.64 0.62
1.11 0.94 0.80 0.73 0.70
1.25 1.05 0.90 0.82 0.77
1.38 1.18 1.00 0.91 0.85
1.50 1.30 1.09 1.00 0.92
1.61 1.41 1.19 1.09 1.01
1.71 1.51 1.29 1.18 1.10
1.89 1.65 1.42 1.27 1.18
2.07 1.79 1.54 1.35 1.26
2.23 1.95 1.70 1.48 1.34
2.38 2.10 1.86 1.60 1.42
2.52 2.22 1.99 1.72 1.55
2.66 2.34 2.11 1.83 1.67
9.92 in/hr
59.12 cfs
Summers Walk Turnbull Sigmon Design 1
JOB NO.: 03-168 BY: BDS 1001 Morehead Square Dr., Suite 530
DATE: 07.29.04 P.M.: BDS Charlotte, North Carolina 28203
REVISED: 12.09.04 WAI {R ' `2 I
WATER QUALITY BASIN #7 MODEL
Water Quality Basin Storage Volumes
Elevation I
(msq I Area
(sf) l Area
(ac) I Volume
(cu-ft) I Volume
(ac-ft)
675 1 1,006 0.0231 0 0.0000
676 { 1,401 ( 0.0322 { 1,197 { 0.0275
677 { 2,930 0.0673 { 3,314 1 0.0761
678 5,363 0.1231 7,395 0.1698
679 6,065 0.1392 1 13,100 0.3007
680 { 6,823 { 0.1566 19,534 i 0.4484
681 7,591 { 0.1743 I 26,730 0.6136
682 { 8,384 I 0.1925 { 34,707 0.7968
Surface Area Distribution
1 SA 1% Perm. Poo
Forebay { 809 15.1%
Low Marsh { 1885 i 35.1%
High Marsh { 1863 34.7%
%ticropool 806 I 15.0°/0
Storage Volumes
Elevation
(ms0 I Area
(ac) I Volume
(ac-ft)
678 { 0.1231 0.00
679 ! 0.1392 { 0.13
680 { 0.1566 0.28
681 { 0.1743 0.44
682 { 0.1925 0.63
Elevation Interpolation
Elev Storage Volume Storage Area
679
Elev
680 0.1310
0.2126 cu ft
0.2787 6,065
6,484 ac.
6,823
Storage elevation = 1.55 ft. above perm. pool elev.
Storage elevation = 679.55 Top of Box = 679.60
Determination of Orifice size for 2-S day dravvdosvn
a= 2A x sqrt(h) 'Falling head equation
Ct(sgrt(2g))
A=lAverage pond surface area 5923 { ft?
g=1 Gravity constant { 32.2 ?ft/s2
h= Change in head 1.55 {ft
C= Orifice constant 0.6
a--{Area of Orifice; 0.0085 ?ft2
Diameter- 1.25 in
ime= I. ---'days
Determination of High Water Elevation
Q=3.331h^3/2
Q= 50 yr. storm runoff 51.49 cfs
1= weir length 20.00 ft
h= elevation over weir h ft
h= (Q13.33 x I)^2/3
h= 0.8424107
0 Elevation 680.44
Determination of Emergency Spilhvay Size
Elevation = 681.00
Q
Q= 100 yr. storm runoff 59.12 cfs
1= weir length l ft
h= elevation over weir 0.50 ft
1= 0/(3.33 x I^3/2)
Length 50.22
Summers Wall: Turnbull Sigmon Design ,-
JOB NO.: 03-168 BY: BDS iooi Morehead Square Dr., Suite 530 &1P
DATE: 07.29.04 P.M.: BDS Charlotte, North Carolina 28203
RFVrcFn• ,- nn nn A1E R l ALIIY ASINDL
WATER QUALITY REQUIREMENTS FOR BASIN #8
To meet the Water Quality requirements, the procedure outlined in the "Stormwater Best
Management Practices" published by NCDENR will be used. This guide gives the
required pond surface area and storage volume to meet an 85% pollutant removal
efficiency. Also, the pond must detain the first 1" of rainfall and release this volume
over a period of 2 to 5 days. Calculations for these requirements are as follows:
Surface area reg irements
Drainage area to pond (Da)= 8.96 Ac
Post-development impervious percentage = 42%
Average pool depth = 3 ft
Designed permanent pool elevation = 686
From table 1.1 in the BMP guidelines the required Surface Area to Drainage Area
Ratio (SA/DA) for a permanent pool depth of 3 feet = 1.80
Required surface area = SA/DA / 100 x Drainage area= 0.161 Ac
Surface area of pond as designed at permanent pool elevation = 0.162 Ac
1" rainfall requirements
Using the runoff volume calculations in the "Simple Method"
Rv = 0.05 +.009 (1)
Rv= 0.428 in/in
% PEI RIt1ANENT POOL, DEPTH
ervious 3 4 5 6 7 8 9
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
15 0.78 0.64 0.57 0.47 0.41 0.38 0.35
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
25 1.16 0.94 0.84 0.71 0.61 0.55 0.53
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
35 1.54 1.26 1.11 0.94 0.80 0.73 0.70
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
45 1.90 1.58 1.38 1.18 1.00 0.91 0.85
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
55 2.23 1.88 1.61 1.41 1.19 1.09 1.01
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
65 2.64 2.22 1.89 1.65 1.42 1.27 1.18
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
75 3.12 2.59 2.23 1.95 1.70 1.48 1.34
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
85 3.55 2.94 2.52 2.22 1.99 1.72 1.55
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Volume = (Design rainfall) (Rv) (Drainage Area)
Volume = 1" rainfall x Rv in/in x 1/12 in/ft x Da = 0.32 ac-ft
or 13921 ft^3
This volume must be released over a period of 2-5 days
Flo-,v
Drainage Area: 8.96 Ac.
Runoff Coefficient: 0.8
50-yr Intensity: 9.00 in/hr
50-yr Flow: 77.41 cfs
100-yr Intensity:
100-yr Flow:
9.92 in/hr
88.88 cfs
Summers Walk Turnbull Sigmon Design
JOB NO.: 03-168 BY: BDS iooi Morehead Square Dr., Suite 530
DATE: 07.29.04 P.M.: BDS Charlotte, North Carolina 28203 i.
REVISED: 12.09.04 WAI EIZ UALITY IN DESIGN
WATER QUALITY BASIN #8 MODEL
Water Qualit y Basin Storage Volumes
Elevation
(msl) I Area
(so I Area
(ac) I Volume
(cu-ft) volume
(ac-ft)
683 1,350 { 0.0310 0 I 0.0000
684 1,844 { 0.0423 1,589 i 0.0365
685 3,557 0.0817 4,240 0.0973
686 { 7,035 0.1615 9,433 0.2166
687 8,253 0.1895 1 17,062 { 0.3917
683 ! 9,494 0.2180 25,919 { 0.5950
689 10,763 0.2471 36,031 0.8272
690 1 12,056 { 0.2768 47,423 1.0887
Surface Area Distribution
{ SA I% Perm. Poo
Forebay 1044 14.8%
Low Marsh 2468 35.1%
High Marsh 3058 43.5%
Micropool ! 1066 15.2%
Storage Volumes
Elevation i
(msq j Area
(ac) I Volume
(ac-ft)
686 { 0.1615 I 0.00
687 i 0.1895 0.18
688 0.2180 0.38
689 j 0.2471 0.61
690 { 0.2768 I 0.87
Elevation Interpolation
Elev Storage Volume Storage Area
687
Elev
688 0.1751
0.3196 cu ft
0.3785 8,253
9,135 ac.
9,494
Storage elevation = 1.71 ft. above perm. pool elev.
Storage elevation = 687.71 Top of Box = 687.75
Determination of Orifice size for 2-.r, day dr-.i-%vdotvn
a= 2A x sgrt(h 'Falling head equation
Ct(sgrt(2g))
A= Average pond surface area 8085 jft
g=lGravityconstant ( 32.2 It1ls2
h=Change in head 1.71 Ift
C=IOririce constant I 0.6 I
a= Area of Orifice, 1 0.0123 Jft2
Diameter- 1.5 in
Time= days
Determination of High Water Elevation
Q=3.331h^312
Q= 50 yr. storm runoff 77.41 cfs
1= weir length 20.00 ft
h= elevation over weir h ft
h= (Q/3.33 x I)^2/3
h= 1.105516
Elevation 688.86
Determination of Emergency Spill-waySize
Elevation = 689.00
Q312
Q= 100 yr. storm runoff 88.88 cfs
1= weir length I ft
h= elevation over weir 0.50 ft
1= Q/(3.33 x I^3/2)
Length 75.50
Summers Walls Turnbull Sigmoii Desigii
JOB NO.: 03-168 BY. BDS toot Morehead Square Dr., Suite 530 y` a
DATE: 07.29.04 P.M.: TAB Charlotte, North Carolina 2820
REVD: 12.09.04 FLOATATION CALCULATIONS `
Calculations Givers Data Standard Footin Assunt )Botts
Buoyant Weight of Concrete 87.6 Ibs/ft"3 1. Footing base to be 1 ft. wider than structure
WeAi ht of Water 62.4 Ibs/ft^3 on all sides.
Safe Factor S.F. 1.25 2. Footing depth to be a minimum of 8 inches in de th.
Is uatiorts used:
Outlet Structure Weight, W(s) = 4(w + t) x t x h x W(bc)
where, w = outlet box inside dimension, ft.
Displaced Water Weight, W(w) = 4 x (w + 2t) x W(w) x h t = structure wall thickness, ft.
h = height of structure, ft.
Required Base Weight, W(b) = (W(w) x S.F.) - W(s) W(bc)= buoyant weight of concrete, Ibs/ft^3
W(w)= weight of water, Ibs/ft^3
Required Footing Volume, V(f) = W(b) / W(bc) S.F.= safety factor
ttt et tTuCture #1
StructureDirnensions Obiect il'ei hts
Height of structure, h = 3.75 ft. Outlet Structure Weight, W(s) = 4271 Ibs
Structure wall thickness, t = 6 in. Displaced Water Weight, W(w) = 6552 Ibs

Outlet box inside dimension, w =
6.00 ft.
Re 'd Base Weight, W(b) = _ _
3920 Ibs
Footing Size
Required Footing Volume, V(f) = 45 cf Standard Footing Length, L = 9.00 ft.
Provided Footing_Volume, V = 57 cf Standard Footing Width, W = 9.00 ft.
Footing Check okay Minimum Footing Depth, D = 0.70 ft.
Footing Size to be used. Length =
Width =
Depth = 9.00 ft.
9.00 ft. Outlet Structure #1
0.70 ft.
0tttletS17-ucture #s 7771
Structrtre Dintemsiorts Ob jCCt IVCI hts
Height of structure, h = 3.75 ft. Outlet Structure Weight, W(s) = 4271 Ibs
Structure wall thickness, t = 6 in. Displaced Water Weight, W(w) = 6552 Ibs
Outlet box inside dimension, w = 6.00 ft. Re 'd Base Weight, W(b) = 3920 Ibs
Footing SUZ
Required Footing Volume, V(f) = 45 cf Standard Footing Length, L = 9.00 ft.
Provided Footing Volume, V(f) = 57 cf Standard Footing Width, W = 9.00 ft.
Footing Check okay Minimum Footing Depth, D = 0.70 ft.
Footing Size to be used. Length =
Width =
Depth = 9.00 ft.
9.00 ft. Outlet Structure #2
0.70 ft
Outlet Structure #,g
StructureDimensiorts Object lVeights
Height of structure, h = 4.70 ft. Outlet Structure Weight, W(s) = 5352 Ibs
Structure wall thickness, t = 6 in. Displaced Water Weight, W(w) = 8211.84 Ibs
Outlet box inside dimension, w = 6.00 ft. Re 'd Base Weight, W(b) = 4912 Ibs
Footing Size
_Required Footing Volume, V(f) = 56 cf Standard Footing Length, L = 9.00 ft.
Provided Footing Volume, V(f) = 73 cf Standard Footing Width, W = 9.00 ft.
Footing Check okay Minimum Footing Depth, D = 0.88 ft.
Footing Size to be used. Length =
Width =
De th = 9.00 ft.
9.00 ft. Outlet Structure #3
0.90 ft.
Summers Walk Turnbull Sigmon Design
JOB NO.: 03-168 BY: BDS iooi Morehead Square Dr., Suite 530
DATE: 07.29.04 P.M.: TAB Charlotte North Carolina 28203
REVD: 12.09.04 FLOATATION CALCULATIONS °
Outlet Structure #4
structure Dinicrisions Ob jCCt 11"Cl alts
Height of structure, h = 4.20 ft. _Outlet Structure Weight, W(s) = 4783 Ibs
Structure wall thickness, t = 6 in. Displaced Water Weight, W(w) = 7338.24 Ibs
Outlet box inside dimension, w = 6.00 ft. Re 'd Base Weight, W(b) = 4390 Ibs
1700 till Sizc
Required Footing Volume, V = 50 cf Standard Footing Length, L = 9.00 ft.
Provided Footing Volume, V = 65 cf Standard Footing Width, W = 9.00 ft.
Footing Check okay Minimum Footing Depth, D = 0.78 ft.
Footing Size to be used. Length =
Width =
Depth = 9.00 ft.
9.00 ft. Outlet Structure #4
0.80 ft.
Outlet St t•L1Ctul-e #,rl
StruetureDimclhsiomg OUjectM alts -
Height of structure, h = 5.00 ft. Outlet Structure Weight, W(s) = 5694 Ibs
Structure wall thickness, t = 6 in. Displaced Water Weight, W(w) = 8736 Ibs
_
Outlet box inside dimension, w = 6.00 ft. Re 'd Base Weight, W(b) = 5226 Ibs
Footing Size
Required Footing Volume, V(f) = 60 cf Standard Footing Length, L = 9.00 ft.
Provided Footing
Volume, V(f) = 81 cf Standard Footing Width, W = 9.00 ft.
_
Footing Check okay Minimum Footing Depth, D = 0.93 ft.
Footing Size to be used. Length =
Width =
Depth = 9.00 ft
9.00 ft. Outlet Structure #5
1.00 ft.
Stunlners Walk Turnbull Sigmion Design
JOB NO.: 03-168 BY: BDS loos Morehead Square Dr., Suite 530 t'
DATE: oy.zq.o4 P.M.: TAB Charlotte North Carolina 28203
REVD: 12.09.04 FLOATATION CALCULATIONS -
Outlet Structure #G
Structure Dimensions Object Wei hLs
Height of structure, h = 5.50 ft. _ Outlet Structure Weight, W(s) = 6263 Ibs
Structure wall thickness, t = 6 in. Displaced Water Weight, W(w) = 9609.6 Ibs
_
Outlet box inside dimension, w = 6.00 ft. Re 'd Base Weight, W(b) = 5749 Ibs
Footing SUZ
Required Footing Volume, V(f) = 66 cf Standard Footing Length, L = 9.00 ft.
Provided Footing Volume, V(f) = 89 cf Standard Footing Width, W= 9.00 ft.
Footing Check okay Minimum Footing Depth, D = 1.03 ft.
Footing Size to be used. Length =
Width =
Depth = 9.00 ft.
9.00 ft. Outlet Structure #6
1.10 ft.
Outlet Structure #7
Structure Dimensions Object 11'cights
Height of structure, h = 4.80 ft. Outlet Structure Weight, W(s) = 5466 Ibs
Structure wall thickness, t = 6 in. Displaced Water Weight, W(w) = 8386.56 Ibs
Outlet box inside dimension, w = 6.00 ft. Re 'd Base Weight, W(b) = 5017 Ibs
Footing Size
Required Footing Volume, V(f) = 57 cf -Standard Footing Length,_ L = 9.00 ft.
-Provided Footing Volume, V(f) = 73 cf
__9.00_ft.
Standard Footing Width, W=
Footing Check okay Minimum Footing Depth, D = 0.89 ft.
Footing Size to be used: Length =
Width =
Depth = 9.00 ft.
9.00 ft. Outlet Structure #7
0.90 ft
Outlet Structure #8
Structure Dimensions Ob'ect11'ci hts
Height of structure, h = 11.40 ft. Outlet Structure Weight, W(s) = 12982 Ibs
Structure wall thickness, t = 6 in. Displaced Water Weight, W(w = 19918.1 Ibs
Outlet box inside dimension, w = 6.00 ft. Re 'd Base Weight, W(b) = 11915 Ibs
Footin size
Required Footing Volume, V(f) = 136 cf Standard Footing Length, L = __ 9.00 ft.
Provided Footing Volume, V(f) = 178 cf Standard Footing Width, VV= 9.00 ft.
Footing Check okay Minimum Footing Depth, D = 2.13 ft.
Footing Size to be used. Length =
Width =
Depth = 9.00 ft.
9.00 ft Outlet Structure #8
2.20 fft.
TURNBULL ® SIGNION DESIGN
TO:
Cyndi Karoly
NCDENR - DWQ/Wetlands/401 Cert. Unit
2321 Crabtree Boulevard
Suite 250
Raleigh, NC 27604-2260
TEL: [phone]
DATE: August 9, 2005
REFERENCE: 03168 - Summers Walk
TRANSMITTED VIA:
? COURIER
? MAIL
? OVERNIGHT
? BY HAND
ACTION:
® FOR APPROVAL
? FOR YOUR USE
? AS REQUESTED
? FOR REVIEW AND COMMENT
? APPROVED ASSUBMITTED
? APPROVED AS NOTED
? RETURNED FOR CORRECTIONS
WE ARE SENDING:
? ATTACHED ? UNDER SEPARATE COVER
f p ; ?
ITEM DATE DESCRIPTION
3 8/5/05 Extended Detention Calculations
3 - 401 Extended Detention Worksheet
3 815105 Extended Detention Wetland Drawings

COMMENTS:
Cyndi,
Attached are the drawings and appropriate forms for the extended
detention wetlands at Summers Walk. Your latest comments were
addressed with appropriate changes to the plans. Please call with any
questions.
Sincerely
na1'
Tim Brown (??/]
CC: Q R ? Eta., U L/ ? D
Bryan Metzler - TSD
File AIM ? n
zap,
RF.=rJii 4 i C.-'f r t i l f?
Land ioolAforeheadSquare Drive Phone: [phone]§00
Development Suite 530 Far: 704-522-0882 T-RAFT MITTAL
Design Services Charlotte, NC 28203 turn bulls igmon.com
? \ r???°A T?94
C1
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, Y.E. Director
Division of Water Quality
March 10, 2005
DWQ# 04-1616
Mecklenburg County
Mr. Tim Coey
Forest City Land Group
8305 University Executive Park Dr.
Charlotte, NC 28262
Subject: Summerwalk Subdivision
APPROVAL of 401 Water Quality Certification with Additional Condition
Dear Mr. Coey:
You have our approval, in accordance with the attached conditions and those listed below, to
impact 2.43 acres of wetland and 410 linear feet (If) of unnamed tributaries (as outlined below)
Impact
145 feet perennial
120 feet perennial
145 feet intermittent
0.49 acre wetland
1.94 acres wetland
Purpose Type
Road Crossing Permanent
Sewer line Temporary
Road Crossing Permanent
Construction Permanent
Sewer line Temporary
to the Rocky River in order to construct the Summerwalk Subdivision in Mecklenburg County, as
described in your application received by the Division of Water Quality (DWQ) on January 11, 2005.
After reviewing your application, we have determined that this project is covered by Water Quality
General Certification Numbers 3402 and 3374, which can be viewed on our web site at
http://h2o.enr.state.nc.us/ncwetlands. The General Certification allows you to use Nationwide Permit
Numbers 12 and 39 once they are issued to you by the U.S. Army Corps of Engineers. Please note
that you should get any other federal, state or local permits before proceeding with your project,
including those required by (but not limited to) Sediment and Erosion Control, Non-Discharge, and
Water Supply Watershed regulations.
The above noted Certifications will expire when the associated 404 permits expire unless
otherwise specified in the General Certification. This approval is only valid for the purpose and
design that you described in your application. If you change your project, you must notify us in
writing, and you may be required to send us a new application for a new certification. If the property
is sold, the new owner must be given a copy of the Certification and approval letter; and is thereby
responsible for complying with all conditions. One
NorthCarolina
,11 alurall1l
North Carolina Division of Water Quality 610 East Center Ave., Suite 301 Mooresville, NC 28115 Phone [phone] Customer Service
Internet: h2o.enr.state.nc.us FAX [phone]
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
i
#-
Army Corps of Engineers, provide public notice in accordance with 15A NCAC 2H.0503, and provide
opportunity for public hearing in accordance with 15A NCAC 2H.0504. Any new or revised
conditions shall be provided to FCLG in writing, shall be provided to the United States Army Corps
of Engineers for reference in any permit issued pursuant to Section 404 of the Clean Water Act, and
shall also become conditions of the 404 Permit for the project.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory
hearing. You must act within 60 days of the date that you receive this letter. To ask for a hearing, send
a written petition that conforms to Chapter 1506 of the North Carolina General Statutes to the Office of
Administrative Hearings, 6714 Mail Service Center, Raleigh, N.C. 27699-6714. This certification and its
conditions are final and binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean
Water Act. If you have any questions, please telephone Mr. Alan Johnson in the Mooresville Regional
Office at 704-663-1699 or Ms. Cyndi Karoly in the Central Office in Raleigh 919-733-9721.
Sincerely,
for Alan W. Klimek, P.E.
AK/aj
Attachments
cc: Army Corps of Engineers, Asheville
Cyndi Karoly, Wetlands Unit
David Caldwell, Mecklenburg County
Central Files
Len Rindner
MEMORANDUM
TO: John Dorney Regional Contact:
Non-Discharge Branch WQ Supervisor:
Date:
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
Facility Name Summerwallc c/o Forest City Land Group
Project Number 04 1616
Recvd From APP
Received Date 10/5/04
Recvd By Region
Project Type residential
Alan Johnson
RPx C'1IPason
County Mecklenburg
County2
Region Mooresville
Certificates Stream
Permit Wetland Wetland Wetland Stream Class Acres Feet
Type Type Impact Score Index Prim. Supp. Basin Req. Req.
39 Stream O Y O N F__ 13-17 F C F___30,711. 0.03 845.00
14 PSS1A O Y O N ?-?-?? 30,711. 0.31
F 12 F__O Y O N F__ F-F__F__ F_ F_
Mitigation Wetland
MitigationType Type Acres Feet
Is Wetland Rating Sheet Attached? 0 Y 0 N Did you request more info? 0 Y 0 N
Have Project Changes/Conditions Been Discussed With Applicant? 0 Y 0 N
Is Mitigation required? 0 Y 0 N Recommendation: 0 Issue 0 Issue/Coed 0 Deny
Provided by Region: Latitude (ddmmss) Longitude (ddmmss)
Comments:
cc: Regional Office
Central Office Page Number 1
Triage Check List
Date:
1/13/05 Project Name: Summerwalk
DWQ#: 04-1616
County: Mecidenburg
To:
Alan Johnson, Mooresville Regional Office
60-day Processing Time: 1/11105 to 3/11/05
From: Cyndi Karoly Telephone : [phone]
Jp
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d
q
The file attached is being forwarded to your for your evaluation.
Please call if you need assistance.
? Stream length impacted
? Stream determination
Wetland determination and distance to blue-line surface waters on USFW topo maps
? Minimization/avoidance issues
? Buffer Rules (Meuse, Tar-Pamlico, Catawba, Randleman)
? Pond fill
Mitigation Ratios
? 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
1-1
Comments: As per our discussion regarding revision of the triage and delegation processes,
please review the attached file. Note that you are the first reviewer, so this file will need to be
reviewed for administrative as well as technical details. If you elect to place this project on hold,
please ask the applicant to provide your requested information to both the Central Office in
Raleigh as well as the Asheville Regional Office. As we discussed, this is an experimental, interim
procedure as we slowly transition to electronic applications. Please apprise me of any
complications you encounter, whether related to workload, processing times, or lack of a "second
reviewer" as the triage process in Central had previously provided. Also, if you think of ways to
improve this process, especially so that we can plan for the electronic applications, let me know.
Thanks!
(5 ((6/6
LEONARD S. RINDNER, _P"
Environmental Planning Consultant
Professional Wetland Scientist
Land Planning
January 8, 2005
Ms. Amanda Jones
US Army Corps of Engineers - Reg. Field Office
151 Patton Avenue - Room 208
Asheville, NC 28801 - 5006
Mr. Alan Johnson
NCDENR - Division of Water Quality
610 East Center Avenue
Suite 301
Mooresville, NC 28115
Ms. Cyndi Karoly
Division of Water Quality - NCDENR
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604
Re: Summenvalk, Davidson, North Carolina
Dear Amanda, Cyndi and Alan:
3714 Spokeshave "W.cD- )
Matthews, NC 28
Tele: (70,4) 846-0461
Fax (7q)047-0185 U ?
?s

/a

On behalf of my client, I am resubmitting the application. The original application
submitted in October of 2004, was voluntarily put on hold pending submittal of
additional information. The additional information involved clarification of the plan due
to changes by the developer as well as those required by the City of Davidson. Other
modifications were based on a site review with Alan Johnson of the NCDENR and a
review of previously submitted plans with the USACE by a previous consultant. The
attached is 'a much more complete application. I apologize for any inconvenience, and I
very much appreciated your patience and consideration.
Please contact me if you have any questions or require additional explanation. Thank you
for your consideration.
1?&nard S. Rindner, PWS
Environmental Planning Consultant
Professional Wetland Scientist
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North Carolina Department of Environment and Natural Resources
Division of Water Quality
Michael F. Easley, Governor William G. Ross, Jr., Secretary
Alan W. Klimek, P.E., Director
January 12, 2005
Leonard S. Rindner, PWS
3714 Spokeshave Lane
Matthews, NC 28105-7173
Dear Mr. Rinder:
On 1/11105, the Division of Water Quality received your additional information on the
Summerwalk project in Mecklenburg County, North Carolina. The DWQ project number for this
file is #041616. The second check for $475 was not required, since this project was still on hold.
(Modifications of already permitted projects require a new fee, but amended applications for
projects put on hold do not.) I am enclosing the check to return to you.
If you have any questions regarding this letter please do not hesitate to call me at (919)-733-
1786.
Sincerely,
a,
Rob Ridings
Enclosed: Check received January 11, 2005.
CC: Central Files
File copy
Wetlands/401 Unit
1650 Mail Service Center, Raleigh, North Carolina 27699.1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: http://h2o.enr.state.nc.us/nc«etlands
NorthCarolina
naturally
summerwalk
Subject: summerwalk
From: "Len Rindner" <[e-mail]>
Date: Thu, 21 Jul 2005 19:45:25 -0400
To: <[e-mail]>
Sam:
I got your call and contacted the engineer regarding the revisions to the stormwater plans that you
requested. According to Brian Metztler, the engineer for the project they are about 90% complete with the
plans and will forward these to you soon. He expressed to me that he has been in communication with
you.
Thank you for your call. Let me know if you have any questions.
Len Rindner
** give my regards to everybody - don't get to talk to them like I used too.
1 of 1 7/22/2005 8:40 AM
rb0F W AT?RQ Michael F. Easley, Governor
?0 i? William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
DW G,
t7 •-?..? ? Alan W. Klimek, P.E. Director
rr Division of Water Quality
June 13, 2005
DWQ Project # 04-1616
Mecklenburg County
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Mr. Tim Coey
Forest City Land Group
8305 University Executive Park Drive
Charlotte, NC. 28262
Subject Property: Summerwalk Subdivision Phases # 1 & 2
REQUEST FOR MORE INFORMATION-Storm water Management Plan
Dear Mr. Coey:
On May 16, 2005, the Division of Water Quality (DWQ) received your Storm water management plan dated May
10, 2005, prepared by your engineer, Mr. Bryan C. Metzler, P.E., of Turnbull Sigmon Design, to comply with the
conditions of the 401 Water Quality Certification issued on March 10, 2005. The following additional information is
needed to enable us continue with the reviews of your application:
• New 401 Extended Detention wetland worksheets.
• Provide Pond designs that are 3 ft to 6 ft deep, length to width ratio of 3:1, and 85 % TSS removal.
• Pond # 1, 2, 3, 4, & 5, orifice, and the draw down did not meet design requirements.
• Pond # 1, 2, 3, 4, & 5, Forebay, High Marsh, Low Marsh, and Micro pool did not meet design values.
• Accounts for the entire total project area of 99.5 acres, drainage basins, and flow rates.
• Clarify the differences between the impervious % shown in your basins, and those in your calculations.
• Provide an outlet structures and dam sections of all ponds.
• Provide BMP for all drainage areas A through K, greater than 30 % impervious.
Please respond within three (3) weeks of the date of this letter by sending three (3) copies of this information in
writing. This letter only addresses the Storm water Management Plan review and does not authorize any impacts to
wetlands or streams until the plans are approved. Please call Mr. Samuel A. Aghimien, at 919-733-3574 if you have
any questions regarding these issues.
Sincerely,
CynKaroly
DWQ, 401 Oversight/Express Permitting Unit
CBKlsaa
cc: DWQ Mooresville Regional Office
USACE Asheville Regulatory Field Office
File Copy
Central Files
Bryan C. Metzler; T.S.D; 1001 Morehead Square Drive, #530 Charlotte NC. 28203
04-1616 stormwater more info, Summer Walk Phase # 1&2, 6-13-05
401 Oversight/Express Review Permits Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] FAX[phone] Internet Imp: /!'h2o.enrstatc.nc.usnewetlands
NorchCarolina
aturally
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
1 .1
Summerwalk

Davidson, Meeldenburg County,
North Carolina
L? `10
Joint Application Form and Supporting Documentation for
4
d
NATIONWIDE PERMITS THAT REQUIRE NOTIFICATION
.
TO CORPS OF ENGINEERS
NATIONWIDE PERMITS THAT REQUIRE
SECTION 401 CERTIFICATION CONCURRENCES
Prepared For.
. RM@M0WF=B
Mr. Tint Coey OCT 0 5 2004
Forest City Land Group
8305 University Executive Park Drive DENR - WATER QUALITY
Suite 340 %tiEWDSANDSTOR NATERBfWa
Charlotte, NC 28262
Prepared By:
Leonard S. Rindner, PWS
Environmental Planning Consultant
3714 Spokeshave Lane
Matthews, NC 28105
[phone]
*Subject to verification by the USACE and NCDWQ
Date: 10/2004
Page 1 of 13
Office Use Only: Form Version May 2002
USACE Action ID No. DWQ N091 r 0 '1 10
(If anv aarticular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
1. Processing
1. Check all of the approval(s) requested for this project:
X Section 404 Permit ? Riparian or Watershed Buffer Rules
? Section 10 Permit Isolated Wetland Permit DWQ
X 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: 39, 14,12
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 (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here:
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page 4),
and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name: Mr. Tim Coey
Mailing Address: Forest City Land Group
8305 University Executive Park Drive
Suite 340
Charlotte, NC 28262
Telephone Number:
E-mail Address:
2. Agent/Consultant 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: Leonard S. Rindner PWS
Company Affiliation: Environmental Planning Consultant
Mailing Address: 3714 Spokeshave Lane
Matthews NC 28105
Telephone Number: 704 904 2277 Fax Number: 704 847 0185
E-mail Address: Irindner(a)carolina rr com
Fax Number.
Page 2 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: Summerwalk
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN):
4. Location
County: Mecklenburg County County Nearest Town: Davidson
Subdivision name (include phase/lot number):
Directions to site (include road numbers, landmarks, etc.):
See attached vicinity map - Davidson Concord Road near Meck/Cabarrus County booundary
5. Site coordinates, if available (UTM or Lat/Long): 35.4494°N, 80.77341W (WGS84/NAD83)
USGS Cornelius Quad (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. Property size (acres): + 223 Acres
7. Nearest body of water (stream/river/sound/ocean/lake): UT of Rocky River
8. River Basin: Yadkin
(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/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: Undeveloped abandoned agricultural and timbered,
woodland, disturbed floodplain.
Page 3 of 13
10. Describe the overall project in detail, including the type of equipment to be used:
Proposed residential development -
11. Explain the purpose of the proposed work:
Road crossings general site preparation and grading to access and develop residential areas,
install sewer line to existing trunk along Rocky river.
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.
The wetlands and streams have been field delineated The mapping has been utilized by the
planners to develop a site plan The mapping has been utilized to avoid and minimize impacts.
The preliminary plans for the site were reviewed by C,yndi Karoly and John Domey on June 21,
2004 in Raleigh NC along with representatives of Turnbull Simon Design to review project
layout sedimentation and erosion control issues and stormwater management issues.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
Additional impacts are not expected however stream crossings may be required in the future to
connect to adjacent parcels if they develop Impacts to streams and wetlands on the project are
limited to road crossings Sewer line crossings through streams and wetlands will be
implemented in accordance with NWP #12 requirements.
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.
Page 4 of 13
1. Provide a written description of the proposed impacts: Proposed impacts to stream are
limited to road crossing impacts and impacts to unimportant intermittent to ephemeral
streams for general development Over 50% of the site is undeveloped common open space.
As depicted on the attached site plans substantial buffers along creeks as well as large areas
of scrub/shrub wetlands are preserved.
2. Individually list wetland impacts below: Not applicable - no impacts proposed
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***
A NWP #39 .02 no 250' PSSIA
C NWP #39 .01 no 450' PSSIA
F NWP #14 .23 yes <1501f PSSIA
G NWP 914 .08 yes 800' PSSIA

* List each impact separately and identify temporary impacts. Impacts metude, but are not nmuea to: mechanized cicaring, gruuuig,
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 httn://www.fema.t4ov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) hidicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: + 25 acres
Total area of wetland impact proposed: 0.34 acres
3. Individually list all intermittent and perennial stream impacts below:
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?
(please seci
B NWP 39 145' UT of Rocky River 6' perennial
D NWP 39 500' same 3' Int. to Ephemeral
E NWP 39 200' same 3' Intermittent

List each impact separately and identify temporary impacts. impacts include, but are not unutca to: cuivcris and assoeiamd lip-lap,
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.us gov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.tonozone.com.
www.mapgt1Cst.com, etc.).
Page 5 of 13
1. Provide a written description of the proposed impacts: Proposed impacts to stream are
limited to road crossing impacts and impacts to unimportant intermittent to ephemeral
streams for general development Over 50% of the site is undeveloped common open space.
As depicted on the attached site plans substantial buffers along creeks as well as large areas
of scrub/shrub wetlands are preserved.
2. Individually list wetland impacts below: Not applicable - no impacts proposed
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
feet
Type of Wetland***
A NWP #39 .02 no 250' PSSIA
C NWP #39 .01 no 450' PSS1A
F NWP #14 .23 yes <1501f PSSIA
G NWP 414 .08 yes 800' PSSIA

* List each impact separately and identity temporary impacts. impacrs mciuae, our are nut uIIIIIeu IV. III6I.1 + 114a u a .. u=..I;, s• -•• • b, _•• ,
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 arc available through the FEMA Map Service Center at 1-800-358-9616, or
online at httn://www.icm,,m Cov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: + 25 acres
Total area of wetland impact proposed: 0.34 acres
3. Individually list all intermittent and perennial stream impacts below:
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?
(please seci
B NWP 39 145' UT of Rocky River 6' perennial
D NWP 39 500' same 3' Int. to Ephemeral
E NWP 39 200' same 3' Intermittent

* List each impact separately and identify temporary impacts. impacts mctuae, out are not ium cu. w: culvwuu en,u uaauw",wu
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 I-800-358-9616, or online at
www.uses.aov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.ton07one.com,
www.map(uesttcom, etc.).
Page 5 of 13
Cumulative impacts (linear distance in feet) to all streams on site: 845 if
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below: N/A
Open Water Impact
Site Number
indicate on ma
Type of Impact* Area of
Impact
(acres)
Name Wat)
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, cxcavauon, dredging,
flooding, drainage, bulkheads, etc.
5. 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.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
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
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
Over 50% of the project site is within common open space and stream buffers. Impacts to
perennial streams are limited to one road crossing. Approximately 99% of the streams and
wetlands are avoided Impacts to streams other than for road crossings are limited to intermittent
to ephemeral (unimportant) stream channels Sewerlines through wetlands will be implemented
in accordance with NWP #12 Sewerline crossings through wetlands have been minimized to the
extent feasible, however avoidance is limited to the side slopes bordering the wetland and
floodplain areas that are being developed The sewerline project through the project connects to
an existing trunk along Rocky River. Stormwater from high density development pod areas
Page 6of13
(those at 30% impervious or greater) will be treated within extended detention wetlands or
diffused over the large floodplain and buffer areas.
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
littp://112o.enr.state.nc.us/ncwetiands/strm?zide.litm1.
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,
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 site plan avoids over 98% of the wetlands on the site. Local SWIM buffers protect the
perennial streams on the site in Mecklenburg County. Rocky River is protected by buffers in
Cabarrus County. Over 50% of the site is open space. Over 99% of the important and
perennial streams are avoided.
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http://li2o.enr.state.nc.us/wrp/index.litm. If use of
Page 7 of 13
the NCWRP is proposed, please check the appropriate box on
following information:
Amount of stream mitigation requested (linear feet):.
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
IX. Environmental Documentation (required by DWQ) NA
page three and provide the
Does the project involve an expenditure of public (federaUstate) funds or the use of public
(federaUstate) 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 theNEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ) NA
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 ? 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
s uare feet) J Multiplier Required
Mitigation
1 3
Page 8 of 13
1.5
Total
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.
XI. Stormwater (required by DWQ)
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.
As indicated on the attached plans a stormwater management flan will be provided for the
project to treat all high density pods multi-family, and amenity areas. Extended detention
wetlands and diffused drainage where feasible over buffers will be utilized. As agreed at the June
21, 2004 meeting with Cyndi Karoly and John Dorney, the sediment basins will be allowed to be
utilized to treat stormwater until they are converted to extended detention wetlands when they
are no longer required by Mecklenburg County. The sediment basins will be sized adequately to
equal or exceed the size requirements of an extended detention wetland. Plans and specifications
will be submitted to NCDWQ for approval to meet the conditions of the 401 WQC when issued..
XII. Sewage Disposal (required by DWQ)
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.
CMUD Municipal System ---
Nationwide Permit #12 and Regional Conditions from the U.S. Army Corps of Engineers (USACE) and the North Carolina
Department of Environment and Natural Resources - Division of Water Quality (NCDWQ) General Certification 3374.
The following regulatory criteria and conditions will be included in the final design:
Excerpts from NCDWQ Conditions of Cert 7catton (Applicable to this project) and USACE Regional Conditions to
Nationwide Permit 12
NCDJVQ Conditions of Certification
1. Activities covered by this General Certification do not require written concurrence from the Division of Water
Quality as long as they comply with all conditions of this General Certification and the conditions of Nationwide Permit 12
or Regional Permit 198100049. Any condition in this certification which is not met requires notification to and concurrence
from DWQ;
2. The edge of the construction corridor is installed parallel to and closer than 10 feet (3 meters) to a stream or if the
utility line crosses a stream channel at less than 75 degrees or more than 105 degrees of the stream bank;
Page 9 of 13
3. Any wastewater line that crosses any stream shown on the most recent version of the 1:24,000 USGS topographic
map as permanent or intermittent shall be installed with no-seam piping. If no-seam piping can not be installed, written
concurrence from NCDWQ is required.
4. Construction corridors parallel to streams shall be placed at the furthest distance from the stream to the maximum
extent possible;
5. Measures shall be taken to prevent live or fresh concrete from coming into contact with waters of the state until the
concrete has hardened;
6. Placement of riprap is restricted to stream bottoms and banks directly impacted by the placement of the utility line.
Riprap may only be used below the normal high water level. The stream berm must be restored to the original contours after
construction;
7. That appropriate sedimentation and erosion control practices which equal or exceed those outlined in the "North
Carolina Erosion and Sediment Control Planning and Design Manual" or "North Carolina Surface Mining Manual" are
utilized to prevent exceedances of the appropriate turbidity water quality standards (50 NTUs in streams and rivers not
designated as trout waters by NCDWQ; and all lakes and reservoirs; and 10 NTUs in trout waters);
8. All sedimentation and erosion control measures placed in wetlands shall be removed and the natural grade restored
after the Division of Land resources has released the project;
9. Annual species suitable for wet locations shall be planted within jurisdictional wetlands for soil and erosion control.
Perennials such as fescue are prohibited;
10. No fertilizer shall be applied within 10 feet of streams;
11. The construction corridor (including access roads and stockpiling of materials) is limited to 40 feet in width in
wetlands and must be minimized to the maximum extent practicable.
12. Permanent, maintained access corridors shall be restricted to the minimum width practicable and shall not exceed 10
feet in width except at manhole locations. A 10 feet by 10 feet perpendicular vehicle turnaround must be spaced at least 500
feet apart.
13. An anti-seep collar (See detail) shall be placed at the downstream (utility line gradient) wetland boundary and every
150 feet up the gradient until the utility exits the wetland for buried utility lines. Anti-seep collars may be constructed with
Class B concrete, compacted clay, PVC pipe, or metal collars. Wetland crossings that are directionally drilled, and
perpendicular wetland crossings that are open cut and less than 150 feet (45.7 meters) long do not require anti-seep collars.
The compacted clay shall have a specific discharge of 1 X 10 -5 cm/sec or less. A section and plan view diagram is attached
for the anti-seep collars.
The following specifications shall apply to class B concrete:
a) Minimum cement content, sacks per cubic yard with rounded
course aggregate 5.0
b) Minimum cement content, sacks per cubic yard with angular
course aggregate 5.5
C) Maximum water-cement ratio gallons per sack 6.8
d) Slump range 211to 4"
e) Minimum strength - 28 psi 2,500
14. This general certification does not authorize any permanent changes in preconstruction elevation contours in waters
or wetlands. The permitee will have a specific plan for restoring wetland contours. Any excess material will be removed to a
high ground disposal areas;
Page 10 of 13
15. If an environmental document is required, this certification is not valid until a FONSI or ROD is issued by the State
Clearinghouse;
16. N/A
17. Compensatory mitigation (i.e., restoration, creation or preservation) for wetland losses will not be required for this
Certification if written concurrence is not needed.
18. Written concurrence is required if the maintenance corridor is greater than 10 feet wide.
19. This certification does not relieve the applicant of the responsibility to obtain all other required Federal, State, or
local approval.
Non-compliance with or violation of the conditions herein set forth by a specific fill project shall result in revocation of this
Certification for the project and may also result in criminal and/or civil penalties. The Director of the NCDWQ may require
submission of a formal application for Individual Certification for any project in this category of activity, if it is determined
that the project is likely to have a significant adverse effect upon water quality or degrade the waters so that existing uses of
the wetland or downstream waters are precluded. Public hearings may be held for specific applications or group of
applications prior to a certification decision if deemed in the public's best interest by the Director of the NCDWQ.
Additional USACE Regional Conditions to Nationwide Permit 12 (Applicable to this project) :
Temporary placement of excavated or fill material in waters and wetlands will be for the absolute minimum period
of time necessary to accomplish the work.
Each individual crossing will be stabilized immediately with native vegetation. Stabilizing with non-native grasses
(i.e., fescue, etc.) is prohibited
Anti-seep collars must be installed at no greater than 150-foot intervals on all sewer and drain
lines placed in wetlands, and all utility lines must be installed to prevent drainage of wetlands (i.e., no French drain"
construction, etc.)
The total width of the access corridor excavation and temporary fill area (including mechanized land clearing) is
restricted to no more than 40 feet and must be minimized to the extent practicable.
Restoration Plans in Wetland Areas
Clearing in Waters of the U.S. should be minimized to the extent feasible up to 40` only as necessary to facilitate safe
construction.. As required, the topsoil shall be saved through the disturbed wetland areas, and the top 6" to 12" of the trench
should be backfilled with this topsoil to encourage rapid re-establishment of previous vegetation conditions. Excess material
must be removed to upland areas immediately upon completion of construction. An annual species suitable for wet locations
will be planted within jurisdictional wetlands for soil and erosion control. Perennials such as fescue will not be specified in
wetland areas. Anti-seep collars should be used to prevent wetland draining.
Grassing Specy7catlon
Disturbed wetland areas shall be stabilized with annual small grains that will initially stabilize the soils and then allow the
natural vegetation to become re-established. For stabilization, outside the optimum planting windows, using a mixture of
species on either side of the window may increase chances of a good stand. Germination will be most difficult in the
December - February period. For wetland stabilization during this period, it will be necessary to be sure those wetlands are
well mulched. Annual lespedeza could be added to any planting mixtures during this period because it will germinate during
the first warm days of spring.
Page 11 of 13
I I
Seeding Mixture Wetland areas in temporarily saturated soils or subiect to occasional and brief inundation
Dates Types Rate
April 1 -Jul. 15 Red Top (Agrostis alba) 71bs/acre
Smartweed 20 lbs /acre
Jul. 16 - Sept. 1 Temporary Crop
Jap. Millet or Sorghum 20 lbs /acre
(to be followed by permanent mixture)
Sept. 2 -Nov. 1 Smartweed 20 lbs /acre
Red Top (Agrostis alba) 7 lbs/acre
Nov. 1 - March 31 Temporary Crop 40 lbs /acre
Wheat or Winter Rye (to be followed by permanent mixture)
Seeding Instructions
1) Seed in the dry period
2) use of a filler, such as sand to dilute the seed to ensure uniform ground coverage when broadcasting
3) Pure live seed shall be specified and approved prior to planting.
4) Mulch
Substitutions may be permitted with approval. Other native grasses or annuals may be selected. No fescue shall be used in
wetland areas.
Temnnrarv Seedint, Mixture
Dates Types Rate
April 15 - Sept. I Temporary Crop
Jap. Millet or Sorghum 40 lbs /acre
Aug. 25 - Oct. 31 Wheat 50 lbs /acre
Kobe lespedeza 15 lb/acre
Nov. I - April 15 Wheat or Winter Rye 40 lbs /acre
Kobe lespedeza 15 lb/acre
Nurse Plants
Between May 1, and August 15, add 10 lbs/acre German millet or 15 lb/acre Sudangrass. Prior to May i or August 15, add
40 lb/acre rye (grain). Other native gasses or annuals suited to wet conditions may be selected with approval. No fescue or
other turf grasses shall be used in wetland areas.
By complying with the Nationwide Permit 12 and 401 Certification conditions it is expected that this project will not cause
significant impacts to wetlands. Please contact me if you have any questions or require additional explanation. Thank you for
your consideration.
Page 12 of 13
XIII. Violations (required by DWQ) NA
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
T? rued Species, accessibility problems, or other issues outside of the applicant's control).
//d
Applicant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 13 of 13
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LAND DEVELOPMENT DESIGN SERVICES 8305 UNIVERSITY EXECUTIVE
PARK DRIVE, SUITE 340
CHARLOTTE, NC 28262
Summers Walk
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PROJECT No: 03-168
ISSUE DATE: 08.23.04
DEWEESE TOWNSHIP
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8305 UNIVERSITY EXECUTIVE ISSUEDATE, o8.23.04
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CHARLOTTE. NC 28262 DAVIDSON. NC SHEETNO OF
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LAND DEVELOPMENT DESIGN SERVICES
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LAND DEVELOPMENT DESIGN SERVICES 8305 UNIVERSITY EXECUTIVE
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MEMORANDUM
TO: John Dorney Regional Contact:
Non-Discharge Branch WQ Supervisor:
Date:
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
Facility Name Summerwalk c/o Forest City Land Group
Project Number 04 1616
Recvd From APP
Received Date 10/5/04
Project Type residential
Certificates
Permit Wetland Wetland
Type Type Impact
Recvd By Region
Stream
Wetland Stream Class
Score Index Prim. Supp.
County Mecklenburg
County2
Region Mooresville
Stream Impacts (ft.)
Acres Feet r-?==ate i=?t-??
Basin Req. Req. L"iM_10
F 145.00 700.00
39 Stream O Y O N F_-
F F_ 13-17 F -cF - 30,711. 0.03 84
14 I'SS1A K_770 N F_-F_r-F_- 30,711. 0.31 F_ F_
12 r-OY ON ??????? I F_
Mitigation Wetland
MitigationType Type Acres Feet
;f?r
Is Wetland Rating Sheet Attached? Q Y O N Did you request more info? Q Y O N
Have Project Changes/Conditions Been Discussed With Applicant? Q Y O N
Is Mitigation required? p Y p N Recommendation: Q Issue O Issue/Cond O Deny
Provided by Region: Latitude (ddmmss)
Comments:
Longitude (ddmmss)
Staff visited the site on November 15. 2004. The site is located on Hwy 73 near the Mecklenburg/Cabarrus
Coup line. The site is consists of recently logged and wooded areas. Nice wetlands are located along the
Rocky River. The site plans call 50 to 100 ft buffers on all streams. An additional parcel to the submitted site
plan has been added which may increase the mitigatable stream impacts. It is located at the northeast corner of
the eject, just inside Cabarrus county. Staff recommends that a future crossing for "connectivity" purposes
located near the main entrance to the site (southeast corner) be moved further south to minimize a wetland
impact. HOLD for further INFO on new addition
Wetland Impacts (acre):
_'A" --0.02, "C" -- 0.01, "F" -- 0.23, "G" -- 0.08
Stream Impacts (linear ft)
B" --145 ft (perennial/mitigatable), "D" -- 500 ft (not important). "E" --200 ft (not im ortan )
cc: Regional Office
Central Office Page Number 1
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Michael F. Easley, Governor William G. Ross, Jr., Secretary
Alan W. Klimek, P.E., Director
October 7, 2004
MEMORANDUM
TO: Rex Gleason
Mooresville Regional Office ,
FROM: Cyndi Karoly cv3i) vi
RE: 401 Certification Review
Attn: Alan Johnson
Please review the enclosed 401 Certification applications by the dates listed for each project.
me if you or your staff have any questions, or need assistance in these reviews.
Please complete the staff report and recommendation form on Filemaker Pro.
1. Summerwalk
04-1616
Mecklenburg County
Central Office Received 10/5/04
Clock expires 12/3/04
2. Firth Court Redevlopment
04-1615
Mecklenburg County
Central Office Received 10/4/04
Clock expires 12/2/04
The other enclosed material is for your general information and use as appropriate.
Enclosures
401 Wetlands Certification Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: htto://h2o.enr.statc.nc.us/ncw,ctlands
n Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
Please call
NorthCarolina
Naturally
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- - DEWEESE TOWNSHIP
J -
I ~ DAVIDSON,
r
!r: ~ ~ to ~ P , _ a + I Stormwater
I Q~ ri
I Management an
I p s i r
13. I 9.01 AC.
Water Quality an
rv W
i4 u 1 PROJECT NUMBER 03-168 I I
k
DRAWN BY: TAB - D
f ESIGNED BY: TAB
WO #5 I
ISSUE DATE: 07.29.04
r - i + 1
1 4I .
I.
rP .I
1L -
' ~ y~ ` 4 8 5 05 REVISED WATER QUALITY BASIN INFO
`~~0n~ US C r - 3 5.16.05 MECK. CO. be DAVIDSON COMMENTS d°RUS CQU
CJ~ 2 3.31.05 MECK. CO. 6 DAVIDSON COMMENTS -.-U-
_ njffMNNORG I 12.13.04 _..,MECK. C . - .w. OMMENTS ENB O. & DAVIDSON COMMENTS RC COU ,a
- NO. DATE: BY: REVISIONS: ,

11.(
TY
5"X5"X3/8"
STAINLESS STEEL \
ANGLE \
fEEL
ANGLE CUPS
TYPICAL
AINLESS STEEL
ANCHOR BOLT. EPDXY
IN PLACE
� OUTLET STRUCTURE ANCHOR U
!'sC� 1• BI! �!!�lC���=!!
t {!i� �!!!!f ■i�il•It! E116
III]■■II�II,IIlII, ■III[IIIIIII,II,IIIIII�II, ■ u
0
0
1"X1" ALUMINUM GRATING AND
HATCH TO BE DESIGNED AND
CERTIFIED BY MANUFACTURER.
CONTRACTOR TO SUBMIT
SHOP DRAWINGS TO ENGINEER
FOR APPROVAL PRIOR TO
FABRICATION
/ HINGE \
_ 1/8" STEEL \
\ ANGLE PLATE
2" GRATE \
6" STAINLESS STEEL /
ANCHOR BOLT. EPDXY
IN PLACE �
� GRATING DETAIL U
OUTLET STRUCTURE PLAN
6.0" DIAMETER ALUMINUM OR DIP
WALL SLEEVE, BEND & SPOOL TOP OF DAM ELEV. 700.00 NOTES1. :
TO ENSURE THAT OUTLET BOX IS SET
LEVEL AND FLUSH WITH SURFACE OF BASE FOOTING
GRATED SEE D1LCOVER /5.7 EMERGENCY SPILLWAY ELEVATION: 699.00 � � � SECONDTO �B BATCH UNIFORMDE OF CON RETE. PRIOR TOGROUT I PLACING
50 YEAR STORM EVENT HIGH WATER ELEV. 698.21 j j # j j ! ( j NECESSARY. ALL ORIFICE AND PIPE OPENINGS INTO
THE OUTLET STRUCTURE SHALL BE SEALED LEAK
TIGHT. USE "UNKSEAL" MECHANICAL SEALS FOR
ALUMINUM STEPS ►,- I l l 1=1 I1=1 i l 1I�I l i 1I1I
TOP OF S1RUCIURE TEMPORARY POOL ELEVATION: 697.4612" O.C., TYPICALALL PIPES 24" AND SMALLER.
ELEV. 697.50 '_' : '• ''' � �•2. REFER TO DTL.
p PERMANENT POOL ELEVATION: 696.00 0 :`N _ �- I -� { (� #SATE FOR EROSION CONTROL
p i ( MEASURES ASSOCIATED WI1N THE OUTLET
STRUCTURE DEVICE:
• • ^• 1 FT. MIN.
3. REFER TODTL. #2/5.7 FOR OUTLET STRUCTURE
TRASH RACK AND
ALUMINUM 1.2" ORIFICE PLATE ANCHOR DEVICES.
STEPS 4. REFER TO DI #3/5.7 FOR OUTLET STRUCTURE
12" O.C., TYPICAL TURNING ROD GUIDERAIL G
` Tl ! I ! ! ( ( I III
LSE GRATE DETAIL AND INFORMATION.
SUPPORT'S AS NECESSARY PRECAST 5' X 5' VAULT ' ' 6" DIAM. GATE VALVEf i1( i (� !5. REFER TO DTL. #4/5.7 FOR OUTLET STRUCTURE
DIMENSIONS ARE TO INSIDE ' ' TO DRAIN POND, TURNING ! i �-CONCRETE ANTI -SEEP CalI`-CONCRETE ANTI-LLAR j PLAN VIEW.
CONTRACTOR TO SUBMIT ROD TO BE EXTENDED TO -- SEALED SHOP DRAWINGS TOP OF STRUCTURE WITHFOR APPROVAL PRIOR `". HANDWHEEL FOR OPERAl10N o _ IIITO CONSTRUCTION6" DIP POND DRAIN• - - - - - - - - -
SOLID FILL WITH TRASH RACK I -- --- -------------- --
GROUT/CONCRETE 0 1 j 110 LF OF 24" RCP
INV OUT. I 1 014.4%
I
_ 1 I
BOTTOM OF POND: 693.00 692.801
-----------------
II -------
- I 1 1 -
1
s
I
i
_ f
- - - I-
1 -
1
5 REINFO '. • a .
A _ _ �{ • It
AR !�f
d - , ry E . • I _SECOND CONCRETE PLACEMENT T0. ! i
{ t !
- • ` - _ �' 1 { OCCUR AFTER STRt1C1URE{-
I f. • t ( ; ... .• .. .•.. -ANCHORED IN PLACE
s
�EE ANCHOR DTL. #2/5.7 I
-I I t 1 1 1 1 I► ( I 1{( 4-� I �-- It} THIS SHEET -i CUT-OFF 1RENCH
^- �! I '-(EXCHANGE AND BACKFILL
W/ COMPACTED SOIL)
OUTLET STRUCTURE AND DAM SECTION
WATER QUAM BASIN CONSTRUCTION SPECIFICATIONS:
1. THE FOUNDATION AREA SHALL BE CLEARED OF TREES, LOGS, STUMPS, ROOTS, BOULDERS,
SOD AND UNSUITABLE SOIL. IF NEEDED TO ESTABLISH VEGETATION, THE TOPSOIL SHALL BE
STOCKPILED AND SPREAD ON THE COMPLETED DAM AND SPILLWAYS. THE FOUNDATION AREA
SHALL BE THOROUGHLY SCARIFIED BEFORE PLACEMENT OF THE FILL MATERIAL.
2. EXISTING STREAM CHANNELS IN THE FOUNDATION AREA SHALL BE SLOPED NO STEEPER
THAN A RATIO OF ONE HORIZONTAL TO ONE VERTICAL THEY SHALL BE DEPEENED AND
WIDENED AS NECESSARY TO REMOVE ALL STONES, GRAVEL, SAND, STUMPS, ROOTS, AND
OTHER OBJECTIONABLE MATERIAL AND TO ACCOMMODATE COMPACTION EQUIPMENT.
FOUNDATION AREAS SHALL BE KEPT FREE OF STANDING WATER WHEN FILL IS PLACED ON
THEM. THE BORROW AREAS SHALL BE CLEARED OF STUMPS, ROOTS AND UNSUITABLE SOIL.
THE WATER QUALITY BASIN SHALL BE CLEARED AND ALL STUMPS REMOVED.
3. BEFORE FILLING OPERATIONS BEGIN, THE SOILS ENGINEER WILL TAKE REPRESENTATIVE
SAMPLES OF EACH PROPOSED FILL MATERIAL AND TEST THEM TO DETERMINE THE
COMPACTION AND CLASSIFICATION CHARACTERISTICS (PROCTOR TEST). ONLY THOSE MATERIALS
AS APPROVED BY THE SOILS ENGINEER WILL BE USED AS FILL ON THE DAM. GENERALLY SM
OR SC CLASSIFICATION SOILS WILL BE ACCEPTABLE, COMPACTED EARTH FILLS SHALL BE
CONSTRUCTED TO THE ELEVATIONS, LINES, GRADES AND CROSS SECTIONS INDICATED ON THE
PLANS.
4. AFTER STRIPPING OF FOUNDATIONS AND REMOVAL OF WEAK OR UNSUITABLE MATERIALS
HAS BEEN COMPLETED, AND BEFORE START OF MATERIAL PLACEMENT, COMPACTED EARTH
SHALL BE USED TO FILL ALL STUMP HOLES, MINOR EXCAVATIONS AND DEPRESSIONS FOR
CAVITIES INSIDE THE EARTH FILL LIMITS.
5. FILL SHALL BE PLACED IN HORIZONTAL LAYERS OF NOT MORE THAN (9") LOOSE DEPTH.
AS SOON AS FEASIBLE AFTER STARTING CONSTRUCTION OF A FILL THE CENTRAL PORTION
THEROF SHALL BE BUILT AND MAINTAINED SLIGHTLY HIGHER THAN THE SIDES TO ALLOW FREE
DRAINAGE TO THE SIDE SLOPES.
6. EACH LAYER OF FILL SHALL BE COMPACTED BY ROLLING WITH COMPAC11ON EQUIPMENT
WHICH IS BEST SUITED FOR THE TYPES OF SOIL ENCOUNTERED. FILL ADJACENT TO PIPE
CONDUIT AND ANTISEEP COLLARS SHALL BE COMPACTED BY HAND. EACH LAYER OF FILL
SHALL BE COMPACTED TO NOT LESS THAN 95% MAXIMUM DRY DENSITY (STANDARD PROCTOR)
AT OPTIMUM MOISTURE CONTENT. WETTING OR DRYING OF THE MATERIAL AND MANIPULATION
TO SECURE UNIFORM MOISTURE CONTENT THROUGHOUT EACH LAYER SHALL BE REQUIRED.
DENSITY TESTS WILL BE PERFORMED AT A FREQUENCY AS SPECIFIED BY THE SOILS ENGINEER.
AS A MINIMUM, TESTS WILL BE PERFORMED ON EVERY THIRD LIFT OR EVERY 1000 CUBIC
YARDS WHICHEVER COMES FIRST. ALSO DENSITY TEST WILL BE PERFORMED WHENEVER FILL
MATERIAL CHARACTERISTICS CHANGE.
B. OUTLET DEVICE
1. OUTLET DEVICE COMPONENTS ARE TO FABRICATED AS SHOWN ON THE PLANS.
2. CONTRACTOR TO SUBMIT DESIGNED SHOP DRAWINGS TO THE CIVIL ENGINEER FOR APPROVAL
PRIOR TO CONSTRUCTION TO THE OUTLET DEVICE. SHOP DRAWINGS SHOULD INCLUDE
PRECAST BOX DESIGN, TRACH RACK, GRATED COVER, ALUMINUM STEPS, AND ALL
DRAIN/ORIFICE PIPING REQUIRED.
C. CONCRETE
1. ALL CONCRETE SHALL CONFORM TO THE STANDARD SPECIFICATIONS FOR READY MIXED
CONCRETE, ASTM C 94. AN AIR -ENTRAINING ADMIXTURE SHALL BE ADDED. THE CONCRETE
SHALL BE PROPOR11ONED TO MEET THE FOLLOWING REQUIREMENTS:
COMPRESSIVE STRENGTH: MINIMUM 3600 PSI WATER -CEMENT RATIO: 0.40 - 0.50
SLUMP: MINIMUM 3", MAXIMUM 5"
AIR CONTENT: MINIMUM 5%, MAXIMUM 8%
COARSE AGGREGATE: 1" - 1 1/2"
D. GRASSING
1. GRASS ALL AREAS DISTURBED BY CONSTRUCTION PER SPECIFICATION OF EROSION CONTROL
DETAIL SHEET.
E. PLANTING
1. WETLAND PLANTINGS SHALL BE ADDED AS REQUIRED BY STORMWATER BEST MANAGEMENT
PRACTICES. PLANTING SHALL BE BASED ON AVAILIBILITY OF PLANTS LISTED IN TABLE 2.2.
WATER QUALITY LEGEND/PLANTING:
SYMBOL
6 FT.
EDW
18" ALUMINUM
ACCESS STEPS
RIP RAP APRON, SPILLWAY
TRASH RACK
49
SADA (�
.15.5"
"• •
2.5"
4,050
.•
4,956
SUBMERGED AND PLANTED LITTORAL SHELF
6,592
TEMPORARY POOL VOLUME (CF)
To
v'IV
"°<•'°oya �
-
5
6 FT.
REVISED WATER QUALITY BASIN INFO
\11
6 DIAM.
4 rY"1S V,. Y
5.12.05
9"-18" HIGH MARSH AREA (*)
INLET ORIFICE
5_.16.0_5
24"
;> �
LOW MARSH
scirpus validus
ACCESS DRIVE
(*) REFER TO PLANTING LEGEND FOR REQUIRED PLANTING IN VARIOUS ZONE DEPTHS
PLANT SCHEDULE:
436 SF
ZONE LOCATION BOTANICAL NAME COMMON NAME S17F
y,
6" DIAMETER
-
P
% " 15:5" •
2.5"
BASIN DRAIN
v
6.
6" GATE VALVE
W/ WHEEL TURN
ELEVATION.
'
EXTENDED TO TOP
:. .
PICKERELWEED
PEAT POT
3 FT. OC
OF STRUCTURE
64
OUTLET STRUCTURE PLAN
6.0" DIAMETER ALUMINUM OR DIP
WALL SLEEVE, BEND & SPOOL TOP OF DAM ELEV. 700.00 NOTES1. :
TO ENSURE THAT OUTLET BOX IS SET
LEVEL AND FLUSH WITH SURFACE OF BASE FOOTING
GRATED SEE D1LCOVER /5.7 EMERGENCY SPILLWAY ELEVATION: 699.00 � � � SECONDTO �B BATCH UNIFORMDE OF CON RETE. PRIOR TOGROUT I PLACING
50 YEAR STORM EVENT HIGH WATER ELEV. 698.21 j j # j j ! ( j NECESSARY. ALL ORIFICE AND PIPE OPENINGS INTO
THE OUTLET STRUCTURE SHALL BE SEALED LEAK
TIGHT. USE "UNKSEAL" MECHANICAL SEALS FOR
ALUMINUM STEPS ►,- I l l 1=1 I1=1 i l 1I�I l i 1I1I
TOP OF S1RUCIURE TEMPORARY POOL ELEVATION: 697.4612" O.C., TYPICALALL PIPES 24" AND SMALLER.
ELEV. 697.50 '_' : '• ''' � �•2. REFER TO DTL.
p PERMANENT POOL ELEVATION: 696.00 0 :`N _ �- I -� { (� #SATE FOR EROSION CONTROL
p i ( MEASURES ASSOCIATED WI1N THE OUTLET
STRUCTURE DEVICE:
• • ^• 1 FT. MIN.
3. REFER TODTL. #2/5.7 FOR OUTLET STRUCTURE
TRASH RACK AND
ALUMINUM 1.2" ORIFICE PLATE ANCHOR DEVICES.
STEPS 4. REFER TO DI #3/5.7 FOR OUTLET STRUCTURE
12" O.C., TYPICAL TURNING ROD GUIDERAIL G
` Tl ! I ! ! ( ( I III
LSE GRATE DETAIL AND INFORMATION.
SUPPORT'S AS NECESSARY PRECAST 5' X 5' VAULT ' ' 6" DIAM. GATE VALVEf i1( i (� !5. REFER TO DTL. #4/5.7 FOR OUTLET STRUCTURE
DIMENSIONS ARE TO INSIDE ' ' TO DRAIN POND, TURNING ! i �-CONCRETE ANTI -SEEP CalI`-CONCRETE ANTI-LLAR j PLAN VIEW.
CONTRACTOR TO SUBMIT ROD TO BE EXTENDED TO -- SEALED SHOP DRAWINGS TOP OF STRUCTURE WITHFOR APPROVAL PRIOR `". HANDWHEEL FOR OPERAl10N o _ IIITO CONSTRUCTION6" DIP POND DRAIN• - - - - - - - - -
SOLID FILL WITH TRASH RACK I -- --- -------------- --
GROUT/CONCRETE 0 1 j 110 LF OF 24" RCP
INV OUT. I 1 014.4%
I
_ 1 I
BOTTOM OF POND: 693.00 692.801
-----------------
II -------
- I 1 1 -
1
s
I
i
_ f
- - - I-
1 -
1
5 REINFO '. • a .
A _ _ �{ • It
AR !�f
d - , ry E . • I _SECOND CONCRETE PLACEMENT T0. ! i
{ t !
- • ` - _ �' 1 { OCCUR AFTER STRt1C1URE{-
I f. • t ( ; ... .• .. .•.. -ANCHORED IN PLACE
s
�EE ANCHOR DTL. #2/5.7 I
-I I t 1 1 1 1 I► ( I 1{( 4-� I �-- It} THIS SHEET -i CUT-OFF 1RENCH
^- �! I '-(EXCHANGE AND BACKFILL
W/ COMPACTED SOIL)
OUTLET STRUCTURE AND DAM SECTION
WATER QUAM BASIN CONSTRUCTION SPECIFICATIONS:
1. THE FOUNDATION AREA SHALL BE CLEARED OF TREES, LOGS, STUMPS, ROOTS, BOULDERS,
SOD AND UNSUITABLE SOIL. IF NEEDED TO ESTABLISH VEGETATION, THE TOPSOIL SHALL BE
STOCKPILED AND SPREAD ON THE COMPLETED DAM AND SPILLWAYS. THE FOUNDATION AREA
SHALL BE THOROUGHLY SCARIFIED BEFORE PLACEMENT OF THE FILL MATERIAL.
2. EXISTING STREAM CHANNELS IN THE FOUNDATION AREA SHALL BE SLOPED NO STEEPER
THAN A RATIO OF ONE HORIZONTAL TO ONE VERTICAL THEY SHALL BE DEPEENED AND
WIDENED AS NECESSARY TO REMOVE ALL STONES, GRAVEL, SAND, STUMPS, ROOTS, AND
OTHER OBJECTIONABLE MATERIAL AND TO ACCOMMODATE COMPACTION EQUIPMENT.
FOUNDATION AREAS SHALL BE KEPT FREE OF STANDING WATER WHEN FILL IS PLACED ON
THEM. THE BORROW AREAS SHALL BE CLEARED OF STUMPS, ROOTS AND UNSUITABLE SOIL.
THE WATER QUALITY BASIN SHALL BE CLEARED AND ALL STUMPS REMOVED.
3. BEFORE FILLING OPERATIONS BEGIN, THE SOILS ENGINEER WILL TAKE REPRESENTATIVE
SAMPLES OF EACH PROPOSED FILL MATERIAL AND TEST THEM TO DETERMINE THE
COMPACTION AND CLASSIFICATION CHARACTERISTICS (PROCTOR TEST). ONLY THOSE MATERIALS
AS APPROVED BY THE SOILS ENGINEER WILL BE USED AS FILL ON THE DAM. GENERALLY SM
OR SC CLASSIFICATION SOILS WILL BE ACCEPTABLE, COMPACTED EARTH FILLS SHALL BE
CONSTRUCTED TO THE ELEVATIONS, LINES, GRADES AND CROSS SECTIONS INDICATED ON THE
PLANS.
4. AFTER STRIPPING OF FOUNDATIONS AND REMOVAL OF WEAK OR UNSUITABLE MATERIALS
HAS BEEN COMPLETED, AND BEFORE START OF MATERIAL PLACEMENT, COMPACTED EARTH
SHALL BE USED TO FILL ALL STUMP HOLES, MINOR EXCAVATIONS AND DEPRESSIONS FOR
CAVITIES INSIDE THE EARTH FILL LIMITS.
5. FILL SHALL BE PLACED IN HORIZONTAL LAYERS OF NOT MORE THAN (9") LOOSE DEPTH.
AS SOON AS FEASIBLE AFTER STARTING CONSTRUCTION OF A FILL THE CENTRAL PORTION
THEROF SHALL BE BUILT AND MAINTAINED SLIGHTLY HIGHER THAN THE SIDES TO ALLOW FREE
DRAINAGE TO THE SIDE SLOPES.
6. EACH LAYER OF FILL SHALL BE COMPACTED BY ROLLING WITH COMPAC11ON EQUIPMENT
WHICH IS BEST SUITED FOR THE TYPES OF SOIL ENCOUNTERED. FILL ADJACENT TO PIPE
CONDUIT AND ANTISEEP COLLARS SHALL BE COMPACTED BY HAND. EACH LAYER OF FILL
SHALL BE COMPACTED TO NOT LESS THAN 95% MAXIMUM DRY DENSITY (STANDARD PROCTOR)
AT OPTIMUM MOISTURE CONTENT. WETTING OR DRYING OF THE MATERIAL AND MANIPULATION
TO SECURE UNIFORM MOISTURE CONTENT THROUGHOUT EACH LAYER SHALL BE REQUIRED.
DENSITY TESTS WILL BE PERFORMED AT A FREQUENCY AS SPECIFIED BY THE SOILS ENGINEER.
AS A MINIMUM, TESTS WILL BE PERFORMED ON EVERY THIRD LIFT OR EVERY 1000 CUBIC
YARDS WHICHEVER COMES FIRST. ALSO DENSITY TEST WILL BE PERFORMED WHENEVER FILL
MATERIAL CHARACTERISTICS CHANGE.
B. OUTLET DEVICE
1. OUTLET DEVICE COMPONENTS ARE TO FABRICATED AS SHOWN ON THE PLANS.
2. CONTRACTOR TO SUBMIT DESIGNED SHOP DRAWINGS TO THE CIVIL ENGINEER FOR APPROVAL
PRIOR TO CONSTRUCTION TO THE OUTLET DEVICE. SHOP DRAWINGS SHOULD INCLUDE
PRECAST BOX DESIGN, TRACH RACK, GRATED COVER, ALUMINUM STEPS, AND ALL
DRAIN/ORIFICE PIPING REQUIRED.
C. CONCRETE
1. ALL CONCRETE SHALL CONFORM TO THE STANDARD SPECIFICATIONS FOR READY MIXED
CONCRETE, ASTM C 94. AN AIR -ENTRAINING ADMIXTURE SHALL BE ADDED. THE CONCRETE
SHALL BE PROPOR11ONED TO MEET THE FOLLOWING REQUIREMENTS:
COMPRESSIVE STRENGTH: MINIMUM 3600 PSI WATER -CEMENT RATIO: 0.40 - 0.50
SLUMP: MINIMUM 3", MAXIMUM 5"
AIR CONTENT: MINIMUM 5%, MAXIMUM 8%
COARSE AGGREGATE: 1" - 1 1/2"
D. GRASSING
1. GRASS ALL AREAS DISTURBED BY CONSTRUCTION PER SPECIFICATION OF EROSION CONTROL
DETAIL SHEET.
E. PLANTING
1. WETLAND PLANTINGS SHALL BE ADDED AS REQUIRED BY STORMWATER BEST MANAGEMENT
PRACTICES. PLANTING SHALL BE BASED ON AVAILIBILITY OF PLANTS LISTED IN TABLE 2.2.
WATER QUALITY LEGEND/PLANTING:
SYMBOL
DESCRIPTION
EDW
DRAINAGE AREA (AC)
RIP RAP APRON, SPILLWAY
...,.`:•�'L���V tip--,
49
SADA (�
2.03
REQUIRED SURFACE AREA (SF)
4,050
PERMANENT POOL SURFACE AREA (SF)
4,956
SUBMERGED AND PLANTED LITTORAL SHELF
6,592
TEMPORARY POOL VOLUME (CF)
0"-9" LOW MARSH AREA (*)
v'IV
"°<•'°oya �
-
5
°'°s`v
nry :'°ocvv^
r
REVISED WATER QUALITY BASIN INFO
SUBMERGED AND PLANTED LITTORAL SHELF
4 rY"1S V,. Y
5.12.05
9"-18" HIGH MARSH AREA (*)
18"-36" MICROPOOL OR FOREBAY AREA (*)
5_.16.0_5
GRAVEL MAINTENANCE
;> �
LOW MARSH
scirpus validus
ACCESS DRIVE
(*) REFER TO PLANTING LEGEND FOR REQUIRED PLANTING IN VARIOUS ZONE DEPTHS
PLANT SCHEDULE:
436 SF
ZONE LOCATION BOTANICAL NAME COMMON NAME S17F
TURNBULL • SIGMON DESIGN
OPERATION AND MAINTENANCE PLAN:
A. INSPECT MONTHLY, OR AFTER EVERY RUNOFF -PRODUCING F
COMES FIRST
1. REMOVE DEBRIS FROM THE TRASH RACK.
2. CHECK AND CLEAR THE ORIFICE OF ANY OBSTRUCTIONS. IF A PUMP IS USED AS A DRAW
DOWN MECHANISM, CHECK FOR PUMP OPERATION.
3. CHECK THE POND SIDE SLOPES, REMOVE TRASH, REPAIR ERODED AREAS BEFORE THE NEX
RAINFALL EVENT.
4. IF THE POND IS OPERATED WITH A VEGETATED FILTER, CHECK THE FILTER FOR SEDIMENT
ACCUMULATION, EROSION AND PROPER ORIENTATION OF THE FLOW SPREADER MECHANISM.
REPAIR AS NECESSARY.
B. QUARTERLY
1. INSPECT THE COLLECTION SYSTEM (IE: CATCH BASINS, PIPING, GRASSED SWALES) FOR
PROPER FUNCTIONING. CLEAR ACCUMULATED TRASH FROM BASIN GRATES, BASIN BOTTOMS,
AND CHECK PIPING FOR OBSTRUCTIONS.
2. CHECK POND INLET PIPES FOR UNDERCUTTING, REPLACE RIPRAP, AND REPAIR BROKEN
PIPES.
3. RESEED GRASSED SWALES, INCLUDING THE VEGETATED FILTER IF APPLICABLE. TWICE A
YEAR AS NECESSARY. REPAIR ERODED AREAS IMMEDIATELY.
C. EVERY SIX MONTHS
1. REMOVE ACCUMULATED SEDIMENT FROM THE BOTTOM OF THE OUTLET STRUCTURE.
2. CHECK THE POND DEPTH AT VARIOUS POINTS IN THE POND. IF DEPTH IS REDUCED TO 75
OF ORIGINAL DESIGN DEPTH, SEDIMENT WILL BE REMOVED TO AT LEAST ORIGINAL DESIGN
DEPTH.
D. GENERAL
1. MOW THE SIDE SLOPES, NOT INCLUDING NORMALLY SUBMERGED VEGETATED SHELF,
ACCORDING TO THE SEASON. MAXIMUM GRASS HEIGHT WILL BE 6".
2. CATTAILS, AND OTHER INDIGENOUS WETLAND PLANTS, ARE ENCOURAGED ALONG THE POND
PERIMETER. HOWEVER, THEY MUST BE REMOVED WHEN THEY COVER THE ENTIRE SURFACE
AREA OF THE POND.
3. THE ORIFICE IS DESIGNED TO DRAW DOWN THE POND IN 2-5 DAYS. IF DRAW DOWN IS NOT
ACCOMPLISHED IN THAT TIME, THE SYSTEM MAY BE CLOGGED. THE SOURCE OF CLOGGING
MUST BE FOUND AND ELIMINATED.
4. ALL COMPONENTS OF THE DETENTION POND SYSTEM MUST BE KEPT IN GOOD WORKING
ORDER.
5. UPON COMPLETION OF THE POND AND PROJECT DEVELOPMENT, THE SUMMERS WALK
SUBDIVISION HOMEOWNER'S ASSOCIATION WILL BE THE RESONSIBLE PARTY FOR OPERATION AN
MAINTENANCE.
WATER QUALRIY BASIN INFORMATION
BASIN NUMBER
3
BASIN TYPE
EDW
DRAINAGE AREA (AC)
4.58
DESIGN IMPERVIOUS PERCENTAGE (�
49
SADA (�
2.03
REQUIRED SURFACE AREA (SF)
4,050
PERMANENT POOL SURFACE AREA (SF)
4,956
PERMANENT POOL VOLUME (CF)
6,592
TEMPORARY POOL VOLUME (CF)
8,184
jlft4fl
AUGD
ZCI05
SAN ST�,Q�LITy
R BRA�y
OUTLET STORM DRAINAGE DESIGN DATA
UPSTREAM OWNSTRE4M UPSTREAM
TRUCTURE STRUCTURE INV.
DOWNSTREAM LENGTH SIZE
INV.
SLOPE
WQ 3 78 CM 692.80
677.01 110 24
14.4X
(1) ALL PIPE TO BE CLASS III RCP, UNLESS NOTED OTHERWISE.
SPACING AREA 01IANTITY
HARDWARE CLOTH ACROSS ALL OUTLET
ISSUE DATE:
07.29.04
OPENINGS. REFER TO DETAIL 'A' FOR
ADDITIONAL INFORMATION. CONTRACTOR
WIRE MESH =
LOW MARSH
)jncus effesus
SOFT RUSH
PEAT POT
4 FT. OC
436 SF
38
6
8.15.05
CEPM LOCAL INSPECTOR.
-
5
8 5.05
REVISED WATER QUALITY BASIN INFO
'
5.12.05
REVISED WATER QUALITY BASIN INFO
_3
5_.16.0_5
MECK. CO. &_ DAVIDSON COMMENTS_
�MECK.
;> �
LOW MARSH
scirpus validus
SOFT STEM BULRUSH
PLUGS
4 FT. OC
436 SF
38
y,
DATE: BY:
SEDIMENT REACHES TOP 'z.• �
P
P o
OF STAKE. REFER TO
5.7
l
FOR SEDIMENT STORAGE
ELEVATION.
'
LOW MARSH
pontederia cordata
PICKERELWEED
PEAT POT
3 FT. OC
436 SF
64
LOW MARSH
.;!;
P S> P
peltandra vfrginico
ARROW ARUM
BARE ROOT
2 FT. OC
436 SF
145
Ar;>ct rc
HIGH MARSH
)uncus effesus
SOFT RUSH
PEAT POT
4 FT. OC
407 SF
26
vrv°cry
-•vc•ccvr
HIGH MARSH
scirpus valides
SOFT STEM BULRUSH
PLUGS
4 FT. OC
407 SF
26
•^Oi+q pp q
r°re.•�
HIGH MARSH
pontederfa cordata
PICKERELWEED
PEAT POT
3 FT. OC
407 SF
45
,'"t'7°ciry
pry-rrr
c grp[O
7c qr, 1 V S
HIGH MARSH
peltandro virginica
ARROW ARUM
BARE ROOT
2 FT. OC
407 SF
102
MICROPOOL
frls psuedocorus
YELLOW FLAG IRIS
PEAT POT
8 FT. OC
1,180 SF
38
FOREBAY
HARDWARE CLOTH ACROSS ALL OUTLET
ISSUE DATE:
07.29.04
OPENINGS. REFER TO DETAIL 'A' FOR
ADDITIONAL INFORMATION. CONTRACTOR
WIRE MESH =
TO REMOVE HARDWARE CLOTH, RIPRAP
DETAIL 'A'
AND WASHED STONE AFTER SITE HAS
- ----
BEEN STABILIZED. COORDINATE WITH
6
8.15.05
CEPM LOCAL INSPECTOR.
-
5
8 5.05
REVISED WATER QUALITY BASIN INFO
#5 WASHED STONE
5.12.05
REVISED WATER QUALITY BASIN INFO
_3
5_.16.0_5
MECK. CO. &_ DAVIDSON COMMENTS_
�MECK.
CLASS I RIPRAP
3.31.05u
Co. & DAVIDSON COMMENTS ~
_-
1
2"X4" CLEAN OUT STAKE
MECK. CO. & DAVIDSON COMMENTS
CLEAN OUT BASIN WHEN
NO.
DATE: BY:
SEDIMENT REACHES TOP 'z.• �
P
P o
OF STAKE. REFER TO
5.7
EROSION CONTROL PLAN
FOR SEDIMENT STORAGE
ELEVATION.
P S> P
P O
_ o
P 1 1
HARDWARE CLOTH ACROSS ALL OUTLET
OPENINGS. REFER TO DETAIL 'A' FOR
ADDITIONAL INFORMATION. CONTRACTOR - = a- - - = `
TO REMOVE HARDWARE CLOTH, RIPRAP 4 a
AND WASHED STONE AFTER SITE HAS <.
BEEN STABILIZED, COORDINATE WITH
CEPM LOCAL INSPECTOR.
TE WIRE MESH/HARDWARE CLOTH TO REBAR.
ATTACH REBAR TO CONCRETE RISERS USING
1/4" WEDGE ANCHORS. USE WS -1422 ANCHORS
BY REDHEAD OR EQUIVALENT
TEMPORARY OUTLET STRUCTURE EROSION CONTROL MEASURES
l'-6-
Turnbull Sigmon Design
I001 Morehead Square Dr.
Suite 530
Charlotte, NC 282o3
1 Phone: [phone]
Fag: 704.522.0882
LAND DEVELOPMENT DESIGN SERVICES
T
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Q EA r s =
09
2831 s _=
•
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ON GINE°. °° °
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rrrunua��+�
NO
THE DRAWINGS AND THE DESIGN SHOWN THEREON ARE INSTRUMENTS
OF TURNBULL SIGMON DESIGN, P.A. THE REPRODUCTION OR
UNAUTHORIZED USE OF THE DOCUMENTS WITHOUT THE CONSENT OF
TURNBULL SIGMON DESIGN, P.A. IS PROHIBITED. 8004©
FC Summers Walk, LLC
D
13801 REESE BOULEVARD
SUITE 150
HUNTERSVILLE, NC 28078
Summers Walk
Phase i & Phase
- 2
DEWEESE TOWNSHIP
DAVIDSON, NC
Water Quality Plans &
Details
PROJECT NUMBER: 03-168
DRAWN BY: BDS
-#4 REBAR DF_SIr.NFn RY• Rncz
ISSUE DATE:
07.29.04
1" X 1"
WIRE MESH =
DETAIL 'A'
- ----
-
6
8.15.05
REVISED WATER QUALITY BASIN INFO
-
5
8 5.05
REVISED WATER QUALITY BASIN INFO
4
5.12.05
REVISED WATER QUALITY BASIN INFO
_3
5_.16.0_5
MECK. CO. &_ DAVIDSON COMMENTS_
�MECK.
2
3.31.05u
Co. & DAVIDSON COMMENTS ~
_-
1
12.13.04
MECK. CO. & DAVIDSON COMMENTS
=
5
NO.
DATE: BY:
REVISIONS:
5.7

Turnbull Si on Desi - 1~
100 Morehead S ware Dr. q
\ \ r_•r' _ 1 ~ \ Suite 0 53
T ~ ----r---" r ~ i' ~ ~ v NTENANCE PLAN: _ • . ~ o N ON SPECIFICATIONS. OPERATION AND MAI charlotte Nc 282 WATER QUAL.fTY BASIN CO STRUCII 3
L ~ ' _ .6 00 - Phone: [phone] A. EARTHWORK = '
\ ~ \ / Fag: 0 22.0882 COMES FIRST = , 7 4.5
~ .,i' ` 1. THE FOUNDATION AREA SHALL BE CLEARED OF TREES, LOGS, STUMPS, ROOTS, BOULDERS, 1. REMOVE DEBRIS FROM THE TRASH RACK. SOD AND UNSUITABLE SOIL. IF NEEDED TO ESTABLISH VEGETATION, THE TOPSOIL SHALL BE r =
~ STOCKPILED AND SPREAD ON THE COMPLETED DAM AND SPILLWAYS. THE FOUNDATION AREA 2. CHECK AND CLEAR THE ORIFICE OF ANY OBSTRUCTIONS. IF A PUMP IS USED AS A DRAW
~ . ~ _ ~ SHALL BE THOROUGHLY SCARIFIED BEFORE PLACEMENT OF THE FILL MATERIAL. DOWN MECHANISM, CHECK FOR PUMP OPERATION. MENT DESIGN SERVICES - LAND DEVELOP
i. - - - - . P R 3. CHECK THE POND SIDE SLOPES REMOVE TRASH, REPAIR ERODED AREAS BEFORE THE NEXT 2. EXISTING STREAM CHANNELS IN THE FOUNDATION AREA SHALL BE SLOPED NO STEE E ,
0 OF ONE HORIZONTAL TO ONE VERTICAL THEY SHALL BE DEPEENED AND RAINFALL EVENT. THAN A RATI -
_ ~ 1 WIDENED AS NECESSARY TO REMOVE All STONES, GRAVEL, SAND, STUMPS, ROOTS, AND OTHER OBJECTIONABLE MATERIAL AND TO ACCOMMODATE COMPACTION EQUIPMENT. 4. IF THE POND IS OPERATED WITH A VEGETATED FlLTER, CHECK THE FlLTER FOR SEDIMENT
~ / FOUNDATION AREAS SHALL BE KEPT FREE OF STANDING WATER WHEN FlLL IS PLACED ON ACCUMULATION, EROSION AND PROPER ORIENTATION OF THE FLOW SPREADER MECHANISM.
~ ~ n~\ ~ THEM. THE BORROW AREAS SHALL BE CLEARED OF STUMPS, ROOTS AND UNSUITABLE SOIL. REPAIR AS NECESSARY. _ `{~~glllulllllll yil - _ THE WATER QUALITY BASIN SHALL BE CLEARED AND ALL STUMPS REMOVED. - ~0`~~~1
1 0 ~ ~ B. QUARTERLY -
l ~ ~ ~ ~ ~ 'v. _ ~ 3. BEFORE FIWNG OPERATIONS BEGIN, THE SOILS ENGINEER WILL TAKE REPRESENTATIVE 1. INSPECT THE COLLECTION SYSTEM (IE: CATCH BASINS, PIPING, GRASSED SWALES) FOR - ~ ~F
\ ~ SAMPLES OF EACH PROPOSED FlLL MATERIAL AND TEST THEM TO DETERMINE THE PROPER FUNCTIONING. CLEAR ACCUMULATED TRASH FROM BASIN GRATES, BASIN BOTTOMS, _ ~ ~ y ' COMPACTION AND CLASSIFICATION CHARACTERISTICS (PROCTOR TEST). ONLY THOSE MATERIALS AND GiECK PIPING FOR OBSTRUCTIONS. = = ; ~ EAL ~
/ ~ , ~ \ \ - - ' - AS APPROVED BY THE SOILS ENGINEER WILL BE USED AS FlLL ON THE DAM. GENERALLY SM - s 028314 =
Q5 _ _ E ACCEPTABLE. COMPACTED EARTH FlLLS SHALL BE 2. CHECK POND INLET PIPES FOR UNDERCUTTING, REPLACE RIPRAP, AND REPAIR BROKEN OR SC CLASSIFICATION SOILS WILL B -
! ~ ~ , ~ CONSTRUCTED TO THE ELEVATIONS, LINES, GRADES AND CROSS SECTIONS INDICATED ON THE PIPES. - •.°N~IN~F,~, PLANS. _ ~i~ .9
/J ! ~ ~ / I~ ~ i \ , \ - 'fin ~ 3. RESEED GRASSED SWALES, INCLUDING THE VEGETATED FlLTER IF APPLICABLE. TWICE A - '4i~ N ~0` - ~ ~
~ ( \ i ` \ / \ ~ 1 ~ ~ ~ ~ _ ~ \ ~ 4. AFTER STRIPPING OF FOUNDATIONS AND REMOVAL OF WEAK OR UNSUITABLE MATERIALS YEAR AS NECESSARY. REPAIR ERODED AREAS IMMEDIATELY. = r///iy+nlllllpllq~``~ - ~ HAS BEEN COMPLETED, AND BEFORE START OF MATERIAL PLACEMENT, COMPACTED EARTH
\ ~ `,1{{1111111111f1/!/ `,`,µllllllllllllryl//~/ SHALL BE USED TO FlLL ALL STUMP HOLES, MINOR EXCAVATIONS AND DEPRESSIONS FOR C. EVERY SIX MONTHS
! as M4: FES v \ ~ CAVITIES INSIDE THE EARTH FlLL LIMITS. 1. REMOVE ACCUMULATED SEDIMENT FROM THE BOTTOM OF THE OUTLET STRUCTURE. _ Cpl ~d~ Ip~i~~ ~i~/
I p ~ INV. OUT: 702.0 \ U , \ ~ ! H LL BE PLACED IN HORIZONTAL LAYERS OF NOT MORE THAN 9" LOOSE DEPTH. 2. CHECK THE POND DEPTH AT VARIOUS POINTS IN THE POND. IF DEPTH IS REDUCED TO 75% _ •••'~f~NGI 0°,•• 5. FlLL S A ( ) s d~'4'4
; ~ , ~ ~ a°°,, e~'a~°°aaaq' LENGTH: 95 r eor paa \ ~ WI BE REMOVED TO AT LEAST ORIGINAL DESIGN - ~ . AS SOON AS FEASIBLE AFTER STARTING CONSTRUCTION OF A FlLL THE CENTRAL PORTION OF ORIGINAL DESIGN DEPTH, SEDIMENT LL _ ~ ~ ° ~ ~ °
p o+roio°v+r~CCrraavQ°oac9r0aa ; WIDTH: 19 ~ \ ' vo r °0 vivo ov Q°o°° Pvv c qpa q°n DEPTH: i2` DEPTH. ~ : ~ yo ~ : e THEROF SHALL BE BUILT AND MAINTAINED SLIGHTLY HIGHER THAN THE SIDES TO ALLOW FREE ? elu ~g s g , g
1 0 ° ° d .nn °arr° paV~ no°° r ~ ~ ail pn no ° v°aQ kao+ oavd+ava o y~q°o°oovrp ~`aagS°aov.~'," ` ~ a qr n+ Qna v0a vaPa na vn Pa a9n grpr va i / DRAINAGE TO THE SIDE SLOPES. ~ /~~~~~~p~~ - 5 s~-22 d Z ; 57 ; Q = i e a.
~ , vogpavoogo+°+ voila vq ad o~oa bgao gilt ~,c .';',r`.:;r`'r?. : ~ ! oov pile voa o ov ogav o ooa v .v+ J~,aravooaavvvno vaa vgoa oaav ovo 00o va o rasa ova o+pC v o:;::'="`:•:.(j':• \ ~ ~ 6. EACH LAYER OF FILL SHAD. BE COMPACTED BY ROWNG WITH COMPACTION EQUIPMENT 1. MOW THE SIDE SLOPES, NAT INCLUDING NORMALLY SUBMERGED VEGETATED SHELF, _ ~ ~ ~ ~ ~ ~
vo°° vav° v6p0voop°apq,gOV' +b0vao° pavop°av+0o ' \ ! o00o vo°a opo aura aP°v co°p4 oov0 vvooo i. , ~ ~ / ov+oov+o~apv+°ao+° a ° °°CbVOpC°arnoov ~ \ WHICH IS BEST SUITED FOR THE TYPES OF SOIL ENCOUNTERED. FlLL ADJACENT TO PIPE ACCORDING TO THE SEASON. MAXIMUM GRASS HEIGHT WILL BE 6". - . 2 ~ ~ ~ CONDUIT AND ANTISEEP COLLARS SHALL BE COMPACTED BY HAND. EACH LAYER OF FlLL T = /'/i~ <</S I GNA iirr~ Sly O~
a r vo. r a J ! CC ppP~ ppn °p4 ,Ca C eg44 apps t, \ _ _ ~ a~ppva.hvooaovovr°a p° ~c°r°q°ov+an+oo. .;.w;k:•S+•i~•: A ; .,,qaq Chap Cngagpa ail q epa V:~vaC°qp ` ~ ~ ` SHALL BE COMPACTED TO NOT LESS THAN 95% MAXIMUM DRY DENSITY (STANDARD PROCTOR) 2. CATTAILS, AND OTHER INDt~ENOUS WETLAND PLANTS, ARE ENCOURAGED ALONG THE POND = ip~ ql
colvopaa+ opao av°°,aaoo oa' ~ i 'bra+QOpaPa+°0 ~ r+p~9`an CC ae ~ \ r ANIPULATION PERIMETER. HOWEVER, THEY MUST BE REMOVED WHEN THEY COVER THE ENTIRE SURFACE - /luulllluu{'{~ //IrunllmlNl1 AT OPTIMUM MOISTURE CONTENT. WETTING OR DRYING OF THE MATERIAL AND M
! va°Cn vava i r° a°~^° CC \ r ~ a0a°~pnr ati a 0 °aa pp 4~raa° ~ \ 1 ~ e+pP oAO ° ra °qov o.. r~ TO SECURE UNIFORM MOISTURE CONTENT THROUGHOUT EACH LAYER SHALL BE REQUIRED. AREA OF THE POND. _ = THE DRAWINGS AND THE DESIGN SHOWN THEREON ARE INSTRUMENTS DENSITY TESTS WILL BE PERFORMED AT A FREQUENCY AS SPECIFlED BY THE SOILS ENGINEER. _
~'~2 ovo<yo°av v °vr"v°occ i 1 v ~ R VERY 1000 CUBIC 3. THE ORIFlCE IS DESIGNED TO DRAW DOWN THE POND IN 2-5 DAYS. IF DRAW DOWN IS NOT = OF TURNBULL SIGMON DESIGN, P.A. THE REPRODUCTION OR AS A MINIMUM, TESTS WILL BE PERFORMED ON EVERY THIRD LIFT 0 E
SEE DETAIL 11~ oAvo o v ° r°no0v . , ~ A MpepQ° l a onto ,1 _ ' v r YARDS WHICHEVER COMES FRST. ALSO DENSITY TEST WILL BE PERFORMED WHENEVER FlLL ACCOMPLISHED IN THAT TIME, THE SYSTEM MAY 8E CLOGGED. THE SOURCE OF CLOGGING _ UNAUTHORIZED USE OF THE DOCUMENTS WITHOUT THE CONSENT OF MATERIAL CHARACTERISTICS CHANGE. MUST BE FOUND AND ELIMINATED. = TURNBULL SIGMON DESIGN, P.A.15 PROHIBITED. 2004©
r,
4. ALL COMPONENTS OF THE DETENTION POND SYSTEM MUST BE KEPT IN GOOD WORKING i ~ B. OUTLET DEVICE _ ORDER. _
~ s p c ` ` i " INV. OUT: 702.00 \ , ~ r / , ummers a 1. OUTLET DEVICE COMPONENTS ARE TO FABRICATED AS SHOWN ON THE PLANS. PROJECT DEVELOPMENT THE SUMMERS WALK
' CLASS i - + ,i ' ~ ` ~ ~ 5. UPON COMPLETION OF THE POND AND _
11 ~ \ , LENGTH: 10 \ ~ ~ ~ ~ , ' ~ 2. CONTRACTOR TO SUBMIT DESIGNED SHOP DRAWINGS TO THE CIVIL ENGINEER FOR APPROVAL SUBDIVISION HOMEOWNER'S ASSOCIATION WILL BE THE RESONSIBLE PARTY FOR OPERATION AND PRIOR TO CONSTRUCTION TO THE OUTLET DEVICE. SHOP DRAWINGS SHOULD INCLUDE MAINTENANCE.
, WIDTH: 6 f~ PRECAST BOX DESIGN, TRACH RACK, GRATED COVER, ALUMINUM STEPS, AND ALL -
t i~r+ \ r -sue" 1 ~ _ 5 _ 1 . 0 .yam ~ i ~ DRAIN/ORIFCE PIPING REQUIRED. / -
' r ~ , ~ N TE :APRON - - - ? WATERQUALITY BASIN INFORMATION ~ ~ C. CONCRETE
1 75 LF"OF 36 RCP+ i' r 4•,, CO RE _ i m 0.13%I ' - r..,, SEDIMENT k; , - - - 2 ACCESS D IVE / ~ _
,t r / r., 1. ALL CONCRETE SHALL CONFORM TO THE STANDARD SPECIFICATIONS FOR READY MIXED BASIN NUMBER 2 r -
1 p i ~ 1 ! 7 ' i CONCRETE, ASTM C 94. AN AIR-ENTRAINING ADMIXTURE SHALL BE ADDED. THE CONCRETE ~ ,r', SHALL BE PROPORTIONED TO MEET THE FOLLOWING REQUIREMENTS.
~ t { ' COMPRESSIVE STRENGTH: MINIMUM 3600 PSI WATER-CEMENT RATIO: 0.40 - 0.50 BASIN 1YPE EDW „ - 13801 REESE BOULEVARD
1 NV. OUT: 698.7 ~ ~ ' - - - - SLUMP: MINIMUM 3 ,MAXIMUM 5 _ AIR CONTENT: MINIMUM 5%' MAXIMUM 8% DRAINAGE AREA (AC) 2.82 SUITE 150 a
RIP RAP APRON + ~ ~ - ' R ATE' 1" - 1 1 2" COARSE AGG EG /
, CLASS II ~ ' \ - -mot - - t DESGN IMPERVIOUS PERCENTAGE 37 = H U N T E R SV I L L E, N C 2 80 7 8
1, LENGTH: 39' ~ - - - z`- ; , MIN: `YNOTH: 4.5 I f ~ , i , 1 • Q,, GRASSING ~J ~ SA/DA (X) 1.81 -
1 , i ! { ~ , f V i 1 TH: ,5 1 ! Q WID 1 t ~ i 1 ~ O R A DISTURBED BY CONSTRUCTION PER SPEGFlCATION OF EROSION CONTROL 1. GRASS ALL A E S -
r ? ~ ~ 1 DEP 6 ~ n r ~ 1 ~ l 1 DETAIL SHEET. REQUIRED SURFACE AREA SF 1,837 -
t `v - ~ / E• PLANTING PERMANENT POOL SURFACE AREA SF 6,640
' + ~ ; ~ 1 L , /
~3 ~v E A DED AS RE UIRED BY STORMWATER BEST MANAGEMENT 1. WETLAND PLANTINGS SHALL B D Q PERMANENT PODL VOLUME (CF) 9,350 i O TTY OF PLANTS LISTED IN TABLE 2.2. - 9 PRACTICES. PLANTING SHALL BE BASED ON AVAILIBIL
1 ' 1 ._'r i ; i i ~ i
• / / ~ ,t ~ i f TEMPORARY POOL VOLUME (CF) 3,645
I ~ i i I ~ 1 ~ r
~ [ ~ ~ ~ 1 1 i ~ f ~ ~ 1 ' r l
+ ~ 1 1 1 i ~ i ~ /
i ~ r~ 1 i l ~ \ i ~
! 4 ~ i _ 1 i ! ~ r , ~ 1 1
/ ! ~ _ J 1 1 + i~ ~ ~ F i ~ ~ ~ ~ 1 F 1 ~ ~~1 t ~ 1 i 1
i 1 / i ~ . I
C.`_ r r
SCAL . . ~ SCALE.1 X20
EXTENDED DETENTION WEIUWD~
NG: WATER QUAIJTY LFGEND/PIANTI -
SYM80L DESCRIPTION
i~ / ~ a' ~ WAY = ~ RIP RAP APRON, SPILL D
5"X5"X3 8" ~ \
~ / \ - STAINLESS STEEL
ANGLE ~ ; 6 FT. '~'~r' SUBMERGED AND PLANTED LITTORAL SHELF > AUG -
/ 1 0.5 FT. 5.0 FT. 0.5 FT. %~',-~,~%;?~,:~.i 0"-9" LOW MARSH AREA I DE Qf -
~ ~ •
- ~ 18 AL ~ ti ACCES. 18" ALUMINUM ° ~ ° ° °"t ~ ~ SUBMERGED AND PLANTED LITTORAL SHELF 'COST ERQUgt ACCESS STEPS '"°°`e°`'°`°° 9"-18" HIGH MARSH ARE O
/ ~ ~ rn,.,,,~~rrorr = - 6. -
2-1/2" EDGE . •.:,.~.:•,•a~ 6•: ~ ~ ~ ~ 'f 1.0 ~ ~ ~ " 3"
TYPICAL 1 TRASH RACK ~ • .g . ° 18"-36" MICROPOOL OR FOREBAY AREA
~ ~ ~ ~ ~ HINGES • ~ r - t , , , ,
/ \ ~ m ~ GRAVEL MAINTENANCE OUTLET STORM DRAINAGE DESIGN DATA
~ \ ~ i ; a 6 FT. 6 DIAM. 36" „ ;~~.`~~~\l~~' ACCESS DRIVE 36 ~ ~ UPSTREAM DOWNSTREAM UPSTREAM DOWNSTREAM LENGTH SIZE SLOPE
~ ~ ~ INLET ORIFlCE ~ ~ ~ TRUCIURE STRUCTURE INV. INV.
\ ~ ' M / \ ~ 6 STAINLESS STEEL / ~ HINGE ~ _ _ _ _ _ WQ 2 FES 2 898.80 698.70 75 38 .13X _ _ _ _ _ _ _ _ _ _ REFER TO PLANTING LEGEND FOR REQUIRED PLANTING IN VARIOUS ZONE DEPTHS =
ANCHOR BOLT. EPOXY :•i . ti..... ; 1 /8 STEEL ~ 1 ALL PIPE TO BE CLASS III RCP, UNLESS NOTED OTHERWISE. _
~ IN PLACE ANGLE PLATE g». ~ 1 ~ 6 DIAMETER ' X \ I"~
1" 1" ALUMINUM GRATING AND ~ BASIN DRAIN ~ , • • ~ ~ • HATCH TO BE DESIGNED AND ~ •:,•.a.; 6 3" PLANT SCHEDULE: 6"
CERTIFIED BY MANUFACTURER. • ~ ~ . . ZONE LOCATION 80TANICAL NAME COMMON NAME SIZE SPACING AREA QUANTITY
- TRACTOR TO SUBMIT 2 GRATE 6 GATE VALVE ~ ~ ' ~ ~ W WHEEL TURN • • ~ • ~ • SHOP DRAWINGS TO ENGINEER ~ / • Y - ,,F,~,,~ LOW MARSH funcus effesus SOFT RUSH PEAT POT 4 FT. OC 581 SF 38
6 STAINLESS STEEL ~ EXTENDED TO TOP , FOR APPROVAL PRIOR TO ANCHOR BOLT. EPOXY • -
OF STRUCTURE _ FABRICATION IN PLACE ~ ~ . ~ FT S M BULRUSH PLUGS 4 Fl'. OC 581 SF 38 n , LOW MARSH sctrpus ~lfdus 50 TE _
~
j; LOW MARSH pontederia cordata PICKERELWEED PEAT POT 3 FT. OC 581 SF 64
~/mar
LOW MARSH peltandra virginica ARROW ARUM BARE ROOT 2 FT. OC 581 SF 145 ' k
-p... r'vV a4S = HIGH MARSH ~iuncus effesus SOFT RUSH PEAT POT 4 FT. OC 581 SF 38 °~~,T:FrV. - ummers a
- STAINLESS STEEL ,r 4S^5 .'C^. 4.
ANGLE CUPS ` ° ` ` HIGH MARSH scirpus validus SOFT STEM BULRUSH PLUGS 4 FT. OC 561 SF 38 :vavvr - ^vs vv~ -
TYPICAL r~:~rk-~ = a e ase s
HIGH MARSH pontederla cordata PICKERELWEED PEAT POT 3 FT. OC 561 SF 64 - svrrccv - ?prva:•r -
581 SF 145 HIGH MARSH peitandra virginica ARROW ARUM BARE ROOT 2 FT. OC
OUTLET STRUCTURE ANCHOR GRATING DET/YL 0 LET STRUCTURE PLAN C4 , v MICROPOOL IS PEAT POT 8 FT. OC 1,636 SF 53 FOREBAY Iris psuedocorus YELLOW FLAG IR =
6.0" DIAMETER ALUMINUM OR DIP NOTES: WALL SLEEVE BEND & SPOOL TOP OF DAM - ELEV: _ 706.00 THAT 1 1. CONTRACTOR TO ENSURE 0 ENSURE THAT OUTLET BOX IS SET HARDWARE CLOTH ACROSS ALL OUTLET
LEVEL AND FLUSH WITH SURFA ISH WITH SURFACE OF BASE FOOTING OPENINGS. REFER TO DETAIL A FOR - DEWEESE TOWNSHIP =
TO PROVIDE UNIFORM BEARING SECOND BATCH OF CONCRETE. ORM ARlNG PRIOR TO PLACING TIE WIRE MESH/HARDWARE CLOTH TO REBAR. - IIF BE ADDITIONAL INFORMATION. CONTRACTOR ATTACH REBAR TO CONCRETE RISERS USING = DAV I DS O N , NC OF F C CONCRETE. GROUT IF TO REMOVE HARDWARE CLOTH, RIPRAP
GRATED COVER - - SEE DTL /5.6 - - NECESSARY. ALL ORIFICE AND PIPE OPENINGS INTO o 1/4" WEDGE ANCHORS. USE WS-1422 ANCHORS ALL ORIFICE AND AND WASHED STONE AFTER SITE HAS =
50 YEAR STORM EVENT HIGH WATER ELEV. 703.04 THE OUTLET STRUCTURE SHALL RUCTURE SHALL BE SEALED LEAK BY REDHEAD OR EQUIVALENT = BEEN STABILIZED. COORDINATE WITH
TIGHT. USE "UNKSEAL" MECHI INKSEAL" MECHANICAL SEALS FOR CEPM LOCAL INSPECTOR. ° AND SMALLER. Water Quality Plans °
ALUMINUM STEPS ALL PIPES 24" AND SMALLER. TOP OF STRUCTURE TEMPORARY POOL ELEVATION: 702.51 12" O.C., TYPICAL - - -
ELEV. 702.55 2. REFER TO DTL. #5/5.6 FOR ER o #5/5.6 FOR EROSION CONTROL t;:;a'•;^:.; ° 1-6 = ~OCIATED WITH THE OUTLET ; • _ Details
MEASURES ASSOCIATED WITH T NT POOL ELEVATION' - - 702.00 - - 1=1 I 1=1- M =1 I + 0 PERMANENT ~ ~ - - - - - - - STRUCTURE DEVICE. VICE. #5 WASHED STONE : • °
_ 1 FT. IN. •;'v - - - - - -
® - - - - - - - - 3. REFER TO DTL. #2/5.6 FOR OL -i' - - - - - - #2/5.6 FOR OUTLET STRUCTURE
TRASH RACK AND 'Y - - - ANCHOR DEVICES. ® 1=1 M - - - - - - - - CLASS I RIPRAP
1.0" ORIFICE PLATE - ALUMINUM STEPS tZ. ® ( - 1=1 I 1=1 I - - - - 4. REFER TO DTL. #3/5.6 FOR Ol #3/5.6 FOR OUTLET STRUCTURE 2"X4" CLEAN OUT STAKE ^ AND INFORMATION. • • - _
12" O.C. TYPICAL TURNING ROD GUIDERAIL SUPPORTS AS NECESSARY _ 1=1 MI I 1=1 1=1 I - 1=1 I - GRATE DETAIL AND INFORMATI( :r• - _ _ - - CLEAN OUT BASIN WHEN
5. REFER TO DTL 5.6 FOR Ol PRECAST 5 X 5 VAULT 6 DIAM. GATE VALVE - - ® - - - -CONCRETE ANTI-SEEP COLLAR PLAN VIEW. TOP PROJECT NUMBER: 03-168 #4/5.6 FOR OUTLET STRUCTURE SEDIMENT REACHES ; z - p o ° - OF STAKE. REFER TO •
:s -CONCRETE ANTI-SEEP COIiAR DIMENSIONS ARE TO INSIDE TO DRAIN POND, TURNING - - - - - 1 - - - - - EROSION CONTROL PLAN o m DRAWN BY: BDS
CONTRACTOR TO SUBMIT ROD TO BE EXTENDED TO SEALED SHOP DRAWINGS 0. 00 TOP OF STRUCTURE WITH - - - - - - - SEDIMENT STORAGE FOR -
HANDWHEEL FOR OPERATION o - - - - FOR APPROVAL PRIOR _ - ELEVATION. DESIGNED BY: BDS REBAR
TO CONSTRUCTION 6" DIP POND DRAIN - - - - - - - - - - - - - - - - - - - - COMM= ISSUE DATE: 07.29.04
WITH TRASH RACK I 1 SOUR FILL I I 75 ® 1 OF 36" RCP WIRE MESH - p t~ a tr lit - -
GROUT/CONCRETE INV OUT:I 1 I ®0.13% I { 11 I II •r•
BOTTOM OF POND 699.00 698.80 1 _ - - - - - - -
- - - -
f' t r d •I - _
5 REINFO e• A :t t jc d - 1 ~-III-~ I-I I l-f f-- -
MENT BARS ®1 t. - a' . 'd,• ,a • 47• ~ ..a, . f, , • ~ - _SECOND CONCRETE ,PLACE d a 3' < . d a I - -OCCUR AFTER STRUCTURE IS' I I - 1 - d - - - HARDWARE CLOTH ACROSS ALL OUTLET
4 - • . . d • a Q ANCHORED IN PLACE OPENINGS. REFER TO DETAIL 'A' FOR ^ ° `e E L'_' e 6 8.15.05 REVISED WATER QUALITY BASIN INFO ADDITIONAL INFORMATION. CONTRACTOR - T - - -
-I - - - - - ( - - _ - fit F~ff I-" - - I - EE ANCHOR DTL• #2/5.6 c e = 5 8 5 05 REVISED WATER QUALITY BASIN INFO TO REMOVE HARDWARE CLOTH, RIPRAP
- - - - _ -i i-- - + . - - I - THIS SHEET AND WASHED STONE AFTER SITE HAS • . ' • ! . "4k ! 40 = 4 5.12.05 REVISED WATER QUALITY BASIN INFO
9 9 _I +_GUT-OFF TRENCH -I ! I I - - - - - { ' (EXCHANGE AND BACKFILL = 3 5.16.05 MECK. CO. & DAVIDSON COMMENTS BEEN STABILIZED. COORDINATE WITH - CEPM LOCAL INSPECTOR. 2 3.31.05 MECK. CO. & DAVIDSON COMMENTS
- W/ COMPACTED SOIL) 1 12.13.04 MECK. CO. & DAVIDSON COMMENTS
NO. DATE: BY: REVISIONS:
ME7AC
TEMPORARY OUTLET STRUCTURE EROSION CONTROL EfAIURES 5*6
OUTLET STRUCTURE AND DAM SECTION
I

Turnbull S' on Desi n
°O I r. , _ ~ g - r _ 1001: Morehead S uare Dr.
~ " n. - q WATER QUALITY BASIN CONSTR = Suite 0 UCTION SPECIFICATIONS. _ OPERATION AND MAI E~~~ 53
. ~ ~ ~ ~ ~ \ ~ .r \ f - ~ - NTENANCE PLAN. - • A. EARTHWORK - x r"'~'" Charlotte, NC 28203
~ I _w ~ A. INSPECT MONTHLY OR A REVERY RUNOFF-PRODU INC RAwFAI L FVFNT wuIrNFUFR = ; ass ~ ! Phone: 0 . coMES FRST - ~t,,.~~; 7 4 529.6500
v ~ I ~ , I / f } 4 1. THE FOUNDATION AREA SHALL BE CLEARED OF TREES, LOGS, STUMPS, ROOTS, BOULDERS, 1. REMOVE DEBRIS FROM THE TRASH RACK. = Fag: 704.522.0882 SOD AND UNSUITABLE SOIL. IF NEEDED TO ESTABLISH VEGETATION, THE TOPSOIL SHALL BE
.z gym. ~w._ ~ I ` ~ ~ ' STOCKPILED AND SPREAD ON THE COMPLETED DAM AND SPILLWAYS. THE FOUNDATION AREA 2 CHECK AND CLEAR THE ORIFICE OF ANY OBSTRUCTIONS. IF A PUMP IS USED AS A DRAW
r . ~ _ SHALL BE THOROUGHLY SCARIFIED BEFORE PLACEMENT OF THE FILL MATERIAL, DOWN MECHANISM, CHECK FOR PUMP OPERATION. -
. ~ . t t r .4.. I - .y. _ LAND DEVELOPMENT DESIGN SERVICES - ' ~ 2. EXISTING - ,STREAM CHANNELS IN THE FOUNDATION AREA SHALL BE SLOPED NO STEEPER 3, CHECK THE POND SIDE SLOPES, REMOVE TRASH REPAIR ERODED AREA -
- _ ~ ~ _ ti - _ THAIr' A RA~,~ ~t ~t n~'iZONTAL TO ONE VERTICAL. THEY SHAH BE DEPEENED AND RAINFALL ~ S BEFORE THE NEXT = ~ EVENT. -
' , _ _ ~ y ~ ' t T , f / ,f , WIDENED AS NECESSARY TO REMOVE ALL STONES, GRAVEL, SAND, STUMPS, ROOTS, AND OTHER OB~CTIONABLE MATERIAL AND TO ACCOMMODATE COMPACTION EQUIPMENT. _
4. IF THE POND IS OPERATED WITH A VEGETATED FlLTER, CHECK THE FlLTER FOR SEDIMENT i'~ ~~5,~~;`'~~'^~; FOUNDATION AREAS SHALL BE KEPT FREE OF STANDING WATER WHEN FILL IS PLACED ON ACCUMULATION, EROSION AND PROPER ORIENTATION OF THE FLOW SPREADER MECHANISM.
_ ~ .:~,";,1 THEM. THE BORROW AREAS SHALL BE CLEARED OF STUMPS, ROOTS AND UNSUITABLE SOIL. REPAIR AS NECESSARY.
~ .r'' i ~ t CONCRET~~APRON . ` THE WATER QUALITY BASIN SHALL BE CLEARED AND ALL STUMPS REMOVED. _ `~~gtiun°uuy~
/ ~ ~ 12' ACC ESS DR1VE „ T B. QUARTERLY ~~```'(N r'i ~.`~`_x:>;~~- 3. BEFORE FILLING OPERATIONS BEGIN, THE SOILS ENGINEER WILL TAKE REPRESENTATIVE ~ 4 1. INSPECT THE COLLECTION SYSTEM (IE: CATCH BASINS, PIPING, GRASSED SWALES) FOR - 0 e•°
~ ~ #y, y i f , ~ , h.,~~.;~.~~~ SAMPLES OF EACH PROPOSED FILL MATERIAL AND TEST THEM TO DETERMINE THE PROPER FUNCTIONI = ~ ~ °e NG. CLEAR ACCUMULATED TRASH FROM BASIN GRATES, BASIN BOTTOMS, _ ~ e COMPACTION AND CLASSlFlCATION CHARACTERISTICS (PROCTOR TEST). ONLY THOSE MATERIALS AND CHECK PP = °
/f I { ~ ~ AS P I ING FOR ~STRUCTIONS. = a : a r : = AP ROVED BY THE SOILS ENGINEER WILL BE USED AS FILL ON THE DAM. GENERALLY SM ~ - g g
OR SC GLASSIFlCATION SOILS WILL BE ACCEPTABLE. COMPACTED EARTH FILLS SHALL BE 2. CHECK PONp INLET PIPES F = - 28 4 r
r ~ : ~ ` w~.~~~'~ ~ C~VSTRUCTED TO THEE OR UNDERCUTTING, REPLACE RIPRAP, AND REPAIR BROKEN = r LEVAl10NS, LINES, GRADES AND CROSS SECTIONS INDICATED ON THE PIPES. = s ti PLANS. - ~ °eF Q~°a
y 'r 3. RESEED GRASSED SWALES, INCLUDING THE VEGETATED FlLTER IF APPLICABLE. TWICE A = //'~i ~ ej°"°"e ti S~~
. ~ ~~'~i ~ ~ ~ w , rv"""~~~~~ `~"w"h"';/ 4. AFTER STRIPPING OF FOUND - / N - ~ AT10NS AND REMOVAL OF WEAK OR UNSUITABLE MATERIALS YEAR AS NECESS = ~ ARV. REPAIR ERODED AREAS IMMEDIATELY. - ~ipr C. ~ ~ ~ ~ - HAS BEEN COMPLETED AND B F -
, ~ E ORE START OF MATERIAL PLACEMENT, COMPACTED EARTH = ~rn~p~~~q~q+~~ ~ SHALL BE USED TO FILL ALL STUM P HOLES, MINOR EXCAVATIONS AND DEPRESSIONS FOR C. EVERY SIX MONTHS
.~i , ~ t , . '~;w ~`y CAVITIES INSIDE THE EARTH FlLL LIMITS. = runty . ~ 1. REMOVE ACCUMULATED SEDIMENT FROM THE BOTTOM OF THE OUTLET STRUCTURE. _ uq~~i ~~~~~~11101nH~~
V ~ l ~ 5. FILL SHALL BE PLACED IN HORIZONTAL .LAYERS OF NOT MORE THAN 9 LOOSE o ~ ee.e.ee ~ / ~ e..e Q
d yew- ,tom ~ v 1 i ~ `~i'``ti -/~,,,~.~,,,,,K°~~ ~ ( ) DEPTH. 2. CHECK THE POND DEPTH AT VARIOUS POINTS IN THE POND. IF DEPTH IS REDUCED TO 75~ = ~ ~ °°•e. t. ~ / AS SOON AS FEASIBLE AFTER STARTING CONSTRUCTION OF A FILI» THE CENTRAL PORTION OF ORIgNAI DESIGN DEPTH, SEDIMENT WILL BE REMOVED = ~INF °s° 0•,.° e••~/
S ~ ~ TO AT LEAST ORIGINAL DESIGN - e e , THEROF -SHALL BE BUILT AND MAINTAINED SLIGHTLY HIGHER THAN ~ ~ Ep e p9 , THE SIDES TO ALLOW FREE DEPTH. s~4, , ~ ~ e ~ y
1, 1 ~ w~ ' ' ` ~ DRAINAGE TO THE SIDE SLOPES. _ e _ ~ W e . ~ ~ - 2235
_ ~ 1 ~ y.-- D. GENERAL - °s,. s 2 : = s C 157 e Q 6. EACH LAYER OF FlLL SHALL BE COMPACTED BY ROLLING WITH COMPACTION EQUIPMENT 1. MOW THE SIDE SLOPES, NOT INCLUDING NORMALLY SUBMERGED VEGETATED SHELF : ~ ? '
` i i 4 ~ _ ~ ~ ~u7 . } " 1. ~ ~ ri.:~` ' ~ WHICH IS BEST SUITED FOR ~ _ ~ ~ s • ~ . Q . ~ THE TYPES OF SOIL ENCOUNTERED. FlLL ADJACENT TO PIPE ACCORDING TO THE SEASON. MAXIMUM GRASS HEIGHT WI - : ~ y ~ s CONDUIT AND ANTISEEP COLLARS SHALL BE COMPACTED BY HAND. EACH LAYER OF FILL LL BE 6 ' _ y~ .e°' ,e°°
~ ! ~f INV.. OUT: 706;00 ' ~ T' l - t `E ' ~ RIP RAP APRON / 4 l It l P ~ S' ~ / G \ / ~ eaeseee ~ - SHALL BE COMPACTED TO NOT LESS THAN 95~ MAXIMUM DRY DENSITY (STANDARD PROCTOR) 2. CATTAILS, AND OTHER INDIGENOUS WETLAND PLANTS, ARE ENCOURAGED ALONG THE PO = /''/i <</S I G1tA~ //4i ~S/ ~ p~`
/ 1 D f S I ~ P DD ~ ` AT OPTIMUM ND /i v ~i A110N _ MOISTURE CONTENT. WETTING OR DRYING OF THE MATERIAL AND MANIPULATION PERIMETER. HOWEVER, THEY MUST BE REMOVEC WHEN THEY COVER THE ENURE SURFACE = ~~~~rm ia~~``~ ~rrri~ umn ~nnnuun~
LENGTH: 14 D D D _ ~ ~ t r ' ! 1 > , ' J y ~ ~h ,DPP PDn~adcd ~ ~ _ -y OTH. 18 \~y ; 0 SECURE UNIFORM MOISTURE CONTENT THROUGHOUT EACH LAYER SHALL BE REQUIRED. AREA OF THE POND. ' DENSITY TESTS WILL BE PERFORMED AT A FREQUENCY AS SPECIFIED BY THE SOILS ENGINEER. -
f 1 f 1 i ~ v°. ` ~ DDi+D glbw DPD fi 1 . / % / ! ! ~•1DEPYH:~' 1 P ~ mtrcPPpbd4®bPPaP ~ 44 y" - A$ A MINIMUM, TESTS WILL BE PERFORMED ON EVERY THIRD LIFT OR EVERY 1000 CUBIC 3. THE ORIFl _ = THE DRAWINGS AND THE DESIGN SHOWN THEREON ARE INSTRUMENTS CE IS DESIGNED TO DRAW DOWN THE POND IN 2 5 DAYS. IF DRAW DOWN IS NOT OF TURNBULL SIGMON DESIGN, P.A. THE REPRODUCTION OR
/ ~ \ 'Y f DbDPb PPD P#bbPDwb D ! f S ~ ~ r'P ~ ~ ~ ~ P PlbPP DDDDPPDP~+PDP D P~p ' l~; / / E ~ D D, ~PpDw~P~q,~P aDy PtrdbDb D D YARDS WHICHEVER COMES FIRST. ALSO DENSITY TEST WLL BE PERFORMED WH N - E EVER FILL ACCOMPLISHED IN THAT TIME, THE SYSTEM MAY BE CLOGGED. THE SOURCE OF CLOGGING - UNAUTHORIZED USE OF THE DOCUMENTS WITHOUT THE MATERIAL CHARACTERISTICS CHANGE. MUST BE FOUND AND ELIMINATED. = coNSENT of
/ i1 l P D D PdPe 6~$Rbpb PD®DP ~ D ~1 1 \ ~ b D 3 dp D P DmPDPDP~~iDDdmPDD D I. .s" P D b d D D b P P d III. K~~: FES TURNBULL SIGMON DESIGN, P.A. IS PROHIBITED. 2004©
b D A P P dPd 9rD#DD D DD t f / PDDDPPDDDD ,b`P P w P,,P P 9 D p I 1 P d P P b b D P ¢ P D P P D b D D ~ ~ Q." t A b b b d D P b P D D b d P m D r ' PDw , '4'*'r~'~ DPPD~mpddcDPPP daa~~ P e J, RI INV::OUT: 706:0 Q. B. OUTLET DEVICE 4. ALL COMPON RIP RAP APRON ENTS OF THE DETENTION POND SYSTEM MUST BE KEPT IN GOOD WORKING =
P PPDPmPb D"6DDbmd PD PDP D+ D,m D P Ddm Ai DP f . ~ d b. b P P P P P Cr.'bP DP"mDR PPm PP y DD ~ ~ C( ~ ~ r T P a,~P P D D P P P P P D d D P - D D d D P w D D s P P n P CLASS B ORDER. 1. OUTLET DEVICE COMPONENTS ARE TO FABRICATED AS SHOWN ON THE PLANS. _ umm r ^I
` V' ,r L:. ~b P 3+ P D d P_'~ b P A > D $ ~ OQ P P D D D y P P T p# D P .b ,/,fYTI• k• of\; r u mTM b P P bb b P'6 P d P D ! • r~` r.r` r 1~ P Pw D D P P D P 9 b P R P d I . ,.DP DRP PDwb m r'`y -LENGTH: z3~ = e s a + 5. UPON COMPLETION OF THE POND AND PROJECT DEVELOPMENT, THE SUMMERS WALK _ ~ 6-1
T f/ fx?,~ I ' a P P P G• D P D b _ ~ ~r° //i'r Ir 1 } _ :;.,u~', bP D : k ~ DtrbDdwDDD" PdDP F'`P f ~ / 1. l D DPbPD D~~ P d b D P I:Jt I t`^~ DF T,~ r ! 1 7 r.. :•..:::'v P dP \ bD PD P. D P~'d nDbD PP .j ~ 't WIDTH: 29 2. CONTRACTOR TO SUBMIT DESIGNED SHOP DRAWINGS TO THE CIVlL ENGINEER FOR APPROVAL SUBDIVISION HOMEOWNER'S ASSOCIATION WILL BE THE RESONSIBL.E PARTY DEPTIi: 2' PRIOR TO FOR OPERATION AND
/ l' P D d b D YP,3* P b P P ~ ~ ' f ~ P P D P b b b b m D D P / 7 D L> b • / ~ E M, J e• D P D D P D b b b~..A' 4# D D P P D P d D D ~JI D P d P CONSTRUCTION TO THE OUTLET DEVICE. SHOP DRAWINGS SHOULD INCLUDE MAINTENANCE. - PRECAST BOX DESIGN, TRACH RACK, GRATED COVER, ALUMINUM STEPS, AND ALL
r~f' /1{ /l 1 r T P~DP D b b P D d P ~ P DD.P PY~P P,P•P 'r' ~ - .DDdddmD D s`^~ '•),ll k f.. [ r P P d 9 P h b d -b 5 D t P P P ~ r7~(' P~ l JJ p~ ! t f i i~ b~ G~`~, b D P D P d d s* P R 6 ]r~# a.-"4 P b D - RDP wP a.,°' ~ J'r, JJ / [ / I#~~ f I ,~y P, D„D D P7~P P k D D b P b D D~ tr m, P tt~ir~ro"b"5- P P P D t DRAIN/ORIFlCE PIPING REQUIRED.
% ~i Ti,/Id j•fI p PPPPP R, D D d D D P bDD 4 P 9 D DP D P P 9. d D~" by. bbD / f 4 ` r l ~ l4 f J/ ~ S ~ .MS .6 4` D D D DPPD'A`~L.p PDm PDD DDk bdD Dtr~'PPdDDPR`DP6DDDtrbGPD 'r : P d. ih / f ~ r d~ V D D m b? D P P S b d 9 P P U P 4 6 C b A D D 9 .ryD° E f~ s l F f D D C+ P d D D P P~ 4 a P D D D PPD P D P P P w P b D D ~ f~ !i i D, D w D D b P d P D !5 P J D D P D P D D d D P D D D C. CONCRETE TER aI~IJTY BASIN INFO _
f l~ t f r d P P b D m d P D Cad @@,,,, h D d D b P D b P P d d R, < r~.i D es P P D P P b b D D P C"P~-D .b P d P D d P D m D P ?"J ft; ~ 1 k, ~~r, D ,w D P P b b G,~b ¢ D P P Pis 1 i> do d.P ~b•~~^D'P'DP <~i } P P~° ~ D D P b 4 D D b P D D D 6 P'~"D d k b p D d P -k .•a•~ 3 - + ~ / I'.f ~.f . DDDD D®bP.@• D P D D`m D P? P D D b b A P P b b b b D D '1'. 0 y WA RMATION -
f• i /7 ' f` T ~ DPPD P D P P D D? b P P d D D D b D P D DP ~ ~f l ' ~ f 7~i ~~Vr t rt D mP P D P F •D D? b D P D b P P b D P D D P d " j F / / r ! r / / DD I ti`w 1. ALL CONCRETE SHALL CONFORM TO THE STANDARD SPECIFl CATIONS FOR READY MIXED
i d f r y ~ ~a. d :.D r ( i ~ ,4~. ~ } ~ CONCRETE, ASTM C 94. AN AIR-ENTRAINING ADMIXTURE SHAH BE ADDED. THr."". CONCRETE BASIN NUMBER 1 SHALL BE PROPOR110NE0 TO MEET THE FOLLOWING REQUIREMENTS:
~ ~ _ COMPRESSIVE STRENGTH: MINIMUM 3600 PSI WATER-CEMENT RATIO: 0.40 - .5 0 0 BASIN TYPE EDW -
. i v e . i w . . r SLUMP: MINIMUM 3", MAXIMUM 5" 1381 REESE BOULEVARD AIR CONTENt MINIMUM b~, MAXIMUM 8~ DRAINAGE AREA (AC) 4s7
^`^w r L . COARSE AGGREGATE: 1" - 1 1/2" - SUITE 15O
1 f V ~ i DESIGN IMPERVIOUS PERCENTAGE 37
1 ~ ,r'' ,rte 10 ,r' D. GRASSING = E"~UNTERSVILLE, NC 2807$
/ ? - - .M._. -'1:KilERGENCY SPII:LWAI~ > ' _ ~ r' - 4` 40 LF OF 24" 'RCP ELEVATION: 70>~.00 - / - ' , ..w,. r' 1. GRASS ALL AREAS I SA/OA 1.61 D STURBED BY CONSTRUCTION PER SPECIFlCATION OF EROSION CONTROL -
' CRETE APRON do r. DETAIL SHEET. l,.. - REQUIRED SURFACE AREA (SF) 3,486
- . 12.:ACCESS DRIVE w - - E. PLANTING
EUlMENT ~ ~.....~__.w t ~ + ~ ~ / DISP AREA r r Q WATER OUNJIY BASW #1 PERMANENT POOL SURFACE AREA 9,876 _
' , PEt~iMNENT P00L ELEVA110N: 706 w~ , 1. WETLAND PLANTINGS SHALL BE ADDED AS REQUIRED BY STORMWATER BEST MANAGEMENT PRACTICES. PLANTING SHALL BE BASED ON AVAILIBILITY
m .__-.M~-.____- .m..._._._._ ~ ~ .w.",.....~.._ OF PLANTS LISTED IN TABLE 2.2. PERMANENT POOL VOLUME (CF) 13,273 - f , -
' " ~ ~ JCLASS JI APRON ,r J ~ f`~ TEMPORARY POOL VOLUME (CF) 6,910
1NV OUT 700.00... ~ ."PLUNGE POOL - F...~._.. ; i =
w / / ~ r-.~. _ ~ _._~__w. ~M ; _
_ ___v , _ u, • / - t .w_.~_e_._. r ~ / _ r
r ! ~ - - i ! -
- ` - u_. r »...-v... u...~_,.. f~ / ~ W r =
- ...,~.w _...~M r.._ l i m..... i ~ ! f'' r' ~ ;
J ~ t ~ _ rf` _ f =
EXTENDED D ETEN110N 1~IEl1AND 1 sc, f I = SCALE.1 •~20 =
i
D
WATER aUALITY LEGEND /f'LANIING.
SYMBOL DESCRIPTION r -
r~ r
5"X5"X3/S" ~ ~ DENR WAt~P4 611'v
STAINLESS STEEL / ~ r RIP RAP APRON, SPILLWAY WEIWIDSANOSTORM~A~A .e ~ T! -
ANGLE ~
~ 0.5 F1•, 0.5 FT. 6 FT. SUBMERGED AND PLANTED LITTORAL SHELF
~ 5.0 FT. /l ~ ~ 9 LOW MARSH AREA O -
~ / ` ~ 18" ' 18" ALUMINUM `~`~°y~: ~ ;-'~"J
/ I 1 ~ ~ " ACCT ° ACCESS STEPS SUBMERGED AND PLANTED LITTORAL SHELF _ ~x~a~~~~~.~~ _ ~~nry~'"~°~`~ 9"-18" HIGH MARSH AREA
1.0' / ~ ~ 2-1/2 EDGE , 'm n'YVY~v~g P. - L`"•
TYPICAL / ~ ~ ~ . / " \ / ~ TRASH RACK , ,15.5 " 2,5"
,15.5 , 18"-36" MICROPOOL OR FOREBAY AREA • O - ,
~ / o r HINGE(S) . ~ s,,3 ,a~
/ ~ / a m `1~` ~ 1 ~ a e GRAVEL MAINTENANCE -
6FT. i ~ ~ ~ _ _ _ 6 DIAM. ~ \ , ~ ~ ~ ~ . INLET ORIFlCE " ~;'4~,~4'i,~`,1,, OUTLET STORM DRAT E _ NAiG DESIGN DATA _ 24 ~ ACCESS DRIVE _
n STAINLESS STEEL / ~ HINGE ~ UPSTREAM DOWNSTREAM UPSTREAM DOWNSTREAM LENGTH SIZE SLOPE
ANCHOR BOLT. EPOXY ~ UCTUR STRUCTURE INV. INV. _ - - - - - - - - REFER TO PLANTING LEGEND FOR REQUIRED PLANTING IN VARIOUS ZONE DEPTHS ~ 702.8 700.0 40 24 7.036
` IN PLACE • a ~ 1/S STEEL \ - - - - - - L' ANGLE PLATE \ , (1) ALL PIPE TO BE CLASS III RCP UNLESS NOTED OTHERWISE.
1"X1" ALUMINUM GRAl1NG AND ~ ~ 6" DIAMETER y " 155"~• HATCH TO BE DESIGNED AND \ ~ ~ BASIN DRAIN ~ • : , 155"~~ 2.5"
CFRTt~7ED BY ~IAfVVJ~'ACiuRti~. " ~ I ~ . : , PLANT SCHEDULE: :6 =
CONTRACTOR TO SUBMIT 2 GRATE 6" GATE VALVE • ~ ~ ' • • ' ~ ZONE LOCATION BOTANICAL NAME COMMON NAME SIZE SPACING AREA QUANTITY
SHOP DRAWINGS TO ENGINEER 6" STNNLESS STEEL W/ WHEEL TURN • • , ~ FOR APPROVAL PRIOR TO / EXTENDED TO TOP - _
FABRICATION ANCHOR BOLT. EPOXY ~ OF STRUCTURE IN PLACE . •4 LOW MARSH ' ncus effesus fu SOFT RUSH PEAT POT 4 FT. OC 863 SF 56
~ i ,h.;;;`k- LOW MARSH scirpus validus SOFT STEM BULRUSH PLUGS 4 FT. OC 863 SF 56 _
~ - }
~ ~~'r LOW MARSH ontederia cordata PICKERELWEED PAT > ; x,,x: P E POT 3 FT. OC 863 SF 95 =
y, ' ^,`q\' LOW MARSH peltandra virginico ARROW ARUM BARE ROOT 2 FT. OC 863 SF 216
STAINLESS STEEL ~ HIGH MARSH ~ncus effesus SOFT RUSH PEAT POT 4 FT. OC 863 SF 56
ANGLE CLIPS TYPICAL ae~+rJVV - ~,~Vb°r~ - umm r
es a q ° HIGH MARSH sci us validus SOFT STEM BULRUSH = rp PLUGS 4 FT. OC 863 SF 58 ^vax~aora -
`V40V?'iaF - - o T t+A'p.l P4C L,If~ll „eAM, ...1_J__,_ _ 1',IM/P,'1,"~ l,Ir,~M = ~ A A A ~ Z-
rnon mruwn panceaena wroaro rwn~rt[LnLGU PEAT POT 3 FT. OC 863 SF 95 = 1 11d bC 1 M r 11C1~e COI C41
OUTLET STRUCTURE ANCHOR GRATING DET/YL OUTLET STRUCTURE PLAN r' " HIGH MARSH peltandra virgmica ARROW ARUM BARE ROOT 2 FT. 863 SF 216 rw•: °ron-° OV =
MICROPOOL
FOREBAY ins psuedocorus YELLOW FLAG IRIS PEAT POT 8 FT. OC 2,520 SF 82
6.0" DIAMETER ALUMINUM OR DIP
WALL SLEEVE, BEND & SPOOL TOP OF DAM ELEV. 710.00 NOTES:
SEE CHART DIMENSION 'E' FOR 1. CONTRACTOR TO ENSURE THA' TO ENSURE THAT OUTLET BOX IS SET
ORIFICE PLATE OPENING a LEVEL AND FLUSH WITH SURF) GRATED COVER EMERGENCY -1 - TO PROVIDE UNIFORM BEARING WITH SURFACE OF BASE FOOTING HARDWARE CLOTH ACROSS ALL OUTLET USH USH BEARING PRIOR PLACING OPENINGS. REFER TO DETAIL 'A' FOR NIFORM TO
SPILLWAY ELEVATION: 708.00 SECOND BATCH OF CONCRETE, SEE DTL. #3/5.5 50 YEAR STORM EVEo4T t ADDITIONAL INFORMATION. CONTRACTOR TIE WIRE MESH/HARDWARE CLOTH TO REBAR. D EWE ESE TOWNSHIP H OF CONCRETE. GROUT IF TO REMOVE HARDWARE CLOTH RIP ATTACH REBAR TO CONCRETE
HIGH WATER ELEV. 707.45 i -i - NECESSARY. ALL ORIFICE AN[ USING = DAV I DSO N N C ALL ORIFICE AND PIPE OPENINGS INTO AND WASHED STONE AFTER SITE HAS RAP 1/4" WEDGE ANCHORS. USE SE WS-1422 ANCHORS o TRUCTURE SHALL BE SEALED LEAK
THE OUTLET STRUCTURE SHAL TIGHT. USE "UNKSEAL" MECH BEEN STABILIZED. COORDINATE WITH BY REDHEAD OR EQUIVALENT UNKSEAL" MECHANICAL SEALS FOR -
TOP OF STRUCTURE ALUMINUM STEPS ~i---~ ALL PIPES 24" AND SMALLER. El I M I i Mi I TEMPORARY POOL ELEVATION: 706.66 12 O.C., TYPICAL AND SMALLER. CEPM LOCAL INSPECTOR.
ELEV. 706.70 a' o Y' --~Y- Y ! Y Y 2. REFER TO DTL. il5/5.5 FOR EI Water Quality Plans #5/5.5 FOR EROSION CONTROL
p PERMANENT POOL ELEVATION: 706.00 MEASURES ASSOCIATED 11 r_1 WITH SOCIATED WITH THE OUTLET • S
1 FT. - i- STRUCTURE DEVICE. MIN. 1-- 'VICE. 5 WASHED STONE
w - 3. REFER TO DTL. #2/5.5 FOR 01 #2/5.5 FOR OUTLET STRUCTURE Details
TRASH RACK AND `F - , ----I ANCHOR DEVICES. 1.25" ALUMINUM STEPS ORIFICE PLATE ES. i 8•'S•il: C-'
12" O.C., TYPICAL 4t, TURNING ROD GUIDERAIL ° t 4. REFER TO DTL #3/5.5 FOR 01 CLASS I RIPRAP _ #3/5.5 FOR OUTLET STRUCTURE -
SUPPORTS AS NECESSARY : • _ GRATE DETAIL AND INFORMATII AND INFORMATION. 2"X4" CLEAN OUT STAKE •.'•w -
PRECAST ' - - 5 X 5 VAULT 6" DIAM. GATE VALVE - CLEAN OUT BASIN WHEN
DIMENSIONS ARE TO INSIDE TO DRAIN POND, TURNING ° --CONCRETE ANTI-SEEP COLLAR CONCRETE - ANTI -SEEP REFER TO DTL X4/5.5 FOR 01 F a _SEEP _ COLLAR PLAN VIEW. CONTRACTOR TO SUBMIT ROD TO BE EXTENDED TO o t #4/5.5 FOR OUTLET STRUCTURE SEDIMENT REACHES TOP OF STAKE. REFER TO o PROJECT NUMBER: 03-168
SEALED SHOP DRAWINGS r TOP OF STRUCTURE WITH EROSION CONTROL PLAN - _I^ _
FOR APPROVAL PRIOR HANDWHEEL FOR OPERATION ATION TO CONSTRUCTION li - - - - ~-I I FOR SEDIMENT STORAGE I = DRAWN BY` BIDS ELEVATION. _
6" DIP POND DRAIN ° I 1 - - - - - - - - - - - DESIGNED BY: BIDS
SOLID FILL WITH TRASH RACK II % 1 - - - - 1 I GR o l l I I OUT/CONCRETE 1 1 40 LF OF 24" RCP I rr'' o #4 REBAR
i INV :1 07.0% - o = ISSUE DATE: 07. " - 29.04
BOTTOM OF POND: 703.00 702.801 I `•b' ~`z'I WIRE MESH =
- - - - - - - - - - - - r ' I
5 REINF BARS ®1 - - - 2 DETAIL ` I r _ - _ I 'A'
° i _SECOND CONCRETE PLACEMENT TO°°~..- °
t OCCUR .AFTER STRUCTURE.IS. E HARDWARE CLOTH ACROSS ALL OUTLET " < " ` ` a: _ _.._...,M_..
- - - - I- I OPENINGS. REFER TO DETAIL 'A' FOR ~ ` Q` ~ - ONAL ADDITI. CONTRACTOR ~ - • _
I ANCHORED IN PLACE L j~ I EE ANCHOR DTL. #2/5.5 ' i f i I - - € ' ~ .--a.. THIS SHEET TO REMOVE HARDWARE CLOTH, RIPRAP
1 --1 CUT-OFF TRENCH g g ~ (EXCHANGE AND BACKFILL AND '•A` ~ - 5 5.55.05 REVISED WATER QUALITY BASIN INFO WASHED STONE AFTER SITE HAS . • _
W/ COMPACTED SOIL) BEEN STABILIZED. COORDINATE WITH 4 5.12.05 REVISED WATER QUALITY BASIN INFO CEPM LOCAL INSPECTOR. -._....35.1 ri„_wr
6.O_5 MECK. CO. & DAVIDSON COMMENTS 2~ 3 .31.05 µMECK C.O. & DAVIDSON COMMENTS µ
1 12.13.04 MECK. CO. DAVIDSON COMMENTS
OUTLE'T STRUCTURE AND DAM SECTION
TEMPORARY OUTLET STRUCTURE EROSION CONTROL ME-A-SURES NO. DATE: BY: REVISIONS:

Turnbull Si on Desi - gm gn
f 1 \ ~ . a IoOI Morehead S uare Dr. = q
Suite 0 = 53
\ \ / f r'~ ~ ~ t v ~ y 1.J L_ ,f N . PERATION AND MAINTENANCE PIAN: • ~ s WATER C1l~AUTY BASIN CONSTRUC110N SPECIFICATIO S 0 _ charlotte Nc 2820 3
` \ tY ~4 F~ ! - = ~ " ' Phone 0 2 .6 00 ' , ` 1 A. EARTHWORK A. INSPECT MONTHLY. OR AFTER EVERY RUNOFF PRODUCING RAINFALL EVENT. WHICHEVER = 7 4.5 9 5
COMES FIRST = Fa$: 704.522.0882 ' ~ 1. THE FOUNDA110N AREA SHALL BE CLEARED OF TREES, LOGS, STUMPS, ROOTS, BOULDERS, 1. REMOVE DEBRIS FROM THE TRASH RACK.
~ } ~ V ~ •'r r ~ ~ ~ . . \ D AND UNSUITABLE SOIL. IF NEEDED TO ESTABLISH VEGETATION THE TOPSOIL SHALL BE - = SO _
~ { ~ ~ .ice \ f ~ ~ 1 ~ ~ ~ i Y. r...r• ~ STOCKPILED AND SPREAD ON THE COMPLETED DAM AND SPILLWAYS. THE FOUNDA110N AREA 2. CHECK AND CLEAR THE ORIFlCE OF ANY OBSIRUC110NS.IF A PUMP IS USED AS A DRAW \ ~ PR11N. - \ SHALL BE THOROUGHLY SCARIFIED BEFORE. PLACEMENT OF THE FILL MATERIAL. DOWN MECHANISM, CHECK FOR PUMP 0 E A 0 = LAND DEVELOPMENT DESIGN SERVICES
l ~ t ~ ~ 1 ~ - a W ~ ~ . -
f ~ r 2. EXISTING STREAM CHANNELS IN THE FOUNDATION AREA SHALL BE SLOPED NO STEEPER 3. CHECK THE POND SIDE SLOPES, REMOVE TRASH, REPAIR ERODED AREAS BEFORE THE NEXT =
• i. ~ ~ , ~i_ . THAN A RA110 OF ONE HORIZONTAL TO ONE VERTICAL. THEY SHALL BE DEPEENED AND RAINFALL EVENT. \ ;1 - ~ WIDENED AS NECESSARY TO REMOVE ALL STONES, GRAVEL, SAND, STUMPS, ROOTS, AND
f . ~ , / ~ t 1 , OTHER OBJEC110NABLE MATERIAL AND TO ACCOMMODATE COMPAC110N EQUIPMENT. 4. IF THE POND IS OPERATED WITH A VEGETATED FILTER, CHECK THE FILTER FOR SEDIMENT
, , i ~ ~ FOUNDATION AREAS SHALL BE KEPT FREE OF STANDING WATER WHEN FILL IS PLACED ON ACCUMULAl10N, EROSION AND PROPER ORIENTATION OF THE FLOW SPREADER MECHANISM. R MPS ROOTS AND UNSUITABLE SOIL. REPAIR AS NECESSARY. _ ~p~~awmnq THEM. THE BORROW AREAS SHALL BE CLEA ED OF S1U _ q,
P , ~ , 1 1 ~ _ . ~ ~ _ , y , , w ( . ~ f i t ~ _ -m---- THE WATER QUALITY BASIN SHALL BE CLEARED AND ALL STUMPS REMOVED. _ ~
f r 1 ~ / / = Q f.f @, QUARTERLY = e
f j l it ~ ~I 1 ~ ~'E ~i ~ ~ , ' RASSEO WALES FOR = ~ 0.°° 3. BEFORE FIWNG OPERATIONS BEGIN, THE SOILS ENGINEER WILL TAKE REPRESENTATIVE 1. INSPECT THE COLLECTION SYSTEM (IE: CATCH BASINS, PIPING, G S ) _ ~ SAMPLES OF EACH PROPOSED FlLL MATERIAL AND TEST THEM TO DETERMINE THE PROPER FUNC110NING. CLEAR ACCUMULATED TRASH FROM BASIN GRATES, BASIN BOTTOMS, = r ~ y °e
v f~ ~ • t1. ~'y A. ~ COMPACTION AND CLASSIFICAl10N CHARACTERISTICS PROCTOR TEST . ONLY THOSE MATERIALS AND CHECK PIPING FOR OBSTRUCTIONS. - E r : 's ( ) _ _ °
ff l ~ 1~, ~ - ~ ~ ~ / ti S. A ~ AS APPROVED BY THE SOILS ENGINEER WILL BE USED AS FILL ON THE DAM. GENERALLY SM - 028 4 TRUCTED TO THE ELEVAl10NS LINES GRADES AND CROSS SECTIONS INDICATED ON THE PIPES.- = ~ ~•°e
~ ! ~ 1 I f ~ ~ 1 1 r ~ FI A110N SOILS WILL BE ACCEPTABLE. COMPACTED EAR1H FILLS SHAU. BE 2. CHECK POND INLET PIPES FOR UNDERCUTTING, REPLACE RIPRAP, AND REPAIR BROKEN = $ w OR SC CLASSI C CONS ~ ~ _ °~~INE~:°• w
1 ~ ` 1 t `V /f y, A '`t a _ ~ f1 PLANS. - ~i,~/,9
~ 3. RESEED GRASSED SWALES, INCLUDING THE VEGETATED FILTER IF APPLICABLE. TWICE A - N f \ 4. AFTER STRIPPING OF FOUNDATIONS AND REMOVAL OF WEAK OR UNSUITABLE MATERIALS YEAR AS NECESSARY. REPAIR ERODED AREAS IMMEDIATELY. - rumnum~a~
1 1 t ~ ~ ~ I i ~ ~ -ti. F ~ ~ ~ HAS BEEN COMPLETED, AND BEFORE START OF MATERIAL PLACEMENT, COMPACTED EARTH
! 1 j 1 ~ 4 ~ ~ ,I~ T ~ vc .y y `'t SHALL BE .USED TO FILL ALL SITJMP HOLES, MINOR EXCAVAl10NS AND DEPRESSIONS FOR t~EVERY SIX MONTHS ti _ ,`~a~numuuny~~ `~,~~uuuuppp,,~i ~ v CAVITIES INSIDE 1HE EARTH FlLL LIMITS. 1. REMOVE ACCUMULATED SEDIMENT FROM THE BOTTOM of THE OUTLET STRUCTURE. _ ii//~ `~~~0 ~R ~i~///
~ x t ~ ;G INV: OUT: 702.00 \ ~ / J r r~ ~ r 1 °°°p CLASS B t ~ ; _ °0see. eeee° ~ ~ ~ °0ee°eeeeeo ~ /I
~ adp° v°° 7v r'i~ t ' ~ 1 1 cvav°° v?Qa°"cva"~q ~ LENGT#i: i5`: t~. ~ v ''f 5. FlLL SHALL BE PLACED IN HORIZONTAL LAYERS OF NOT MORE 1NAN (9") LOOSE DEPTH. 2. CHECK THE POND DEPTH AT VARIOUS POINTS IN THE POND. IF DEPTH IS REDUCED TO 75% _ O e°
,i~' l va a°G~vva°a°vae° 1 ~ t ~ 0 0 i 1 v v° pq©~ °q~ 7pa Y WIDTH: 19 \ ~ ''r r ? r OF ORIGINAL DESIGN DEP1H SEDIMENT WILL BE REMOVED TO AT LEAST ORIGNAL DESIGN - ~ ° 0 F s s . e s AS SOON AS FEASIBLE AFTER STARTING CONSTRUC110N OF A FlLL. THE CENTRAL PORTION ~ _ e 'P, a ~ e e
. ~ r ~ ` f• K°°y°cap°°r ov?°q°av°vvv ~ ` ' ~ e'`. ~ ~ l te` ' 079 ° °a0 °tl 4ap°ry007"0f°4ea°7°p0 DEPTH. ,2 ~ ~ , rr J 1 v va ° ° pva vv ovidv'v°q °v~p7gggas°°a~vg°qpv ~ w 1 \ \ THEROF SHALL BE BUILT AND MAINTAINED SLIGHTLY HIGHER THAN THE SIDES TO ALLOW FREE DEPTH. - ~w ~°s c ? s f ' DRAINAGE TO THE SIDE SLOPES. - e~-ZZ35 s Z = a C-157 ; Q
0 • • •f• °pe q10 OOe OC gaQa ~ 1 t \ i 1 074 4000 O° ~p~ ° 08 040 7a' ° ~ 't / I / ~ apgva°p7appap°a agvp°f•fv ~q OVpgQ v°d°acaQVga~°yq 1 j ~ ° c~ . °
r Oa4 70f ••f •1 •0 pa pea p•:, j 'y ° qc vv •v •e'k rav ~av ace a°c`+[p , t ` ~ y4~ 1 00 p00f aP° 1f pOf q0 70 70 't \ Oa•a a .,r ,r r~ l 0 °oev • v e ~ pe0Q40 ~ a r - 6. EACH LAYER OF FILL SHALL BE COMPACTED BY ROWNG WITH COMPAC110N EQUIPMENT 1. MOW THE SIDE SLOPES, NOT INCLUDING NORMALLY SUBMERGED VEGETATED SHELF, _ y G~ e~ ~,e y ; ~ ° t MAXIM M GRASS HEIGHT WILL BE 6". = : 'L ~ : e•° WHICH IS BEST SUITED FOR THE 111PES OF SOIL ENCOUNTERED. FILL ADJACENT TO PIPE ACCORDING TO THE SEASON. U = , g 0 . , C G .
°q 40°• 0 aa•• ff / q9 `c Y0 OeQ i 1 i f egaaa°e•0 aq•yf0•fOft •0 f °Va Oylp 0p 0°a 40°~q ~4 ` \ r r~ pvvvvv v0rfapaocf• f 7oavapavacagac i. \ Y ~ z w ~ i :veaQV °vpap°p°avv f •o~vappv°a°p.,:, `,2 1 \ r CONDUIT AND ANIISEEP COLLARS SHALL. BE COMPACTED BY HAND. EACH LAYER OF FILL = °000eeeeese°°~ ~ r - //i ~/S I GMO ~//i S/GlNppl p~
•qvv as a~,pev7aac \ f !r'~ i ° p••eaag0~aa aQaa ga~tlpQq qO i \ SHALL BE COMPACTED TO NOT LESS THAN 95% MAXIMUM DRY DENSITY (STANDARD PROCTOR) 2. CATTAILS, AND OTHER INDIGENOUS WETLAND PLANTS, ARE ENCOURAGED ALONG THE POND = /iq ~i~ VER THE ENII E SURFACE ~ ~'unHUUU~~~" ~~~yninlnu~n~~
f r• 1 °voc°7go°av °v:qv ~°ave 4 ~ \ +.e y • i • \ V , / f~ i ~v•vvaevavX ' v °vodvaa~ga ~ t AT OPTIMUM MOISTURE CONTENT. WETTING OR DRYING OF THE MATERIAL AND MANIPULATION PERIMETER. HOWEVER, THEY MUST 8E REMOVED WHEN THEY CO R - TO SECURE UNIFORM MOISTURE CONTENT 1HROUGHOUT EACH LAYER SHALL BE REQUIRED. AREA OF THE POND.
° eagppfAa v agev v° ° i t d WQ~ °0cro°~o• x ° vapp°r7°~ i t 'y f DENSITY TESTS WILL BE PERFORMED AT A FREQUENCY AS SPECIFlED BY THE SOILS ENgNEER. = THE DRAWINGS AND THE DESIGN SHOWN THEREON ARE INSTRUMENTS
i' SEE DETAIL yyi ~ °o~~°vQ ~ ~ v °p~v~Pav ~ , ~ , t - • f v c vv.. 1 , ~ f aa•aa d gpgv \ 1 \ ,r J`"'`~, AS A MINIMUM, TESTS WILL BE PERFORMED ON EVERY 1HIRD LIFT OR EVERY 1000 CUBIC 3. THE ORIFlCE IS DESIGNED TO DRAW DOWN THE POND IN 2-5 DAYS. IF DRAW DOWN IS NOT OF TURNBULL SIGMON DESIGN, P.A. THE REPRODUCTION OR ' YARDS WHICHEVER COMES FlRST. ALSO DENSITY TEST WILL BE PERFORMED WHENEVER FlLL ACCOMPLISHED IN THAT 11ME, THE SYSTEM MAY BE CLOGGED. THE SOURCE OF CLOGgNG = UNAUTHORIZED USE OF THE DOCUMENTS WITHOUT THE CONSENT OF
••v•f 7av \ f, ~ / .'if ` ••f•f be \ ~ - r~, ~ MINATED. TURNBULLSIGMON DESIGN, P.A.15 PROHIBITED. 2004 c MATERIAL CHARACTERISTICS CHANGE. MUST BE FOUND AND EU - p
i ~ :i'~i':2:. t l i = 4. ALL COMPONENTS OF THE DETENTION POND SYSTEM MUST BE KEPT tN GOOD WORKING
r ~ @. OUTLET DEVICE _ f , ORDER.
rj INV. OUT: 702.00 \ t CLASS i ummers a , 1. OUTLET DEVICE COMPONENI~S ARE TO FABRICATED AS SHOWN ON THE PLANS. NT THE SUMMERS WALK
~ t LENGTH: i0' \ 5. UPON COMPLETION OF THE POND AND PROJECT DEVELOPME 2. CONTRACTOR TO SUBMIT .DESIGNED SHOP DRAWINGS TO 1HE CIVIL ENGINEER FOR APPROVAL SUBDIVISION HOMEOWNER'S ASSOCIATION WILL BE THE RESONSIBLE PARTY FOR OPERATION AND
i ~ WIDTH. 6. y \ f ~ ~ ~ ~ t PRIOR TO CONSTRUC110N TO THE OUTLET DEVICE. SHOP DRAWINGS SHOULD INCLUDE MAINTENANCE.
. ' J PRECAST BOX. DESIGN TRACH RACK, GRATED COVER, ALUMINUM S1EPS, AND ALL
t Y t ~ i V~ Y ~ t - =R i ' DRAIN/ORIFlCE PIPING REQUIRED. - r'` _
Y . ~ ~ , ~ ' . CONRETE AP~ON .dc - - r 1 ~ Y 75 f ~OF 36 ~ RCP l : G; . - E r WATER CIUALlIY BASIN :INFORMATION ~ C. CONCRETE
'""'1 Q 0:13% - - S~DII~iEN . . c , ~ . ~ , , " - - - - 2 ACCESS: D IVE ~ N A D SP CIFl ATI N FOR READY MIXED 1. ALL CONCRETE SHALL CONFORM TO THE STA D R E C 0 S BARN NUMBER 2 =

r ! ( 1 ! \ CONCRETE, ASTM C 94. AN AIR-ENTRAINING ADMIXTURE SHALL BE ADDED. THE CONCRETE r.~- SHALL BE PROPOR110NED TO MEET THE FOLLOWING REQUIREMENTS: -
COMPRESSIVE STRENGTH: MINIMUM 3600 PSI WATER-CEMENT RAT10: 0.40 - 0.50 BASIN TYPE EDW " - 13801 REESE BOULEVARD SLUMP: MINIMUM 3 , MAXIMUM 5
1 1 ~ - ~ ti ' ~ ~ Y NV. IJUT: _698. ~ ~ t - RIP RAP ~A~~PMRON f ~ ~ ~ ~ - I :Y AIR .CONTENT: MINIMUM 5X, MAXIMUM 8% DRAINAGE AREA (AC) 282 - SUITE 15O
COARSE AGGREGATE: 1" - 1 1 2" ~ -
~ ! ~ -'mot - - l - 1 ' vLENGTH: :39~ ~ ~ - - i r ~ ' ~'f DESIGN IMPERVIOUS PERCENTAGE (1O 37 - H U N T E R S V I L L E, N C 2 8 O 7 8 D. GRASSY
Y 'Y MIN:'WIDTH:45 ~ 4 ~ ~ w._ 1 -WIDTH• -45 ~ Y , / ~ SA/DA (ff7 1.8
i ~ ~ 6~ ~ 'y ~ -r' P 1. GRASS ALL AREAS DISTURBED BY CONSTRUCTION PER SPECIFlCAlION OF EROSION CONTROL DETAIL SHEET. 7
` ~ Q~ 1 r ' + ~ ~ ~ ~ Y { , < < ~ Y 1 ; , REQUIRED SURFACE AREA (SF) 1,83
i ~ i s i ,r 4 'r @'~ PERMANENT POOL SURFACE AREA SF 6640 r O -
~ ! r e 4 r ~ I i 1 1 `''y ~ 1 a f t b ~ ,f {~0 1. WETLAND PLANTINGS SHALL BE ADDED AS REQUIRED BY STORMWATER BEST MANAGEMENT
a~` 9 I I E i ,i V PERMANENT POOL VOLUME (CF) .9,350 = PRACTICES. PLANTING SHALL BE BASED ON AVAIUBIUTY OF PLANTS LISTED IN TABLE 2.2. _
~ ~ ! i ~ ` i ! ~ ~ t't (nfinn a y,,. , ~ ~ r'• °f ~ TEMPORARY POOL VOLUME (CF) 3,643
i i lU' i i ~
t ~ a 1 ~ ! ~ i 1~ Y ~ 1 ~ ~ s r" r~ "r. .a ~ 'n 1 Y 1 \ r
~ I ~ - % f~
Y ~ ~ r ~ ' 'l..' Y ~ 1 l i ! ~ ! 1 ice---- t ~ S ! 1 _ / j'
t I ~ % 7 ~ I ~ " t = -
i Y i I 1~ l 4 `E ~ e' i \ / ~ r~ ( ~ I r ~ ~ ti t t ~'r = h r
\ v r` 4 ~ { l 1 Y ~ l ~
D SCAT EXTENDED DETENTION 1iVETUW ) I . ~ SCALE.1.20 -
WATER QUALITY LEGEND/PLANTING:
~@,Qj, DESCRIPTION
F~`.7
u RIP RAP APRON, SPILLWAY ~ -
5"X5"X3 8" ~ \ / / \ STAINLESS STEEL } ;J
ANGLE ~ ;ray . ~ t~,'n , - I. SUBMERGED. AND PLANTED LITTORAL SHELF -
1 6 FT. ~k%,:~} 0"-9" LOW MARSH AREA ~y ~ ~ _
/ 0.5 FT. 5.0 FT. 0.5 FT. / ~ . d+ v
/ ~ , • v n~°""'"~a a ' 18 ALUMINUM ,~,'',,t'"~'ns°r SUBMERGED AND PLANTED LITTORAL SHELF - nry~7S'vav.mG -
' / ~ ~ ACCES / ~ ~ ' ACCESS STEPS ~°v' ~ 9"-18" HIGH MARSH AREA
2-i 2" EDGE ~ a • • , 6".
1.0 / / w TYPICAL ~ TRASH RACK ~ ~ 3" ° 18"-36" MICROPOOL OR FOREBAY AREA
/ t4 / ~ ~ HINGES ~ / -
o r - / \ ~ ~
/ ~ ~ " ~ \ ` ~ ~ 6 FT. 6 DIAM. 36" GRAVEL MAINTENANCE RAI E DESI N DATA , . OUTLET STORM D NAG G
~ ~ ~ ' - ~ \ INLET ORIFlCE ~~e`~'','' ACCESS DRIVE 36 ~ 'i'~ UPSTREAM OWNSTREAM UPSTREAM OWNSTREAMLENGTH SIZE SIOPE °
\ " i ~ TRUCIURE STRUCTURE INV. INV. 2 FE 2 898.80 898.70 75 38 .13%
6 STAINLESS STEEL / ~ I ~ HINGE ~ ~ ANCHOR BOLT. EPOXY _ . _ _ REFER TO PLANTING LEGEND FOR REQUIRED PLANTING IN VARIOUS ZONE DEPTHS
1/8" STEEL ~ IN PLACE ANGLE PLATE (1) ALL PIPE TO BE CLASS III RCP, UNLESS NOTED OTHERWISE. I". _
~ t"X1" ALUMINUM GRATING AND ~ 6 DIAMETER ' 3" PLANT SCHEDULE:
~ BASIN DRAIN ~ , ~ , . . " HATCH TO BE DESIGNED AND 6 ~ . CERTIFlED BY MANUFACTURER. » ~ . • 6" -
CONTRACTOR TO SUBMIT 2 GRATE / 6 GATE VALVE ~ • ZONE LOCA110N BOTANICAL NAME COMMON NAME SIZE SPACING AREA QUAN111Y
SHOP DRAWINGS TO ENGINEER STE L , • •4 . W/ WHEEL TURN ~ . • - • P R VAL PRIOR TO 6 STAINLESS E / EXTENDED TO TOP ~ ~ . FOR A P 0 ANCHOR BOLT. EPOXY z` LOW MARSH ' ncus effesus SOFT RUSH PEAT POT 4 FT. OC 581 SF 38
OF STRUCTURE FABRICATION IN PLACE ~ •
i ' ~ LOW MARSH scirpus validus SOFT STEM BULRUSH PLUGS 4 FT. OC 561 SF 38 = x -
' ' PICKERELWEED PEAT POT 3 FT. OC 581 SF 64 = LOW MARSH pontederia cordato
~v"~~~' -
Y'? LOW MARSH peltondro vlrginica ARROW ARUM BARE ROOT 2 FT. OC 581 SF 145
7 t V tlr
STAINLESS STEEL HIGH MARSH juncus effesus SOFT RUSH PEAT POT 4 FT. OC 581 SF 38 = r~~~^~pr = ummers a "'X9YV'YG1 -
ANGLE CLIPS VF:C7CV =
TYPICAL HIGH MARSH sclrpus v~alfdus SOFT STEM BULRUSH PLUGS 4 FT. OC 581 SF 38 vcuvnva - +VY'70'AY9
I •nw~"~7~~ = ~~a T T ~~a ~
HIGH MARSH pontederio cordoto PICKERELWEED PEAT POT 3 FT. OC 581 SF 64 Z 11Q1zp%' Z Vb 1 1AL"k0%' 'OR l*J +XV4YC *g 41tW OStl -
v = 'CKt'VCCD - V["4GVV'J -
OUTLET STRUCTURE ANCHOR GRATING DET/ML OUTLET STRUCTURE PLAN C4 I ~ v HIGH MARSH pel tondra virglnica ARROW ARUM BARE ROOT 2 FT. OC 581 SF 145 MICROPOOL iris psuedocorus YELLOW FLAG IRIS PEAT POT 8 FT. OC 1636 SF 53
FOREBAY
6.0" DIAMETER ALUMINUM OR DIP M4IES`
WALL SLEEVE, BEND & SPOOL TOP OF DAM ELEV. 706.00 1. CONTRACTOR TO ENSURE THAT ENSURE THAT OUTLET BOX IS SET HARDWARE CLOTH ACROSS ALL OUTLET -
LEVEL AND FLUSH WITH SURFAI p--- TO PROVIDE UNIFORM BEARING SH WITH SURFACE OF BASE FOOTING OPENINGS. REFER TO DETAIL 'A' FOR - D EW E E S E TOWNSHIP IFORM BEARING PRIOR TO PLACING ADDITIONAL INFORMATION. CONTRACTOR TIE WIRE MESH/HARDWARE CLOTH TO REBAR.
GRATED COVER SECOND BATCH OF CONCRETE. OF CONCRETE. GROUT IF P P ATTACH REBAR TO CONCRETE RISERS USING = DAV I D SO N , N C
SEE DTL X3/5.6 50 YEAR STORM EWNT HIGH WATER ELEV. 703.04 NECESSARY. ALL ORIFICE AND THE OUTLET STRUCTURE SHALL LL L ORIFICE AND PIPE OPENINGS INTO TO REMOVE HARDWARE CLOTH, RI RA 1/4 WEDGE ANCHORS. USE WS-1422 ANCHORS RUCTURE SHALL BE SEALED LEAK AND WASHED STONE AFTER SITE HAS BY REDHEAD OR EQUIVALENT L
TIGHT. USE "IINKSEAL" MECHA NKSEAL" MECHANICAL SEALS FOR BEEN STABILIZED. COORDINATE WITH CEPM LOCAL INSPECTOR. ° - ~
ALUMINUM STEPS Elf l - _ ALL PIPES 24" AND SMALLER. TOP OF STRUCTURE TEMPORARY POOL ELEVATION: 702.51 12" O.C. TYPICAL - - AND SMALLER. Water Quality Plans °
- ELEV. 702.55 f-4- 2. REFER TO DTI. #5/5.6 FOR ERi #5/5.6 FOR EROSION CONTROL 1'-6'
0 PERMANENT POOL ELEVATION: 702.00 MEASURES ASSOCIATED WITH T1 p i. _ )CIATED WITH THE OUTLET Details
o - - STRUCTURE DEVICE. SCE. #5 WASHED STONE - p`•
1 Ft MIN. ~r - 3. REFER TO DTI. #2/5.6 FOR OU #2/5.6 FOR OUTLET STRUCTURE
TRASH RACK AND ANCHOR DEVICES. .S. - .41 CLASS I RIPRAP -
f- ALUMINUM STEPS 1.0 ORIFICE PLATE 4. REFER TO DTL. 5.6 FOR OU #3/5.6 FOR OUTLET STRUCTURE
12 O.C., TYPICAL TURNING ROD GUIDERA L GRATE DETAIL AND INFORMATIO SUPPORTS AS NECESSARY ° - 2"X4" CLEAN OUT STAKE 4ND INFORMATION.
PRECAST 5 X 5 VAULT 6 DIAM. GATE VALVE MI I 1=1 I 1=1 11 f-- f f f--f f --f f f-- _ _ _ 5. REFER TO DTL. #44/5.6 FOR OU CLEAN OUT BASIN WHEN ~ °
.Yt' I.•; •"'t o -SEE COLLAR I 1=1 f DIMENSIONS ARE TO INSIDE TO DRAIN POND, TURNING .1 11 1=1 I 'CONCRETE ANTI-SEEP COLLAR - PLAN VIEW. 114/5.6 FOR OUTLET STRUCTURE SEDIMENT REACHES TOP PROJECT NUMBER: 03-168 OF STAKE. REFER TO "
ROD TO BE EXTENDED TO = SUBMIT CONTRACTOR TO ° EROSION CONTROL PLAN DRAWN BY: BDS ' I FOR SEDIMENT STORAGE
SEALED SHOP DRAWINGS TOP OF STRUCTURE WITH - FOR APPROVAL PRIOR HANDWHEEL FOR OPERATION o - - - ELEVATION. DESIGNED BY: BDS
TO CONSTRUCTION " - I REBAR
/ A/,t6 DIP POND DRAIN WITH TRASH RACK SOLID FILL f ( ° 75 LF OF 3 » GROUT CONCREE 6 RCP ISSUE DATE: 07.29.04 t C" C" f? D O- 1 X 1
/ INV OUT: i 0 0.13% f f . ..n... ,A - - WIRE MESH
~ II BOTTOM OF POND: 699.00 - 698.80. - - - - f f
~f 77
44 DETAIL 'A'
e 5 REINFO r A~il
L BARS 0 1 " ,4 - - - - - 2 - 4- - - - _SECOND CONCRETE :PLACEMENT TO s.
f ' - t OCWk AFTER STRUCTURE IS j--•'.~. • ~ , . . • • ti' - , • . . • . ' • . ° ' ' p• :ANCHORED :IN PLACE EE" f HARDWARE CLOTH ACROSS ALL OUTLET - OPENINGS. REFER TO DETAIL A FOR -4
_.w_»._ . _ _ , ADDITIONAL INFORMATION.. CONTRACTOR - ° • - ~ - ` _ •
-11 M I- E`- I EE ANCHOR DTL. #2/5.6 TO REMOVE HARDWARE CLOTH, RIPRAP 4'" : - 5 8 5.05 REVISED WATER QUALITY BASIN INFO • , ' • • ; ! R a ' s i 4 b 12.05 REVISED WATER QUALITY BASIN INFO AND WASHED STONE AFTER SITE HAS
if I f_I I I- ' --f I I--~ ± e-- i----i i THIS SHEET t- 11 CUT-OFF TRENCi -(EXCHANGE AND BACKFILL 1 1- 9 - W/ COMPACTED SOIL) BEEN STABILIZED. COORDINATE WITH 3 m5.16.05 MECK. CO. & DAVIDSON COMMENTS`
9 CEPM LOCAL INSPECTOR. 2 3.31.05 MECK. CO. & DAVIDSON COMMENTS -
I 12.13.04 MECK. Co. & DAVIDSON COMMENTS
NO. DATE: BY: REVISIONS:
OUTLET ST RUCTURE TEMrc-'0m%RARY OUTLET STRUCTURE EROSION CONTROL MEASURES

Turnbull Si on Desi - gn
~ - n.~_ ~ >;ooi Morehead Square Dr. - ~
I ~ - 1 Suite 530 WATER QUALJTV BASIN CONSTRUCTION SPEGFICATIONS. PERATI = : • 0 ON AND MAINTENANCE PLAN.
I . ~ I I = Charlotte, NC 28203 1 A. EARTHWORK
1 I - Phone:7o4.52g.65oo COMES FlRST = Fag: 0.22.0882
~ ~ I ~ 1. THE FOUNDATION AREA SHALL BE CLEARED OF TREES, LOGS, STUMPS, ROOTS, BOULDERS, 1. REMOVE DEBRIS FROM THE TRASH RACK. _ 7 4 5
~ • SOD AND UNSUITABLE SOIL. IF NEEDED TO ESTABLISH VEGETATION, THE TOPSOIL SHALL BE I STOCKPILED AND SPREAD ON THE COMPLETED DAM AND SPILLWAYS. THE FOUNDATION AREA 2. CHECK AND CLEAR THE ORIFCE OF ANY OBSTRUCTIONS.IF A PUMP IS USED AS A DRAW
r' _ I - - - - - - ~ I ~ SHALL BE THOROUGHLY SCARIFIED BEFORE PLACEMENT OF THE FlLL MATERIAL. DOWN MECHANISM CHECK FOR .PUMP OPERATION.
- 1V I I X ~ - LAND DEVELOPMENT DESIGN SERVICES N 2. EXISTING STREAM CHANNELS IN THE FOUNDATION AREA SHALL BE SLOPED NO STEEPER 3. C K HEC THE POND SIDE SLOPES, REMOVE TRASH, REPAIR ERODED AREAS BEFORE THE NEXT -
w . ` ~ -__W~ THAN A RATIO OF ONE HORIZONTAL TO ONE VERTICAL. THEY SHALL BE DEPEENED AND RAINFALL EVENT.
i ~ i I - WIDENED AS NECESSARY TO REMOVE ALL STONES GRAVEL SAND S MPS R00 = TU TS, AND -
~ ~ , _ , i 1 _.n,.... _ OTHER OBJECTIONABLE MATERIAL AND TO ACCOMMODATE COMPACTION EQUIPMENT. 4. IF THE POND IS OPERATED IMTH A VEGETATED FlLTER, CHECK THE FlLTER FOR SEDIMENT FOUNDATION AREAS SHALL BE KEPT FREE OF STANDING WATER WHEN FILL IS PLACED ON ACCUMULATION, EROSION AND PROPER ORIENTATION OF THE FLOW SPREADER MECHANISM.
: s _ THEM. THE BORROW AREAS SHALL BE CLEARED OF STUMPS, ROOTS AND UNSUITABLE SOIL. REPAIR AS NECESSARY. = aaumnrrur
~ 1HE WATER QUALITY BASIN SHALL BE CLEARED AND ALL STUMPS REMOVED. - , B. QUARTERLY = ttt°•,, ~ .
I r / 1. I / 3. BEFORE FILLING OPERATIONS BEGIN, THE SOILS ENGINEER WILL TAKE REPRESENTA?1VE 1. INSPECT THE COLLECTION SYSTEM IE: CATCH BASINS, PIPING, GRASSED SWALES FOR = s ( ) _ , °
w l \ _ ~ v ~ ? SAMPLJ=S OF EACH PROPOSED FILL MATERIAL AND TEST THEM TO DETERMINE THE PROPER FUNCTIONING. CLEAR ACCUMULATED TRASH FROM BASIN GRATES, BASIN BOTTOMS, _ ~ s
_ \ ~ _ _ fr ~ COMPACTION AND CLASSIFlCATION CHARACTERISTICS (PROCTOR TEST). ONLY THOSE MATERIALS AND CHECK PIPING FOR OBSTRUCTIONS. = :4 9r: ~ AS APPR - g SE g OVED BY THE SOILS ENGINEER WILL BE USED AS FlLL ON THE DAM. GENERALLY SM - 283 4 e =
~ T ~ ' OR SC CLASSIFlCATION SOILS WILL BE ACCEPTABLE. COMPACTED EARTH FILLS SHALL BE 2. CHECK POND INLET PIPES FOR UNDERCUTTING, REPLACE RIPRAP, AND REPAIR BROKEN = °
~ w CONSTRUCTED TO THE ELEVATIONS, LINES, GRADES AND CROSS SECTIONS INDICATED ON THE PIPES. - °eF Q~°8 ~ PLANS. _ °0e a°°
_ _ 3. RESEED GRASSED SWALES INCLUDING TH T = ''i'9 'L~~``~ E VEGE ATED FlLTER IF APPLICABLE. TWICE A = N
0 4. AFTER STRIPPING OF FOUNDATIONS AND REMOVAL OF WEAK OR UNSUITABLE MATERIALS YEAR AS NECESSARY. REPAIR ERODED AREAS IMMEDIATELY. - ~4i~ ~ • _ ~rn?nnuun~~
~ 1iNRTER SAS' 1 ~3 4 v ~ f HAS BEEN COMPLETED, AND BEFORE START OF MATERIAL PLACEMENT, COMPACTED EARTH ` SHALL BE USED TO FILL ALL STUMP HOLES, MINOR EXCAVATIONS AND DEPRESSIONS FOR C. EVERY SIX MONTHS
P001.9~11KI1dI~kb9b.04-.-- pUgllti~~rNrlpr `gpglllrl4ypl . ~ CAVITIES INSIDE THE EARTH FlLL LIMITS. 1. REMOVE ACCUMULATED SEDIMENT FROM THE BOTTOM OF THE OUTLET STRUCTURE. _ riq~ ii~4
~ ~0 GAR
ti,A O r, O ` 5. FlLL SHALL BE PLACED IN HORIZONTAL LAYERS OF NOT MORE THAN 9" LOOSE DEPTH. 2. CHECK THE POND DEPTH AT VARIOUS POINTS IN THE POND. IF DEPTH IS REDUCED TO 75X = .•°c°° ~ ` AS SOON AS FEASIBLE AFTER STARTING CONSTRUCTION OF A FILL. THE CENTRAL POR110N OF ORIGINAL DESIGN DEPTH, SEDIMENT WILL BE REMOVED TO AT LEAST ORIGINAL DESIGN = ~ ,•°0 F,p°o ~
INV. OUTr 696:00 ~ ~ ~ ~ THEROF SHALL BE BUILT AND MAINTAINED SLIGHTLY HIGHER THAN 1HE SIDES TO ALLOW FREE DEPTH• _ ' e g 's
gr4SS 'LENGTHi 22' DRAINAGE TO THE SIDE SLOPES. - ; W _ ~ ~ = = • ` - 2235 : Z . c-157 : Q D. GENEe>~ _ _ ° °
v WIDTH: 28: r ~ •.~`s , ~ \ 6. EACH LAYER OF FILL SHALL BE COMPACTED BY ROLLING WITH COMPAC 1. MOW THE SIDE SLOPES NOT INCLUDING NORMALLY SUBMERGED G F - ° ~ . : ~ • 4 r T10N EQUIPMENT " VE ETATED SHEL , - ~ G~ y ~ ~ ° ° : e
° ° a dp yaN? •xv^ h ~ y , ~ • i j ?i~~r 9 t l i"., ` ~ ~ a v vea acvva . ~ ~ awi? k ~,c/~ 9~,.5~'j"'~-.~/ 'V WHICH IS BEST SUITED FOR THE TYPES OF SOIL ENCOUNTERED. FILL ADJACENT TO PIPE ACCORDING TO THE SEASON. MAXIMUM GRASS HEIGHT IM - ~ ~ LL BE 6 . - ti ~ ~ ~ CONDUIT AND ANTISEEP COLLARS SHALL BE COMPACTED BY HAND. EACH LAYER OF FlLL - ''i BG ~ 0` '~i CC °°°ro°°°•°° \G
y'~ ^ , ~~i, .jfn1 _ _ vaa v aaavdvc avavd iavv 1 y~ • ""'1;~ ` ' • .v,µ,y v vagccaad qap avd ad as ad . • , . . ~ 1~ t ..`s~.;~1,r `~w s• ..i ~ T~ i~ : avvd vv ~ Vd'p vaav v°vv r, tf !t.~,` '1 ~ ~y t~~9'^' 1: SHALL BE COMPACTED TO NOT LESS THAN 95% MAXIMUM DRY DENSITY (STANDARD PROCTOR) 2. CATTAILS, AND OTHER .INDIGENOUS WETLAND PLANTS, ARE ENCOURAGED ALONG THE POND ~i~ /S I GNA ~p ii~~ G~pN OE
"°'rs` avvyvvav Qvdv vv avvvvv jtreaavavv ,r~ ~°•,r°~, ;i s r ~ ' !~,~a. va acdv dad o aav vvv vava "r':•. 'F a/3"~ `;,,,.tir~., 1~.,`~,,.. .f, .A ? S ~!af'w vvv cvv vava ova c av avvv v .w t ~ ,s ~ s t + },r~<*" ~,~v v a vv ~ vvamv vvv v~va I / ~ ~ r /i'~' i~?5' .~tt F AT OPTIMUM MOISTURE CONTENT. WETTING OR DRYING OF THE MATERIAL AND MANIPULATION PERIMETER. HOWEVER THEY MUST BE REMOVED WHEN THEY COVER THE ENTIRE SURFA = ~~r'rrrur uin~~``~ ~rrnrr , CE - m nunn~
~ a v dv°'~a'Yt+ a ~6 v a ~ r`~ . s J r,. vvv va r a aadv v ;'STf°.:..s ~ t »e'~ i * " - TO SECURE UNIFORM MOISTURE CONTENT THROUGHOUT EACH LAYER SHALL. BE REQUIRED. AREA OF THE POND. DENSITY TEST'S WILL BE PERFORMED AT A FREQUENCY AS SPECIFIED BY THE SOILS ENgNEER. = THE DRAWINGS AND THE DESIGN SHOWN THEREON ARE INSTRUMENTS
pvavvavvv aacva ovvv vvvaveevvad°v t,, , ~ /i ~it,``~ "~,l } y'` 7' ' i 1M 1. .Z ,4' ` w, „ 4;~' _ _ ...,-.g_:w.- ovvv tlvv cads avv ovv aadav va • 1 ? ` t •.,,~,',Pt'eti, i a--"i ti• , w~,43/ i`'^. y.;, ?i(~n,;,' ~v.a.¢~a-a. ° v a v a a v v° v v c a v t ^~3•" . p. ~Y ~ " / h: va v d vaa vvv cve •t;;,;ri: s ' 3f" ! ~`~;y.JN"1 ~y"~~~w, l If, . ~ a 4 J~ `k.. ? "T f t f,~. ~J~ vav va ~'d a v q,R. ;ems, s d E. r~.,,.~ i ~ :J' :i`I;',. ~ ' I AS A MINIMUM TESTS WILL BE PERF 3. THE FIC - .,l ~ , ORMED ON EVERY THIRD LIFT OR EVERY 1000 CUBIC ORI EIS DESIGNED TO DRAW DOWN THE POND IN 2 5 DAYS. IF DRAW DOWN IS NOT - OF TURNBULL SIGMON DESIGN, P.A. THE REPRODUCTION OR
~1.~ ! c d a a c d r v d - ~ ~v .4f. b'v c e, ,s% ir~., ~ "`~,S l k r :i:,, + ~I~`,,.. ° ~ , ? ;;.r~~ . v s ~ ' ,..i r; aada dcva ddad ~ ad adaa ddpd . va v a • r "'s7.' ' 'r".. i , s t ,+.,.,.?/1".,;~'r ;,,~,,,:s'~!Sv.',. .rf•,, , . va vv vvv avv avv v a:. ~ L/i 1 r >~'~x, r 1 . . ~ ~ ,P::: N s 4a.s v v v v ~"v a v v v v ~ t ~ ; ~ ~ , x . ~ ~ . "r 4 ~ YARDS WHICHEVER COMES FlRST. ALSO DENSITY TEST WILL BE PERFORMED WHENEVER FlLL ACCOMPLISHED IN THAT TIME THE SYSTEM MAY BE CLOGGED. THE SOURCE OF CLOGGING = UNAUTHORIZED USE OF THE DOCUMENTS WITHOUT THE CONSENT OF '
d a av ,..rte. . r v v a a a v a ov-d c,y v a , v v o ~ r ' ~ r" l t ~ ~:.~;~.1 .f + ~ a d v v a+~ odd ~ . r '`7ti` r : ~ ~ 6 s;' ~ ~vvcvvv cv4cadva t~'.'' ,x.1.'4' 1, ~ t/i %'~~•~;,yy+- MATERIAL CHARACTERISTICS CHANGE. MUST BE FOUND AND ELIMINATED. = TURNBULL SIGMON DESIGN, P.A. IS PROHIBITED. 2004 ~ ~ ~ _
vvv ~ r t.., y `~',r B. OUTLET DEVICE 4. ALL COMPONENTS OF THE DETENTION POND SYSTEM MUST BE KEPT IN GOOD WORKING
.S ~ ~ V ~ ~ ORDER. _ ~ ~ ~ . D >n = ummers a . . . , ,,y , , 1 UTLET DE CE COMPONENTS ARE TO FABRICATED AS SHOWN ON THE PLANS. - ~
. 5. UPON COMPLETION ~ THE POND AND PROJECT DEVELOPMENT, THE SUMMERS WALK =
- ' „"ems" ~ ~ 2. CONTRACTOR TO SUBMIT DESIGNED SHOP DRAWINGS TO THE CIVIL ENGINEE=R FOR APPROVAL SUED?VISION HOMEOWNER'S ASSOCIATION WILL BE THE RESONSIBLE PARTY FOR OPERATION AND =
PRIOR TO CONSTRUCTION TO THE OUTLET DEVICE. SHOP DRAWINGS SHOULD INCLUDE MAINTENANCE. wy . ~ ' ' ~ PRECAST BOX DESIGN, TRACH RACK, GRATED COVER, ALUMINUM STEPS, AND ALL -
I. ~ ~ ~ti / ~ ~ ' : ~ ORAIN ORIFICE PIPING RE UIRED.
( h ' r,,. ,r ~ ~ . ~ WATER QUALITY Bf~SIN INFORMAl10N .
i• f d r. . i ~7 ~ I~ ~ ~ 'SEE DETAIL. 1 5 7 ;:r .
4 ~ / 0.1. r ` p•.^ . 4``. . ~ ~"v J i 4'. . : SEDIMENT . ' . '`w • . w,`• 4 . ~ i'• • ' ' ` ' 1. ALL CONCRETE SHALL CONFORM TO THE STANDARD SPECIFlCA110NS FOR READY MIXED -
• • AR A DI POSAL E ~ S • is ' w,.. T. h.. 4' ~ ti . . ~ ~ : ~ ' TE ASTM C 94. AN AIR-ENTRAINING .ADMIXTURE SH BASIN NUMBER 3 . ; . . ALL BE ADDED. THE CONCRETE . w Q - .:`'~:<<:: SHALL BE PROPORTIONED TO MEET THE FOLLOWING RE UIREMENTS: w'~"` ~ COMPRESSIVE STRENGTH: MINIMUM 3600 PSI WATER-CEMENT RAT10: 0.40 - 0.50 BASIN TYPE EDW -
~ . r' \ Y / . .'''`--~ti SLUMP: MINIMUM. 3" MAXIMU 5" - I3 IRE
r r' t • .4,; ~ '.T , M = SO ESE BOULEVARD ..;.y ~ .'--r,:.._.r:._', AIR CONTENT: MINIMUM 5%, MAXIMUM 8% DRAINAGE AREA (AC) 4.58
_ j/ r"' 3 1 r 'EMERGENCY:SPIII~N~Y" 1 'f' COARSE AGGREGATE: 1" - 1 1 2" = SUITE 150
_._«,...__m~~~.~._._._...._.;_.~__ ~ELEVaT1oN: s99:oo ~ - DESIGN IMPERVIOUS PERCENTAGE 49 - HUNTER V I L L s E, NC 28078
~..LE~GTH: 39 D. GRASSING n.~4 -
i 11D Lf OF 2~ RCP- SA A 2.03 1. GRASS ALL AREAS DISTURBED BY CONSTRUCTION PER SPECIFICATION OF EROSION CONTROL ~ _
_ DETAIL SHEET. REQUIRED SURFACE AREA (SF) 4,050 -
,.M- vw~__ • _ PLANTING
• • .u _ , u PERMANENT POOL SURFACE AREA (SF) 4,956
w - _ _ ~ - _ T--_ _ - 1. WETLAND PLANTINGS SHALL BE ADDED AS REQUIRED BY STORMWATER BEST MANAGEtr1ENT PRACTICES. PLANTING SHALL BE BASED ON AVAILIBILITY OF PLANTS LIS I TA PERMANENT POOL VOLUME CF 6,592
_ _ TED N BLE 2.2. ( ) -
- _ ~ ""t r. e. ~ ~ ~ • _ ~ ^ TEMPORARY POOL VOLUME (CF) 8,163
e `
_ _ I ~ y ~ ~ ~n ~ ~~1 „4 ~ _ . ~
°g- - -
~;~i, -
r • w, w ~ I,... V \ _
f' ~ ~ i~ ` / 4 i f~ \ _
/ ~ 1 } r' ` 1
EXTENDED DETENTION WE7UWD) SCAL SCALE:1 "•20'
WATER QI~ALITY LEGEND/PLANTING. -
SYMBOL DESCRIPTION =

i ~ ~~k ~ RIP RAP APRON, SPILLWAY =
5"X5"X3 8" ~ \ / / \ STAINLESS STEEL ~ .o~ _
ANGLE ~
~ \ 6 FT. T`s!w;~A`~~'~ f ; ~N ~ SUBMERGED AND PLANTED LITTORAL SHELF -
/ 0.5 FT. 5,0 0.5 FT. 0"-9" LOW MARSH AREA
1 ~
/ ~ ~ 18 ALI ' 18 ALUMINUM .~,~~C~.9Cx SUBMERGED AND PIANTEO LITTORAL SHELF r~~~n~~~~~~ - ACCESS STEPS "u~""~"°"°~ 9"-18" HIGH MARSH AREA ~4~o~~r~ ~~a ~ -
/ 1 2-1 2" EDGE . , ~ • ~svuavnv:..: rv - s":
/ 1 / Y ~ ~ • TYPICAL _ " . 2.5 " - ,
TRASH RACK ~ • " ' / \ / ~ , •15.5 5.5 , 18 -38 MICROPOOL OR FOREBAY AREA -
/ HINGE(S) • / ~ ~ , - t
/ ~ ~ `;~~t0''`'`' GRAVEL MAINTENANCE ,`t 1 ~ 1, 0 -
~ ~ 1 ~ _ 6 DIAM. " ; , U11ET STORM D~NAGE DESIGN DATA = 24" "•"v,°~'~,~~~~'' ACCESS DRIVE
~ 7 • INLET ORIFlCE 24 \ 1 UPSTREAM OWNSTREAM UPSTREAM DOWNSTREAM LENGTH SIZE SLOPE TRUCTURE STRUCTURE INV. INV.
6" STAINLESS STEEL / ~ • ~ ~ ~ / HINGE ~ ANCHOR BOLT. EPOXY _ _ . _ _ _ - _ . • REFER TO PLANTING LEGEND FOR REQUIRED PLANTING IN VARIOUS ZONE DEPTHS 78 CMP 692.80 677.01 110 24 14.4
~ IN PLACE . ~ • _ , . ; 1 /8 STEEL \ G " ANGLE PLATE \ " - _ (1) ALL PIPE TO BE CLASS III RCP, UNLESS NOTED OTHERWISE.
1X1 ALUMINUM GRATING AND ~ ~ 6 DIAMETER ~ 15:5 5:5"~, 2.5"
HATCH TO BE DESIGNED AND ~ , BASIN DRAIN : , • . „ PLANT SCHEDULE. 6"
CERTIFIED BY MANUFACTURER. I ' 6 " \ " CONTRACTOR TO SUBMIT 2 GRATE ~ 6 GATE VALVE . ZONE LOCATION BOTANICAL NAME COMMON NAME SIZE SPACING AREA QUANTITY
SHOP DRAWINGS TO ENGINEER " • • W/ WHEEL TURN • . • ' • ,xl. ` ` LOW MARSH juncus effesus SOFT RUSH PEAT POT 4 FT. OC 436 SF 38
FOR APPROVAL PRIOR TO 6 STAINLESS STEEL / EXTENDED TO TOP F I A BOLT. EPOXY OF STRUCTURE ABR C T10N IN PLACE ~ • ~
~ i ` , LOW MARSH sclrpus wlidus SOFT STEM BULRUSH PLUGS 4 FT. OC 436 SF 38
v~ ~ ~X. - .1 Y,>~'~; _
.A LOW MARSH ponfederia cordato PICKERELWEED PEAT POT 3 FT. OC 436 SF 64 = r`°, -
';?'nf> OW
L MARSH peltandra wrgrnrca ARROW ARUM BARE ROOT 2 FT. OC 436 SF 145
STAINLESS STEEL HIGH MARSH Juncus effesus SOFT RUSH PEAT POT 4 FT. OC 407 SF 26 - 'p~OV UV ryv -
ANGLE CLIPS ummers a rv r•;s•~
TYPICAL n~~~;~v - HIGH MARSH scirpus ?rolldus SOFT STEM BULRUSH PLUGS 4 FT. OC 407 SF 26 - 'AP2 oF'6'4 _
` HIGH MARSH onfederia cordata PICKERELWEED = >a~=y. P PEAT POT 3 FT. OC 407 SF 45 = aSe ase v.~r,
~
° HIGH MARSH peltondra vlrginica ARROW ARUM BARE ROOT 2 FT. OC 407 SF 102 = S"JVVUVV -
I `~I I ul I MIUKWUUL Iris psuedocorus YELLOW FLAG IRIS PEAT POT 8 FT. OC 1,180 SF 38 FOREBAY =
6.0" DIAMETER ALUMINUM OR DIP
WALL SLEEVE, BEND do SPOOL TOP OF DAM ELEV. 700.00$` 1. CONTRACTOR TO ENSURE THAT ENSURE THAT OUTLET BOX IS SET HARDWARE CLOTH A
LEVEL AND FLUSH WITH SURFAC iH WITH SURFACE OF BASE FOOTING CROSS ALL OUTLET OPENINGS. REFER TO DETAIL 'A' FOR = D EW E E S E TOWNSHIP
GRATED COVER EMERGENCY SPILLWAY ELEVATION: 699.00 SECOND BATCH OF CONCRETE. FORM BEARING PRIOR TO PLACING ADDITIONAL INFORMATION. CONTRACTOR TIE WIRE EBAR TO CONCRETE CLOTH TO REBAR. OF CONCRETE. GROUT IF TO REMOVE HARDWARE CLOTH, RIPRAP ATTACH RBAR TO CONCRETE RISERS USING = DAVIDSON, NC
0 =u TO PROVIDE UNIFORM BEARING ! SEE DTL X3/5.7 50 YEAR STORM EVENT HIGH WATER ELEV. 698.21 .L ORIFICE AND PIPE OPENINGS INTO AND WASHED STONE AFTER SITE HAS ° 1/4 WEDGE ANCHORS. USE WS-1422 ANCHORS
=1 I NECESSARY. ALL ORIFICE AND THE OUTLET STRUCTURE SHALL IUCTURE SHALL BE SEALED LEAK BEEN STABILIZED. COORDINATE WITH BY REDHEAD OR EQUIVALENT JKSEAL" MECHANICAL SEALS FOR
1 1=71 =1 I 1=1 I I=-j I I TIGHT. USE "LINKSEAL" MECHAI TOP OF STRUCTURE ALUMINUM STEPS - ALL PIPES 24" AND SMALLER. 4ND SMALLER. CEPM LOCAL INSPECTOR.
TEMPORARY POOL ELEVATION: 697.46 12 O.C., TYPICAL p~. ELEV. 697.50 --III--- f Water ° Quality Plans
2. REFER TO DTL /5.7 FOR ERIC MEASURES ASSOCIATED WITH TH PERMANENT POOL ELEVATION: 696.00 { p F5/5.7 FOR EROSION CONTROL ICIATED WITH THE OUTLET
STRUCTURE DEVICE. Details 'CE. #5 WASHED STONE
1 FT. MIN. F2/5.7 FOR OUTLET STRUCTURE
3. REFER TO DTL. #2/5.7 FOR OUl TRASH RACK AND ' o ANCHOR DEVICES.
` 1.2" ORIFICE PLATE & ALUMINUM STEPS - - CLASS I RIPRAP
00 111 . . TURNING ROD GUIDERAIL j - 4. REFER TO DTL. #3/5.7 FOR OUl 12 O.C., TYPICAL I - ° I I (MATE DETAIL AND INFORMATION F3/5.7 FOR OUTLET STRUCTURE `,4,;; ;,•r';"• - ND INFORMATION. 2"X4" CLEAN OUT STAKE X.
SUPPORTS AS NECESSARY _ o I i I -I I -s PRECAST 5' X 5' VAULT On DIAM. GATE VALVE ~I II I I I. CLEAN OUT BASIN WHEN "x` 'a•` 'k - °
DIMENSIONS ARE TO INSIDE TO DRAIN POND, TURN --CONCRETE ANTI-SEEP' COLLAR 5. REFER TO DTL. #4/5.7 FOR OUl TURNING F4/5.7 FOR OUTLET STRUCTURE SEDIMENT REACHES TOP = PROJECT NUMBER' 03-168 OF STAKE. REFER TO
CONTRACTOR TO SUBMIT ROD TO BE EXTENDED TO -CONCRETE ANTI-SEEP:COLLAR PLAN VIEW. I-- - EROSION CONTROL PLAN o 0
SEALED SHOP DRAWINGS TOP OF STRUCTURE WITH - - FOR APPROVAL PRIOR HANDWHEEL FOR OPERAT1ON o - - FOR SEDIMENT STORAGE DRAWN BY: BDS I
' - _ TO CONSTRUCTION ~i 6" DIP POND DRAIN - - - - - - - - - - I _ ELEVATION. DESIGNED BY: BDS
a 1 I ' 11 WITH TRASH RACK 1 - - SOUD FILL #4 REBAR
II o i I i ~ GROUT/CONCRETE 110 LF OF 24" I I RCP ISSUE DATE: 07.29.04 1" X 1" _
INV OUT-.1 1 014.4% BOTTOM OF POND: 693.00 692.801 1 - • • t• ' WIRE MESH -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
A
#5 REINFO" " ull•I" - 11' 111 BARS ®1 2 - ;e-.: _ _ i
-SECOND CONCRETE PLACEMENT TO. ®
1 ` t e' ` I- 1 -OCCUR AFTER STRI1C1l1RE IS 1 -I C - _ ! r ~71'-I ~41 HARDWARE CLOTH ACROSS ALL OUTLET
OPENINGS. REFER TO DETAIL 'A' FOR ` ADDITIONAL INFORMATIONL , CONTRACTOR ' - • • -P=-a-• a ~ - - -
I MI I =1 ANCHORED IN PLACE l s } k -i i -1 I -1 I I-. =i I EE ANCHOR DTL. #2/5.7 -III-s E - _ o t t_. _I I I THIS SHEET CUT-OFF TRENCH TO REMOVE HARDWARE CLOTH, RIPRAP . • • = 5 8.5.05 REVISED WATER QUALITY BASIN INFO
AND WASHED STONE AFTER SITE HAS y , ' ! ! s o = 4 5.12.05 REVISED WATER QUALITY BASIN INFO
EXCHANGE AND BACKFILL W/ COMPACTED SOIL BEEN STABILIZED. COORDINATE WITH CEPM LOCAL INSPECTOR. 3 5.16.05 MECK. CO. & DAVIDSON COMMENTS _ ....._____.,.._..._.v...______....,.~_u.__.u...~ti~w....._..,...._..~...___.____.______...
2 3.31.05 MECK. CO. & DAVIDSON COMMENTS
1 12 13.04 MECK CO. & DAVIDSON COMMENTS
NO. DATE: BY: REVISIONS:
OUTLET .I URE AND DAM SECTION TEMPORARY OUTLET STRUCTURE EROSION CONTROL MEASURES
5*7

Turnbull Si on Desi = gm
_ , = TOOL Morehead S uare Dr. = q
\ ~ f \ ~ Suite 0 - 53
~ ~ _ ~ r \ IN N TR SPECIFICATIONS: OPERATION AND MAINTENANCE PIAN: _ • 1x/ATER QUALRY BAS COS UCTION - t.. _ Charlotte NC 2820
> I A. EARTHWORK A. INSPECT MONTHLY. OR AFTER EVERY RUNOFF-PRODUCING RAINFALL EVENT. WHICHEVER = ~ ~ ~ ` Phone: ']04.529.6500
. w • , r- ^ ~ 1 COMES FIRST = Fax: 704,522,0882 1. THE FOUNDATION AREA SHALL BE CLEARED OF TREES, LOGS, STUMPS, ROOTS, BOULDERS, 1. REMOVE DEBRIS FROM THE TRASH RACK.
~ ~ 1 ` i SOD AND UNSUITABLE SOIL. IF NEEDED TO ESTABLISH VEGETATION, THE TOPSOIL SHALL BE
i ( t 4 , ~ ~ t i4 J' I STOCKPILED AND SPREAD ON THE COMPLETED DAM ANO SPILLWAYS. THE FOUNDATION AREA 2. CHECK AND CLEAR THE ORIFCE OF ANY OBSTRUCTIONS. IF A PUMP IS USED AS A DRAW ~ SHALL BE THOROUGHLY SCARIFIED BEFORE PLACEMENT OF THE FILL MATERIAL. DOWN MECHANISM, CHECK FOR PUMP OPERATION.
1 t, ` t ~ ~ ~ LAND DEVELOPMENT DESIGN SERVICES
Y ~E t ~ ~ 2. EXISTING STREAM CHANNELS IN THE FOUNDATION AREA SHALL BE SLOPED NO STEEPER 3. CHECK THE POND SIDE SLOPES, REMOVE TRASH, REPAIR ERODED AREAS BEFORE THE NEXT
. ` _ ` ~ ~ THAN A RATIO OF ONE HORIZONTAL TO ONE VERTICAL THEY SHALL BE DEPEENED AND RAINFALL EVENT. ~ i ~ ARY TO REMOVE ALL STONES GRAVE SAND STUMPS ROOTS AND NflDENED AS NECESS L, _
~ ~ t / e t FI TER CHECK THE FlL R FOR SEDIMENT r,...~ OTHER OBJECTIONABLE MATERIAL AND TO ACCOMMODATE COMPACTION EWIPMENT. 4. IF THE POND IS OPERATED WITH A VEGETATED L TE
1 l , d~ FOUNDATION AREAS SHALL BE KEPT FREE OF STANDING WATER WHEN FlLL IS PLACED ON ACCUMULATION, EROSION AND PROPER ORIENTATION OF THE FLOW SPREADER MECHANISM. ww~: TH M. THE BORROW AREAS SHALL BE CLEARED OF STUMPS ROOTS AND UNSUITABLE SQL. REPAIR AS NECESSARY. = ++++++unmu ~
1 ~f 1 ! ~ ~ 1 i, ~ i , ; i . THE WATER QUALITY BASIN SHALL BE CLEARED AND ALL STUMPS REMOVED, _ , B. QUARTERLY =
i ~ - t s ~ ~ e
~ ^t ` ; e ~ ~ ~ ~ r ~ ! . ~ ~ ~ l ~ SOI EN NEER WILL TAKE REPRESENTATIVE H BASIN PIPING GRASSED SWALES FOR = ~ ~ e 3. BEFORE FILLING OPERATIONS BEGIN, THE LS GI 1. INSPECT THE COLLECTION SYSTEM (IE: CATC S, ) _ ~ 0 $ SAMPLES OF EACH PROPOSED FILL MATERIAL AND TEST THEM TO DETERMINE THE PROPER FUNCTIONING. CLEAR ACCUMULATED TRASH FROM BASIN GRATES, BASIN BOTTOMS, - e ~ y o
^ a S AND CHECK PIPING FOR OBSTRUCTIONS. = : Q, r i COMPACTION AND CLASSIFICATION CHARACTERISTICS (PROCTOR TEST). ONLY THOSE MATERIAL = e E _
~ AS APPROVED BY THE SOILS ENGINEER WILL BE USED AS F1LL ON THE DAM. GENERALLY SM = g 8 4 t
~ - OR SC CLASSIFCATION SOILS WILL BE ACCEPTABLE. COMPACTED EARTH FILLS SHALL BE 2. CHECK POND INLET PIPES FOR UNDERCUTTING, REPLACE RIPRAP, AND REPAIR BROKEN - CONSTRUCTED TO THE ELEVATIONS LINES, GRADES AND CROSS SECTIONS INDICATED ON THE PIPES. _ •
~ i i` _ - r PLANS. - /~~'9 •.....e•°
,l ~ K _ ' ~ 3. RESEED GRASSED SWALES, INCLUDING THE VEGETATED FILTER IF APPLICABLE. TWICE A - i,, N 4. AFTER STRIPPING OF FOUNDATIONS AND REMOVAL OF WEAK OR UNSUITABLE MATERIALS YEAR AS NECESSARY. REPAIR ERODED AREAS IMMEDIATELY. _ gnunm+~+q+
t HAS BEEN COMPLETED, AND BEFORE START OF MATERIAL PLACEMENT, COMPACTED EARTH
~ ~ a E i t t, ' ` _ _ r. SHALL BE USED TO FlLL ALL STUMP HOLES, MINOR EXCAVATIONS AND DEPRESSIONS FOR C. EVERY SIX MONTHS = Nwunnir quu+llnuu
~ _ - , - ~ ~ CQNCRETE APRON ~ & - ` -C _ ^ ~ ~ ~ ~ ` i2' ACCES DRIVE' ' - - - - - L i , _ _ _ CAVITIES INSIDE THE EARTH FlLL LIMITS. 1. REMOVE ACCUMULATED SEDIMENT FROM THE BOTTOM OF THE OUTLET STRUCTURE. ~~~~~iq ~~~~~i,, - CARD ~R
a/~ - _ sees ej•e \ ! \ " e°e ees ~ /I 5. FILL SHALL BE PLACED IN HORIZONTAL LAYERS OF NOT MORE THAN (9") LOOSE DEPTH. 2. CHECK THE POND DEPTH AT VARIOUS POINTS IN THE POND. IF DEPTH IS REDUCED TO 75% _ e°°~NGI •e / 0 y
c ~ OF ORIGINAL DESIGN DEPTH, .SEDIMENT WILL BE REMOVED TO AT LEAST ORIGINAL DESIGN = ~ 0 : 's ; :9 's AS SOON AS FEASIBLE AFTER STARTING CONSTRUCTION OF A FILL. THE CENTRAL PORTION = ~ ° ~'P~ ° , THEROF SHALL BE BUILT AND MAINTAINED SLIGHTLY HIGHER THAN THE SIDES TO ALLOW FREE DEPTH. _ ~ t~ tis~ s
. ~ . - DRAINAGE TO THE SIDE SLOPES. = :~-223J~8 : -I s C-157 8 '
~ - _ . w, . ~ ~ t ~ ~ D. GENERAL = _ . z _ e ; a _ _ ;ae~ ~tC~ a
~ ~ t, i ~ ~ y O POOL A110N:70 6. EACH LAYER OF FILL SHALL BE COMPACTED BY ROWNG WITH COMPACTION EQUIPMENT 1. MOW THE SIDE SLOPES, NOT INCLUDING NORMALLY SUBMERGED VEGETATED SHELF, ~ G ~ ; ? se Q WHICH IS BEST SUITED FOR THE TYPES OF SOIL ENCOUNTERED. FlLL ADJACENT TO PIPE ACCORDING TO THE SEASON. MAXIMUM GRASS HEIGHT MALL BE 6 . - 'b °e ~ ~ .
_ /~/I v •00•roeeeoe°~ Q ` ee00Meseeeoe° \G CONDUIT AND ANTISEEP COLLARS SHALL BE COMPACTED BY HAND: EACH LAYER OF FILL = /~i, G< 0~ ~o` '/i ~~S ~
~ ' _ NV. OUT: 702.00 TOP ~ eti q0 °n ti ~ y` \ "r~..'"'.,~r. °~~''r' CLASS ;B'""~ ° ° n q a q~aq P OR 2. CATTAILS, AND OTHER INDIGENOUS WETLAND PLANTS, ARE ENCOURAGED ALONG THE POND ~ip~ ~/S I GM ~i,,~ iGINpp10 SHALL BE COMPACTED TO NOT LESS THAN 9596 MAXIMUM DRY DENSITY (STANDARD ROCT ) - ~an~ ~qu+~ ~~~pp +p++~~
AT OPTIMUM MOISTURE CONTENT. WETTING OR DRYING OF THE MATERIAL AND MANIPULATION PERIMETER. HOWEVER, THEY MUST BE REMOVED WHEN THEY COVER THE ENTIRE SURFACE = nano iuuun TO SECURE UNIFORM MOISTURE CONTENT THROUGHOUT EACH LAYER SHALL BE REQUIRED. AREA OF THE POND.
~ ~ ~ t `~s^`..''"' ,/,rs`' ..r . ' ,r., Wean°n°c°n °ggaqaq°. ~~.r r'r ~ " r s ' ..r'.f r K- r f r,, k ~ ~i~~......_._...,.~ .._...,..w. ~ f.`/ a®q #aq'~°an9nq°~°env~e~~~~°ravc:ga"°Qreep4q&e~°~,~SEE DETAIL .~5 °n . ITY TESTS WILL BE PERFORMED AT A FRE UENCY AS SPECIFIEp BY THE SOILS ENGINEER. = THE DRAWINGS AND THE DESIGN SHOWN THEREON ARE INSTRUMENTS DENS Q -
_.._u.._,.~~.A~ ~ ~ ti ~ ij - ~ n nvaa' 9.9ge aaxs°y.q,°~tt-s~ Y q°rvngn° nq°Qnq ~ ~ ~ ~„r' ~ F r'`~ ~ ~~~°mnv~~bq°~v °'°4' k a°°angq°°q ~t i y ,..~r~ ,r ° n ea ~Ga vn ~4° a e a q n ° qq ° AS A MINIMUM TESTS WILL BE PERFORMED ON EVERY THIRD LIFT OR EVERY 1000 CUBIC 3. THE ORIFICE IS DESIGNED TO DRAW DOWN THE POND IN 2-5 DAYS. IF DRAW DOWN IS NOT = OF TURNBULL SIGMON DESIGN, P.A. THE REPRODUCTION OR . ~ - YARDS WHICHEVER COMES FIRST. ALSO DENSITY TEST WILL 8E PERFORMED WHENEVER FILL ACCOMPLISHED IN THAT TIME, THE SYSTEM MAY BE CLOGGED. THE SOURCE OF CLOGGING _ UNAUTHORIZED USE OF THE DOCUMENTS WITHOUT THE CONSENT OF
A ARACTERISTICS CHANGE. MUST BE FOUND AND ELIMINATED. TuRNBULLSIGMON DESIGN, P.A. IS PROHIBITED. 2004© MATERI L CH -
ti _ r ~ z 1 f V Y~.~V . _ z ~ -
4 ^ J1 ° __.r__ _ _ ~ \ ~ i .t mot. ~._..u :..fix a t ~ ._M ~ ~ B. OUTLET DEVICE 4. ALL COMPONENTS OF THE DETENTION POND SYSTEM MUST BE KEPT IN GOOD WORKING ~ ORDER. 4, -
w , ~ V ~EDIM~~T f ~ ~ , f ` 3" ~ i~ } . - b ~ DISPOSAL EA . < ~ , - - ummers a , . } • ,~~t, ,-;:A , 1. OUTLET DEVICE COMPONENTS ARE TO FABRICATED AS SHOWN ON THE PLANS.
W., 5. UPON COMPLETION OF THE POND AND PROJECT DEVELOPMENT, THE SUMMERS WALK - , ' ° ~ ~ 2. CONTRACTOR TO SUBMIT DESIGNED SHOP DRAWINGS TO THE CIVIL ENGINEER FOR APPROVAL SUBDIVISION HOMEOWNER S ASSOCIATION MALL BE THE RESONSIBLE PARTY FOR OPERATION AND -
y _ , r f ` ,31 Lf` OF 30. RC ~ ~ ~ ~ : 3 ~ PRIOR TO CONSTRUCTION TO THE OUTLET DEVICE. SHOP DRAWINGS SHOULD INCLUDE MAINTENANCE. ~..1 , _ x . a, _
++..JJ,, f +.,t i PRECAST BOX DESIGN, TRACH RACK, GRATED COVER, ALUMINUM STEPS, AND ALL -
..4 ~ ~ M1l v.~w. ,.....".M. ' ' ~ , . ~ DRAIN ORIFICE PIPING REQUIRED. _ i. ~
w ~ \ • ?F",~< ~1 a ,y,,,~r,~~t' ~ r . /5 1, S e~'r (.•~t / .«1..e'a~' , ~`".Xw..,;y.. ~ • •"rr~'iJ~'` . ~ :°x'1,?' , t .rl~" ~~ir~ u~~ P, ~ .,tic 1 `s` } ' Erh'., a''r " r fir' ~ ~ -s,, ~ } ~ r •1. 1 ~ ,~;~.~.'~-~~-~~-:-~~-:_-w:~~~ WATER QUAIJTY BP~SIN INFORMATION ~ C. CONCRETE -
r t f i~ t ( n 1 ~ 1*..4F' ~ 9 i ?v~i of „A r i ~ d~,, t.' i`7•' 1.. , `-t 71; ~ i ~b„p, s~.-. i h'. % 1 'Y"~ '2'`~ t ~ " r r ~4i d r.M, i - J~. itll
°'`u• J' ~ 7~ 4 ` ff.~_ 1 ~ t t ~ 4 . , ~K ~y r . ~k~ijERGENCY`"SPILLWA~Y ~ , ~E ~ r ~ , : ~ : 1. ALL CONCRETE SHALL CONFORM TO THE STANDARD SPECIF1CAT10NS FOR READY MIXED = ~ CONCRETE, ASTM G 94. AN AIR-ENTRAINING ADMIXTURE SHALL BE ADDED. THE CONCRETE BASIN NUMBER 4
` . ~ ~r t . .,1"`~ ~ , , r",XX,~~ ; r ~°ELEVATION: ?O~.DO ~ .~..w. ` ""ti s , . r~"~{-; ~5"~ 4 f , 1 ti'"^ ~.x ~ ` ~ S ~,1 , `,fir ~ ~ ~ , ~ r_ SHALL BE PROPORTIONED TO MEET THE FOLLOWING REQUIREMENTS:
/ ^ it ~ t COMPRESSIVE STRENGTH: MINIMUM 3800 PSI WATER-CEMENT RAT10: 0.40 - 0.50 BASIN TYPE EDW - " " - 13801 REESE BOULEVARD SLUMP: MINIMUM 3 , MAXIMUM 5 =
'r ` , t„ ~ t i , r s' ..~w ^4 rte'/ ; i{ ~1~~ ~ ~.r AIR CONTENT: MINIMUM 5 MAXIMUM 8% DRAINAGE AREA (AC) 2.60 ~ - SUITE 15~
j 9'^ , r ~ , , , ~ ~ . ~~f~A1SWALL. ^ v / ^ ti \ ~ ~ ~ ~ ;'~;i,~.. ~ ; ~ ~.,q,~. ~ t i r ~ .:FEES f~ATS.WALL COARSE AGGREGATE: 1" - 1 1 2" ~ - aFES~4 DESIGN IMPERVIOUS PERCENTAGE (;n 44 - H U N T E RSV I LL E, N C 2 80 7 8
t . a ~.Jz:. , 1 ~ ~ tee,' 't, t ,r.. ~``m- ° x.. t,-~ r . ~ ~ E ~~.~:.1 f ~ r ~'~,~`J4 . , INV: OUT: 6 'c _ INV:'OUT: 698.70`:--~;;.~;.~_;.;.>.~:
/ i s r ..3 '?~c 4 . ~-;FLUNG P OL: p. GRASSING . E.. -Q.. SA/DA 1.86 =
c \ ~ x' , r "mot ~ _ . ~.:.CU4SS,' n . APR~I 1. GRASS ALL AREAS DISTURBED BY CONSTRUCTION PER SPECIFICATION OF EROSION CONTROL
/ ~ / r .i, •f ~ - 7 ~.4 J[ ~Y l . . DETAIL SHEET. RE UIRED SURFACE AREA SF 2,107 Q O
. _ p r ` ' _ - r.` s 5r . r r . . - . E~PJ.ANTING PERMANENT POOL SURFACE AREA (SF) 3,763 -
, ....x. .,y . " 7 1. WETLAND PLANTINGS SHALL BE ADDED AS REQUIRED BY STORMWATER B1:ST MANAGEMENT
. PRACTICES. PLANTING SHALL BE BASED ON AVAILIBILITY OF PLANTS LISTED IN TABLE 2.2. PERMANENT POOL VOLUME (Cf7 5,067
TEMPORARY POOL VOLUME (CF) 4,209
' fi1~ T..
j.r..
9
\ J'.
M..._.,....~. - - i ,.w _
r ~ _ ~ "
\ ~ ' ! _ f = r -
. G~ a r -
SCAT EXTENDED DETENTION V~IEl1AND) L • ~ 1 SCALE.1.20
N WATER QUALITY LEGEND/f'LAN11 G -
SYMBOL DESCRIPTION

i x~ ~ RIP RAP APRON, SPILLWAY
5"X5"X3/8" ~ ~ STAINLESS STEEL ~
ANGLE ~ `~;?,r,y
6 FT. ' ; `r'1~ "~4 ;f~- SUBMERGED AND PLANTED LITTORAL SHELF = 0 -9 LOW MARSH AREA ~ t -
~ 1 0.5 FT. 0.5 FT. / I 5.0 FT.
/ ~ .a.. a~ ~ r " / I I • ~ ~ 18 AI " t c w vac c - ' 18 ALUMINUM ~ tr•~t~~~~ SUBMERGED AND PLANTED LITTORAL SHELF =
/ ~ ACCESS STEPS , 9"-18" HIGH MARSH AREA ,~~~~~~a,,~~~
2-1 2" EDGE .••r:.. • • . 6"'
ICAL 1 TYP iRASH RACK 3" 12" 18"-36" MICROPOOL OR FOREBAY AREA
.t ry •l2" / \ / ~ ~ / HINGES} - - -
o t - / \ ~ m - 1,~
~ ~ ~ e \ / ~ • ~ " ~ 't `t ~ l.'a'\ ~.t = ~ ~ ~ A , GRAVEL MAINTENANCE ORM DRAINAGE DESIGN DATA = OUTLET ST =
6 ~ 6 DIAM. ~ ~1 ~~i i ~ ' - • • INLET ORIFlCE " ` y~~~~~~', ACCESS DRIVE _ ~ E'' , ~ ~ ~ ` UPSTREAM OWNSTREAM UPSTREAM DOWNSTREAM LENGTH SIZE SLOP
UCTURE STRUCTURE INV. INV. * WQ FE 696.80 698.70 31 30 0.32;
~ ~ 6" STAINLESS STEEL J ~ ~ ~ HINGE. ~ ANCHOR BOLT. EPOXY _ _ _ _ _ _ . . _ ~ ()REFER TO PLANTING LEGEND FOR REQUIRED PLANTING IN VARIOUS ZONE DEPTHS
1 /8" STEEL \ ~ iN PLACE • A GLE PLATE (1) ALL PIPE TO BE CLASS III RCP, UNLESS NOTED OTHERMASE.
~ 1 Xt ALUMINUM GRATING AND ~ ' 6 DIAMETER 12•" " , 3 PIANT SCHEDULE.
HATCH TO BE DESIGNED AND ~ BASIN DRAIN , •y : , . CERTiFlED BY MANUFACTURER. \ ~ ` • • ~ ~ 6 6"
CONTRACTOR TO SUBMIT 2" GRATE f 6" GATE VALVE ~ ~ • . ZONE LOCATION BOTANICAL NAME COMMON NAME SIZE SPACING AREA QUANTITY
SHOP DRAWINGS TO ENGINEER W/ WHEEL TURN ~ ~ - , ~ . FOR APPROVAL PRIOR TO 6 STAINLESS STEEL / EXTENDr=D TO TOP LOW MARSH ~uncus etfesus SOFT RUSH PEAT F07 4 FT. OC 327 SF 21
ANCHOR BOLT. EPOXY ~ OF STRUCTURE FABRICATION IN PLACE ~ ~ . ~
LOW MARSH sci us vaiidus SOFT STEM BULRUSH PLUGS 4 FT. OC 327 SF 21 / rP -
is cordoto PICKERELWEED PEAT POT 3 FT. OC 327 SF 36 LOW MARSH ponteder = Y~~r -
',5 3, LOW MARSH peltandro virginica ARROW ARUM BARE R00T 2 FT. OC 327 SF 82 = ~,y, r
_
STAINLESS STEEL ~ r- P,,~a~x., HIGH MARSH juncos effesus SOFT RUSH PEAT POT 4 FT. OC 327 SF 21 = ummers a
ANGLE CLIPS
TYPICAL Y ,,'F;;'~`~'%` HIGH MARSH scirpus ?roiidus SOFT STEM BULRUSH PLUGS 4 FT. OC 327 SF 2t -
~,-~r;:r - ass ass
' ` ` " HIGH MARSH pontederio cordata PICKERELWEED PEAT POT 3 FT. OC 327 SF 36 - ti ~;f : v
~~.'''~P`'~° eltandra vir inico ARROW ARUM BARE ROOT FT. OC 327 SF 82 = ':`;,K.`K,", HIGH MARSH p 9 2
~i rri r-r r"rni ~~-ri ~nr n~ i~~ inn n r"'nATIA i~ ncre~~ x'11 ITI LT tTDI Ir'TI IDC DI AAI
UU I LC 1 J 1 KUI.I UKr_ Y-4k r1UR L UKni IIVV VC INL J UU I LC 1 .311vtu%.1 URG f Vl1v
MICROPOOL iris suedocorus YELLOW FLAG IRIS PEAT POT 8 FT. OC 787 SF 25 FOREBAY P =
6.0" DIAMETER ALUMINUM OR DIP NOTES:
WALL SLEEVE, BEND & SPOOL TOP OF DAM ELEV: 705.00 t. CONTRACTOR TO ENSURE THAT D ENSURE THAT OUTLET BOX IS SET HARDWARE CLOTH ACROSS ALL OUTLET
LEVEL AND FLUSH WITH SURFA { ---I 41 TO PROVIDE UNIFORM BEARING )SH WITH SURFACE OF BASE FOOTING OPENINGS. REFER TO DETAIL 'A' FOR = DEWEESE TOWNSHIP 41FORM BEARING PRIOR TO PLACING ADDITIONAL INFORMATION. CONTRACTOR TIE WIRE MESH/HARDWARE CLOTH TO REBAR.
EMERGENCY SPILLWAY ELEVATION: 704.00 { ---a GRATED COVER SECOND BATCH OF CONCRETE. = I OF CONCRETE. GROUT IF TO REMOVE HARDWARE CLOTH, RIPRAP ATTACH REBAR TO CONCRETE RISERS USING D"IDSON, NC -
SEE DTL. #3/5.8 50 YEAR STORM E%CNT HIGH WATER ELEV. 703.43 NECESSARY. ALL ORIFICE ANE THE OUTLET STRUCTURE SHALT 4LL ORIFICE AND PIPE OPENINGS INTO o 1/4" WEDGE ANCHORS. USE WS-1422 ANCHORS - TRUCTURE SHALL BE SEALED LEAK AND WASHED STONE AFTER SITE HAS BY REDHEAD OR EQUIVALENT
I TIGHT. USE "UNKSEAL" MECH, INK ECHANICAL S ALS FOR BEEN STABILIZED. COORDINATE WITH SEAL M E CEPM LOCAL INSPECTOR. -
ALUMINUM STEPS I- ALL PIPES 24" AND SMALLER. TOP OF STRUCTURE TEMPORARY POOL ELEVATION: 702.97 12" O.C. TYPICAL° Water Quali Plans AND SMALLER. _ o _
ELEV. 703.00 I t-- €----i - - i . E---! 2. REFER TO DTL. X5/5.8 FOR EF 5.8 FOR EROSION CONTROL
I- I PERMANENT POOL ELEVATION: 702.00 MEASURES ASSOCIATED WITH 1 1 ioaATED WITH THE OUTLET = Details
STRUCTURE DEVICE. VICE. WASHED STONE
1 FT. MIN. ° 3. REFER TO DTI_ #2/5.8 FOR Ol o X2/5.8 FOR OUTLET STRUCTURE ' _
TRASH RACK AND -°--i - Ml I lEd I IEI I ANCHOR DEVICES. ES. CLASS I RIPRAP 2•.:
0.9 ORIFICE PLATE - I - ALUMINUM STEPS - ; 4. REFER TO DTL. #3/5.8 FOR 01 #3/5.8 FOR OUTLET STRUCTURE
12 D.C., TYPICAL TURNING ROD GUIDERAIL GRATE DETAIL AND INFORMATI( SUPPORTS AS NECESSARY AND INFORMATION. 2X4 CLEAN OUT STAKE _
I - 111-111-111- ~77 1=1 I--- _ _ 5. REFER TO DTL. /5.8 FOR 01 PRECAST 5 X 5 VAULT 6" DIAM. GATE VALVE CONCRETE ANTI-SEEP COLLAR CLEAN OUT BASIN WHEN PROJECT NUMBER: 03-168 X4/5.8 FOR OUTLET STRUCTURE SEDIMENT REACHES TOP
DIMENSIONS I ARE TO INSIDE TO DRAIN POND, TURNING -CONCRETE ANTI-SEEP COLLAR PLAN MEW o ~ OF STAKE. REFER TO
CONTRACTOR TO SUBMIT ROD TO BE EXTENDED TO o I -III--III-III-I I I EROSION CONTROL PLAN o I DRAWN BY. BDS FOR SEDIMENT STORAGE
SEALED SHOP DRAWINGS TOP OF STRUCTURE WITH i I-- I FOR APPROVAL PRIOR . HANDWHEEL FOR OPERATION ELEVATION. DESIGNED BY: BDS
Ll I i TO CONSTRUCTION " i- '-'----'--------------L~11_ 6 DIP POND DRAIN ° - #4 REBAR =
SOLID FILL WITH TRASH RACK t i ISSUE DATE. 07.29.04 1"X1" s
T II o i 31 LF OF 30" RCP GROU /CONCRETE w° INV OUT:' i 00.32% ~ ~ I i WIRE MESH
"BOTTOM OF POND 699.00 698.80 - - _ r '4 1
4'. - - - - - - - - - - _ II L
_ Q A • ICI - • A d. ' 'I I M I I ~......Em ~71,1 I 1 'A' µ I --s
5 REINFO d`1 i___. L.
BARS ®1 2 - -4--e T - _SECOND CONCRETE PLACEMENT TO.- Til _.OCCUB AFTER STRUCTURE IS
ANCHORED IN PLACE -~(I HARDWARE CLOTH ACROSS ALL OUTLET OPENINGS. REFER TO DETAIL 'A' FOR A A' % • e,'t . 4 _
I~ I ADDITIONAL INFORMATION. CONTRACTOR - -
4" I -I EE ANCHOR DTL. #2/5.8 r`:I I~I I I~I I.~~. 5 8.5.05 REVISED WATER QUALITY BASIN INFO TO REMOVE HARDWARE CLOTH, RIPRAP _ AND WASHED STONE AFTER SITE HAS y • ! • A ' .0 4A - 4 5.12,05 REVISED WATER QUALITY BASIN INFO
THIS SHEET CUT-OFF TRENCH (EXCHANGE AND:BACKFILL -I _ - BEEN STABILIZED. COORDINATE WITH 3 5.16.05 MECK. CO & DAVIDSON COMMENTS
9 ; , - 9 - W/ COMPACTED. SOIL) CEPM LOCAL INSPECTOR. 2._ ..._._w._.._._._._._. _ 3.3_1._05 MECK. CO. & DAVIDS_ON COMMENTS
_ ~~^?1 12,13.04 u MECK. CO. & DAVIDSON COMMENTS
OUTLE"FI- TEMPORARY OUTLET STRUCTURE EROSION CONTROL MF-A-SURES NO. DATE: BY: REVISIONS: 50

i
I
I , Turnbull Si on Desi - gn
I:ooi Morehead Square Dr.
i ~ ? ~ i ? ~ ^ ~ f ~r ° - Suite 0 WATER OUAIJIY BASIN CONSTRUCTION SPECIFICATIONS. OPERATION ANDMAINTENANCE PLAN: _ ~ - Charlotte, NC 2$203
f r ~ + i ? I A. INSPECT MONTHLY. OR AFTER EVERY RUNOFF-PRODUCING RAINFALL EVENT. WHICHEVER - Phone: [phone]
• ~ ~ \ k' ~ 1 ~ - _ _ _ _ COMES FIRST - ' e ~ Fag: 04. 22.0$$2 7 5
1 f ~ ~ / ~ i' ~ j/ X ~ ( ~ 1 ~ 1. THE FOUNDATION AREA SHALL BE CLEARED OF TREES, LOGS, STUMPS, ROOTS, BOULDERS, 1. REMOVE DEBRIS FROM THE TRASH RACK.
? f ~ \ 1 ~ ~ ~ ~ ! ~ ~ , ~ SOD AND UNSUITABLE SOIL. IF NEEDED TO ESTABLISH VEGETATION, THE TOPSOIL SHALL BE STOCKPILED AND SPREAD ON THE COMPLETED DAM AND SPILLWAYS. THE FOUNDATION AREA 2. CHECK AND CLEAR THE ORIFICE OF ANY OBSTRUCTIONS. IF A PUMP IS USED AS A DRAW
c ti SHALL BE THOROUGHLY SCARIFIED BEFORE PLACEMENT OF THE FILL MATERIAL. DOWN MECHANISM, CHECK FOR PUMP OPERATION. \ - LAND DEVELOPMENT DESIGN SERVICES
l~ % " I fr _ 2. EXISTING STREAM CHANNELS IN THE FOUNDATION AREA SHALL BE SLOPED NO STEEPER 3. CHECK THE POND SIDE SLOPES, REMOVE TRASH, REPAIR ERODED AREAS BEFORE THE NEXT
THAN A RA710 OF ONE HORIZONTAL TO ONE VERTICAL. THEY SHALL BE DEPEENED AND RAINFALL EVENT.
I ~ ~ ~ ~ i ~ ~ - ~ ` ~ ' WIDENED AS NECESSARY TO REMOVE ALL STONES, GRAVEL, SAND, STUMPS, ROOTS, AND
i 9 ~ ~ OTHER OBJECTIONABLE MATERIAL AND TO ACCOMMODATE COMPACTION EQUIPMENT. 4. IF THE POND IS OPERATED WITH A VEGETATED FlLTER, CHECK THE FILTER FOR SEDIMENT FOUNDATION AREAS SHALL BE KEPT FREE OF STANDING WATER WHEN FILL IS PLACED ON ACCUMULATION, EROSION AND PROPER ORIENTATION OF THE FLOW SPREADER MECHANISM.
V' £ i i ~ THEM. THE BORROW AREAS SHALL BE CLEARED OF STUMPS, ROOTS AND UNSUITABLE SOIL REPAIR AS NECESSARY. _ ~~~~a~~"r~rrrrnr,,,
i w ~ a........ , ~ THE WATER QUALITY BASIN SHALL BE CLEARED AND ALL STUMPS REMOVED, ~ e B. QUARTERLY _ ~e,.°•
n ~ O . BEFORE F WNG OPERATIONS BEGIN THE SOILS ENGINEER WILL TAKE REPRESENTATIVE I S PIPING GRASS WALES FOR = ~ 3 I 1. INSPECT THE COLLECTION SYSTEM (IE• CATCH BAS N , ED S ) ~ , OF
\ ~ 1 SAMPLES OF EACH PROPOSED FILL MATERIAL AND TEST THEM TO DETERMINE THE PROPER FUNCTIONING. CLEAR ACCUMULATED TRASH FROM BASIN GRATES, BASIN BOTTOMS,
. ~ 9J' , r` COMPACTION AND CLASSIFICATION CHARACTERISTICS (PROCTOR TEST). ONLY THOSE MATERIALS AND CHECK PIPING FOR OBSTRUCTIONS. = y AL s AS APPROVED BY THE SOILS ENGINEER WILL BE USED AS FILL ON THE DAM. GENERALLY SM = 0 0 831 a
, __.a _ \ OR SC CLASSIFlCATION SOILS WILL BE ACCEPTABLE. COMPACTED EARTH (ILLS SHALL BE 2. CHECK POND INLET PIPES FOR UNDERCUTTING, REPLACE RIPRAP, AND REPAIR BROKEN
_ ~ .w ~ ~ ~ \ \ C CONCRETE AKRON do y °•F CONSTRUCTED TO THE ELEVATIONS, LINES, GRADES AND CROSS SECTIONS ?NDICATED ON THE PIPES. _ •.,eNCIN~~•,.•
~ , _ \ ~ ~ ~ ~ o.. ~ 12 ACCESS DRIVE J , _ PLANS. - V 3. RESEED GRASSED SWALES, INCLUDING THE VEGETATED FlLTER IF APPLICABLE. TWICE A = N
..._v_.~ - _r_ 4. AFTER STRIPPING OF FOUNDATIONS AND REMOVAL OF WEAK OR UNSUITABLE MATERIALS YEAR AS NECESSARY. REPAIR ERODED AREAS IMMEDIATELY. - ~~rhnnuna~?~
- - - _ HAS BEEN COMPLETED, AND BEFORE START OF MATERIAL PLACEMENT, COMPACTED EARTH SHALL BE USED TO FILL ALL STUMP HOLES, MINOR EXCAVATIONS AND DEPRESSIONS FOR C. EVERY SIX MONTHS = p~prrq puuurp
~ .Y-.L \ - f," CAVITIES INSIDE THE EARTH FILL LIMITS. 1. REMOVE ACCUMULATED SEDIMENT FROM THE BOTTOM OF THE OUTLET STRUCTURE. = kpp~i/ ,`~~~~~d nrJrr~ii
\ y r^' Q / ~Q ~4i \~0 ~1iT iii/ _ " eeeee eaeee ~ ~ /I eee as° ~
\ _.__w~~ ~ . - N • ti,. 5. FILL SHALL BE PLACED IN HORIZONTAL LAYERS OF NOT MORE THAN (9) LOOSE DEPTH. 2. CHECK THE POND DEPTH AT VARIOUS POINTS IN THE POND. IF DEPTH IS REDUCED TO 75~ _ ,e••~µGl °e°° 0°.•° ,~^°°.,ti'~~ OF ORIGINAL DESIGN DEPTH, SEDIMENT WILL BE REMOVED TO AT LEAST ORIgNAL DESIGN - e 0 0 ~ . s9 s AS SOON AS FEASIBLE AFTER STARTING CONSTRUCTION OF A FILL. THE CENTRAL PORTION - ~ e ~ e
\ \ r._ . - ' INV. OUT: 687.U0 ~ - . _ . THEROF SHALL BE BUILT AND MAINTAINED SLIGHTLY HIGHER THAN THE SIDES TO ALLOW FREE DEPTH. = i ~a _ ~ ~
\ \ CLASS- 8 { r DRAINAGE TO THE SIDE S~.OPES. = g ;~-2235 ; Z _ -I ; C-157 ~ Q
\ LENGTH:. ?9 _ , 1. MOW 1HE SIDE SLOPES, NOT INCLUDING NORMALLY SUBMERGED VEGETATED SHELF, - , G . e 6. EACH LAYER OF FILL SHALL BE COMPACTED BY ROLLING WITH COMPAC110N EQUIPMENT " - ~ ~ .,°v~~, y ; ~ •
\ WHICH IS BEST SUITED FOR THE TYPES. OF SOIL ENCOUNTERED. FILL ADJACENT TO PIPE ACCORDING TO THE SEASON. MAXIMUM GRASS HEIGHT WILL BE 6 . - ti~ •°,°e Ow e°••ee G2
\ \ CONDUIT AND ANTISEEP COLLARS SHALL BE COMPACTED BY HAND. EACH LAYER OF FILL //'i/ G< O~ ~/~i ~~S ~~c,~ \0~ SHALL BE COMPACTED TO NOT LESS THAN 95~ :MAXIMUM DRY DENSITY (STANDARD PROCTOR) 2. CATTAILS, ANO OTHER INDIGENOUS WETLAND PLANTS, ARE ENCOURAGED ALONG THE POND _ ~ipprr r,~p~~`~ r~~rhr N~`~~`
\ \ \ AT OPTIMUM MOISTURE CONTENT. WETTING OR DRYING OF THE MATERIAL AND MANIPULATION PERIMETER. HOWEVER, THEY MUST BE REMOVED WHEN THEY COVER THE ENi1RE SURFACE r+nmru~ uuunun~
\ 4 _ ~ q '9 5 ~ ~ ' ~ y TO SECURE UNIFORM MOISTURE CONTENT THROUGHOUT EACH LAYER SHALL BE REQUIRED. AREA OF THE POND.
I ~ U' ;:~49.a~ a II p6q ~ ;~a_. .gtlq 5qq °Qqq ~ ~ 9q°999 °q 9°gagq° °4r DENSITY TESTS WILL BE PERFORMED AT A FREQUENCY AS SPECIFIED BY THE SOILS ENgNEER. = THE DRAWINGS AND THE DESIGN SHOWN THEREON ARE INSTRUMENTS AS A MINIMUM, TESTS WILL BE PERFORMED ON EVERY THIRD LIFT OR EVERY 1000 CUBIC 3. THE ORIFICE IS DESIGNED TO DRAW DOWN THE POND IN 2-5 DAYS. IF DRAW DOWN IS NOT _ OF TURNBULL SIGMON DESIGN, P.A. THE REPRODUCTION OR
_ '~gaag6" 9v5agq 4 9°a,~6gv°q°°aa op04v~°9 - . v 5 9 ...o a 9 9 YARDS WHICHEVER COMES FIRST. ALSO DENSITY TEST WILL BE PERFORMED WHENEVER FILL ACCOMPLISHED IN THAT TIME, THE SYSTEM MAY BE CLOGGED. THE SOURCE OF CLOGGING = UNAUTHORIZED USE OF THE DOCUMENTS WITHOUT THE CONSENT OF
° - ~.1.. - r a a I ` ~ ~ •Fe•'r~ 'v~p•t'~a"s~'Q a ~.v 9 d 9 a"PV v 9 q°,~ q 9 ° °,y",y ' - - - 'tl99 6"g9R 9 q9° 9 "°+~"~°@•°.a.4~,p.q~W°~ q 9... t . - ~ _ MATERIAL CHARACTERISTICS CHANGE. MUST BE FOUND AND ELIMINATED. = TURNBULL SIGMON DESIGN, P.A. IS PROHIBITED. 20Q4
lY' .n-...~ ~•'Me, :';:gg9~Pyg9 Fa qpa C o9ggdaa4-Fa agy°V°4r ~7(~ 90 ay9q p9 9a gg99 ~G °99 r44 qG \ V' g9bvgqa 9q° qa .qv9 g9a5 y°aq°°~q99°°v4°< oq aep 4. ALL COMPONENTS OF THE bETENTION POND SYSTEM MUST BE KEPT IN GOOD WORKING B. OUTLET DEVICE
`•e :'"4'. 4v~gg9P9 pq9 9 9P~" q9 b'~°yaa~g9g9oQ94°0~ °°a t .r. \'1 95 qqa qq.9 q9 Pq4 gga9 ggtl °4ra qa -r. • - ~ 99~g9a •2~d~_ap°q9 gaQq,6g9°4°° a~°aqQ V , y„ P~. q 9 F ORDER. = ummers a ,
~~a~. y„ ..'7 ~ 9a V ° ag qao p 9 a ° q~'a ~q e.~•R'a.P y ~g7L~1+1+? ~v..r~q YY .W. .r r~ 1. OUTLET DEVICE COMPONENTS ARE TO FABRICATED AS SHOWN ON THE PLANS. - 5. UPON COMPLETION OF THE POND AND PROJECT DEVELOPMENT, THE SUMMERS WALK
9a."°gG9a adtl a • 6q9 ~~q99 a. ~ ® t :gg9q ggaa ` 099. Fgg9 ~JE f :~.9q p° 9°9a .yp S \ 'C a" 4! 4gga. Y 2. CONTRACTOR TO SUBMIT DESIGNED SHOP DRAWINGS TO THE CIVIL ENGINEER FOR APPROVAL SUBDIVISION HOMEOWNER'S ASSOCIATION WILL BE THE RESONSIBLE PARTY FOR OPERATION ANO
l''A a.~,~9p''y"q~a'~`e q va9 ~q°4vw 6~ ~ /l~1 9°aP Qq ° p°a pca aq ~ _ PRIOR TO CONSTRUCTION TO THE OUTLET DEVICE. SHOP DRAWINGS SHOULD INCLUDE MAINTENANCE. PRECAST BOX DESIGN, TRACH RACK, GRATED COVER, ALUMINUM STEPS, AND ALL
U' .y:.~ ~ q°g9gaa°a4 ~9 ~ q° .#qqq 99~ ':••!1"M~~ i 9 ~J.r''~:' R~, f QqQ°q9~a°q 'Q Y^ 9q ~r 7p ,~q 9 ! . I ur, ga6q°5®Q 9 'q 9a 99a .ag9a DRAIN ORIFICE PIPING REQUIRED. / -
~ „ . . aQq°9tl°qq9 .q aq. 9ti a9 q9q 7 „ .q. .7,~ 95q°°9gry°° ° q'6 °q9q°qqq- Vie:...' WATER Q BASIN INFORMATION UALlTY
~ •.tin q°~e~g9gaQO 9 (p 9p a9agQpaP ~ ..r C. CONCRETE -
C - ~+f ~ 94Qpg99 9p a~ 9~Qq 99ovy°gaa r - OUTLET STRUCTURE 9 5fri: QaaPa a9 a7°q, t ~q°9 g6°g9atl° ~ q Q 9 ~ • qa gap 4; ° g p QV°o o . SEE DETAIL ~1 1. ALL CONCRETE SHALL CONFORM TO THE STANDARD SPECIFICATIONS FOR READY MIXED
~f~ 2 q °dRa g999II6 4qQ°q° CONCRETE, ASTM C 94. AN AIR-ENTRAINING ADMIXTURE SHALL BE ADDEC. THE CONCRETE BASIN NUMBER 5 SHALL BE .PROPORTIONED TO MEET THE FOLLOWING REQUIREMENTS:
v9q Bag9a" gga4„, ~fD1MENT ~ ' COMPRESSIVE STRENGTH: MINIMUM 3600 PSI WATER-CEMENT RATIO: 0.40 - 0.50 BASIN TYPE EDw
99P q°°, LF-.. ~~36".RCP ISPOSA ::AREA 4~°q aQ ' q 0 1.44% . " - 13801 REESE BOULEVARD SLUMP: MINIMUM 3 ,MAXIMUM 5
i ° ° / AIR CONTENT: MINIMUM 5~, MAXIMUM 8% DRAINAGE AREA (AC) 9.01 - SUITE 150 COARSE AGGREGATE: 1" - 1 1/2"
~ OREBAY SPILLWA ~t ~ 9~ DESIGN IMPERVIOUS PERCENTAGE 50 = H U N T S RSV I LL E, N C 2 807 8
D. GRASSING
SA/DA (96) 2.06 W` _ 1. GRASS ALL AREAS DISTURBED BY CONSTRUCTION PER SPECIFICATION OF EROSION CONTROL
n z ~ w z_._.__._._ _ O0 DETAIL SHEET. REQUIRED SURFACE AREA (SF) &084 =
~ may,
F• p PERMANENT POOL SURFACE AREA (SF) 8,112 -
1. WETLAND PLANTINGS SHALL BE ADDED AS REQUIRED BY STORMWATER BEST MANAGEMENT
J - Ny. w. ~ w,,. _,__M,_--_~-_.-~. PRACTICES. PLANTING SHALL BE BASED ON AVAILIBILITY OF PLANTS LISTED IN TABLE 2.2. PERMANENT POOL VOLUME (CF) 10,769
•I 9~~ ,f'' EMERGENCY SPILLWAY TEMPORARY POOL VOLUME 16,353
COLONIAL PIPELINE COMPANY ELEVAl10N: 690..00
70' DASLINE EASMENT FES-5 _ INV. OUT 683:30
i f', SS II .APRON
` ~ °fll NGE POOL CMLOS X20.24 _ _ ~ . _
~ t F.__.._._. r..._~. V~IA~Ett Y:SASIN #5
PERMAN POOL EI~VAIION: 687 i EIVT
^
t
SCA SCALE:1"•20'
(EXTENDED DETENTION WEIIAND)
i R LF END/PL.ANITING: WATE QUAIJTY G
SYMBOL DESCRIPTION
~ ~ J °4.~° RIP RAP APRON, SPILLWAY
5"X5"X3/8" ~ ~ . -
~ STAINLESS STEEL ~ ~ \
ANGLE \ - f~ SUBMERGED AND PLANTED .LITTORAL SHELF -
6 FT. ~ ~ 0.5 FT. 0.5 FT. / ~ 5.0 FL . 0"-9" LOW MARSH AREA k. -
,h -
18" ALUMINUM ~n~~s~~n•:~a "~`r`''~q~~°'" SUBMERGED AND PLANTED LITTORAL SHELF -7;'B7nyK'~' - ACCESS S1EPS q" ° K' r ~ 9"-18" HIGH MARSH AREA
/ ~ +?"J ir'RV 4C9'W4y
2-1 2" EDGE .'.d.:. q • . 6" _ 4"
TYPICAL ~ TRASH RACK 15.5" 18"-36" MICROPOOL OR FOREBAY AREA
\ / ~ ~ / HINGE(S) - - / ~ o ~ -
\ m
/ ~ ~ 6 FT. 6 DIAM. 31 ~i , w , GRAVEL MAINTENANCE OUTLET' STORM DRAINAIGE DESIGN DATA _ ' ' ' z~~` ACCESS DRIVE -
~ ~ > " - INLET ORIFICE ~ ~ 36" ~`~'~'1'~,'~.~,~;'~,'~~, UPSTREAM WNSTREAM UPSTREAM DOWNSTREAM LENGTH SIZE SLOPE TRUCTU STRUCTURE INV. INV.
~ 6" STAINLESS STEEL / ~ ~ ~ HINGE ~ ~ * WQ FE 683.80 883.30 44 36 1.14X . - _ - - _ - - _ - - {)REFER TO PLANTING LEGEND FOR REQUIRED PLANTING IN VARIOUS ZONE DEPTHS
ANCHOR BOLT. EPOXY 1 8" S \ ~ IN PLACE • ~ ~ • , / TEEL (1) ALL PIPE TO BE CLASS III RCP, UNLESS NOTED OTHERWISE.
ANGLE PLATE , „ d e " M „ 15:5"•` 4"
1X1 ALUMINUM GRATING AND \ I 6 DIAMETER 15.5 \ i ~ BASIN DRAIN •'a' ' e;, , . . • HATCH TO BE DESIGNED AND , , g 6° PLANT SCHEDUIF:
CERTIFIED BY MANUFACTURER. \ ~ ,
CONTRACTOR TO SUBMIT 2 GRATE ~ 6 GATE VALVE SHOP ORAYNNGS TO ENGINEER W/ WHEEL TURN ZONE LOCATION BOTANICAL NAME COMMON NAME SIZE SPACING AREA QUAN111Y ti~ ~ _
FOR APPROVAL PRIOR TO 6 STAINLESS STEEL / EXTENDED TO TOP LOW MARSH funcus effesus SOFT RUSH PEAT POT 4 FT. OC 714 SF 46
FABRICA310N ANCHOR BOLL EPOXY OF STRUCTURE IN PLACE ~ ~ , ~
I ~ ' LOW MARSH scirpus volldus SOFT STEM BULRUSH PLUGS 4 FT. OC 714 SF 46 u ~,<<
x~
t ofa PICKERELWEED PEAT POT 3 FT. OC 714 SF 79 LOW MARSH pon ederia cord = - ..j y;, .,C~
^~f°'~'~ LOW MARSH peltondro vlrginica ARROW ARUM BARE ROOT 2 FT. OC 714 SF 179
i ~ -
STAINLESS STEEL r~~ HIGH MARSH ncus effesus PEAT POT 4 Ff. OC 976 SF 63 ummers a a ~ . ~ l~ SOFT RUSH 'h~TPV-^Y` -
ANGLE CLIPS I TYPICAL '~~'q C'm tP~W` ~ ~ ° ` HIGH MARSH scirpus ?rolldus SOFT STEM BULRUSH PLUGS 4 FT. OC 976 SF 63
I T '"e - rY~ ~ -
~8-,{~~~ = ase ase
r~""~~~~~~ r~ HIGH MARSH ponfederia cordota PICKERELWEED PEAT POT 3 FT. OC 976 SF 107
HIGH MARSH peltandra virginico ARROW ARUM BARE ROOT 2 FT. OC
OUTLET STRUCTURE ANCHOR GRATING DET/YL OUTLET STRUCTURE PLAN 4 r-at•++rrre "-7-v 976 SF 244 k"~"'Y?C"S^.
MICROPOOL 2115 SF FOREBAY iris psuedocorus YELLOW FLAG IRIS PEAT POT OT 8 FT. OC 69 =
6.0" DIAMETER ALUMINUM OR DIP NOTES:
WALL SLEEVE, BEND do SPOOL TOP OF DAM EI.EV: 691.00 1. CONTRACTOR TO ENSURE THA' rO ENSURE THAT OUTLET BOX IS SET HARDWARE CLOTH ACROSS ALL OUTLET
LEVEL AND FLUSH WITH SURF) JSH WITH SURFACE OF BASE FOOTING OPENINGS. REFER TO DETAIL 'A' FOR - DEwFE:sE TOWNSHIP
j = TO PROVIDE UNIFORM BEARING NIFORM BEARING PRIOR TO PLACING ADDITIONAL INFORMATION. CONTRACTOR TIE WIRE MESH/HARDWARE CLOTH TO REBAR.
GRATED COVER EMERGENCY SPILLWAY ELEVATION: 690.00 SECOND BATCH OF CONCRETE. SEE DTI. X3/5.9 50 YEAR STORM EVENT HIGH WATER ELEV. 689.78 NECESSARY. ALL ORIFICE AN[ i OF CONCRETE. GROUT IF RE CLOTH ATTACH REBAR TO CONCRETE RISERS USING = DAVIDSON, NC ALL ORIFICE AND PIPE OPENINGS INTO TO REMOVE HA , RIPRAP 1/4 WEDGE ANCHORS. USE WS-1422 ANCHORS
THE OUTLET STRUCTURE SHAL TRUCTURE SHALL BE SEALED LEAK AND WASHED STONE ONE AFTER SITE HAS ° BY REDHEAD OR EQUIVALENT
TIGHT. USE *UNKSEAL" MECH. ALUMINUM STEPS j - ; ALL PIPES 24" AND SMALLER. .fNKSEAL" MECHANICAL SEALS FOR BEEN STABILIZED. COORDINATE WITH CEPM LOCAL INSPECTOR. - AND SMALLER. = Water Quality a•ns
TOP OF STRUCTURE TEMPORARY POOL ELEVATION: 688.79 12" O.C., TYPICAL i - I t-
ELEV: 688.80 2. REFER TO DTL. #5/5.9 FOR EI #5/5.9 FOR EROSION CONTROL ° 1'-6°
MEASURES ASSOCIATED WITH 1 PERMANENT POOL ELEVATION: 687.00 p - _ o STRUCTURE DEVICE. w{ - - - iOCIATED WITH THE OUTLET Details :VICE. WASHED STONE
1 FT. MIN.
3. REFER TO DTL. #2/5.9 FOR 01 X2/5.9 FOR OUTLET STRUCTURE •a" - ES. CLASS I RIPRAP
TRASH RAID( AND ANCHOR DEVICES. ..a 1.5 ORIFICE PLATE 1=1 I 1=1
ALUMINUM STEPS " ° -f - - - ~/5.9 FOR 01 " O.C., TYPICAL TURNING ROD GUIDERAIL 4. REFER TO DTL. 12 #3/5.9 FOR OUTLET STRUCTURE 2 CLEAN OUT STAKE
GRATE DETAIL AND INFORMATIf SUPPORTS AS NECESSARY o - AND INFORMATION. XX4p I ry}. - - CLEAN OUT BASIN WHEN r.• h;'':;;
PRECAST 5 X 5 VAULT 6 DIAM. GATE VALVE - - - 5. REFER TO DTL. #4/5.9 FOR 01 5.9 FOR OUTLET STRUCTURE SEDIMENT REACHES TOP Q = PROJECT NUMBER: 03-168
TO DRAIN POND TURNING DIMENSIONS ARE TO INSIDE ~ PLAN VIEW. CONTRACTOR TO SUBMIT ROD TO BE EXTENDED TO o M OF STAKE. REFER TO EROSION CONTROL PLAN o = DRAWN BY: BDS i -
i SEALED SHOP DRAWINGS TOP OF STRUCTURE WITH - - FOR SEDIMENT STORAGE -
FOR APPROVAL PRIOR HANDWHEEL FOR OPERATION - - - - - - - - - - - - - ELEVATION. ° T DESIGNED BY. BDS X14 REBAR
TO CONSTRUCTION i - - - - / f` 6 DIP POND DRAIN o - - - - - - WITH TRASH RACK i ISSUE DATE: 07.29.04
SOLID FILL `l ° i 44 LF OF 36" RCP GROUT CONCRETE i O t7 t? - 1 p X 1 b =
/ INV OUT: 1 01.14% I I >a - - - - - - - WIRE MESH
/ BOTTOM OF POND: 684.00 683.80, _ - - - - - - - - - - - - - - -
J=F
4'. i- v DETAL 'A' - - - - - - - _
REINFO - f a ; ! • . ` { : 1. _ -v - I. 2 - ° BARS ®1
. • 1 1 . a.. STRUCTURE S g{ HARDWARE CLOTH ACROSS ALL OUTLET
i- , . • • . r IN PLACE I i OPENINGS. REFER TO DETAIL 'A' FOR "
EE ANCHOR DTL. X2/5.9 ADDITIONAL INFORMATION. CONTRACTOR - T- :a-. a TO REMOVE HARDWARE CLOTH, RIPRAP 5 8.5.05 REVISED WATER QUALITY BASIN INFO
THIS SHEET -b W/ F --Ili I f' .-ilg AND WASHED STONE AFTER SITE HAS y . ' . 4 12.05 REVISED WATER QUALITY BASIN INFOm MLL~
dMWE AND BACKFILL - i. 9. 9 - ..w__.1~6.05 MECK... _ CO...~& DAVI~_.D$ k _._....w..u BEEN STABILIZED. COORDINATE WITH 5 ON COMMENTS. CEPM LOCAL INSPECTOR. . w 2 3.31.0_5 MECK. w._. CO_. & DAVIVID_SO
COMPACTED SOIL) iI ECK_ ON COMMENTS _
~I 12.13.04~MECK• CO. &HDAVIDSON COMMENTS NO. DATE: BY: REVISIONS:
MCAIC
TEMPORARY OUTLET STRUCTURE EROSION CONTROL F-/-%aURES
OUTLET STRUCTURE AND DAM SECTION
,I

I
Turnbull Si mon Desi g ~
4 Tool Morehead S uare Dr. q
t ~ ' ~ _ _ Suite 530 i ~
' ' , ~ Charlotte NC 2820 D MAINTENANCE PLAN. 3 OPERATION AN = ~ ON SPECIFICATIQNS. - BASIN CONSTRUCII WATER C1l~1LRY
t ; t ~ i. \ i j ° - = . Phone: ']o4.52g.65oo ~ i' ' A INSPECT MO,"MTHLY. OR AFTER EVERY A. EARTHWORK Fag: 0.22.0882
r = COMES FIRST 7 4 5
TR ES LOGS STUMPS ROOTS, BOULDERS, 1. REMOVE DEBRIS FROM THE TRASH RACK. 1. THE FOUNDATION AREA SHALL BE CLEARED OF E
~ r~. "'f SOD AND UNSUITABLE SOIL. IF NEEDED TO ESTABLISH VEGETATION, THE TOPSOIL SHAU. BE - REA 2. CHECK AND CLEAR THE ORIFICE OF ANY OBSTRUCTIONS. IF A PUMP IS USED AS A DRAW STOCKPIU:D AND SPREAD ON THE COMPLETED DAM AND SPILLWAYS. THE FOUNDATION A =
i , ~ ~ ~ P CEMENT OF THE FILL MATERIAL. DOWN MECHANISM, CHECK FOR PUMP OPERATION. - LAND DEVELOPMENT DESIGN SERVICES SHALL BE THOROUGHLY SCARIFIED BEFORE LA
! r ~ t ~ ~ REPAIR ERODED AREAS BEFORE THE NEXT ~ XISTING STREAM CHANNELS IN THE FOUNDATION AREA SHALL BE SLOPED NO STEEPER 3. CHECK THE POND SIDE SLOPES, REMOVE TRASH, , / ~ 2.E
, ~ r- f,; , ~ a RTICAL. THEY SHALL BE DEPEENED AND RAINFALL EVENT. THAN A RATIO OF ONE HORIZONTAL TO ONE VE -
- F i 1 - N SSARY TO REMOVE ALL STONES, GRAVEL, SAND, STUMPS, ROOTS, AND WIDENED AS ECE CHECK THE FLTER FOR SEDIMENT - / JEC110NABLE MATERIAL AND TO ACCOMMODATE COMPACTION EQUIPMENT. 4. IF THE POND IS OPERATED WITH A VEGETATED FLTER,
~ i , ~ ~ r ' , , - ~ 'i E `i ~ t ~ , ? ~ a ~ ~ ~ I ~ ; ~ , OTHER OB = E OF STANDING WATER WHEN FILL IS PLACED ON ACCUMULATION, EROSION AND PROPER ORIENTATION OF THE FLOW SPREADER MECHANISM. - ~~uimu~p FOUNDATION AREAS SHALL BE KEPT FRE _
, = i T~ ? ~ ~ . , , I r , ' • ; , i t r .f. • MPS ROOTS AND UNSUITABLE SOIL. REPAIR AS NECESSARY. - `waa ~ ;r THEM. THE BORROW AREAS SHALL BE CLEARED OF STU _ S REMOVED, - ~ 0
s \ ~ t I ~ ~t ! t ? i t i ~ - , 1 i ~ s ~ a~ ~ ~ ~ ~ i t ? THE WATER QUALITY BASIN SHALL BE CLEARED AND ALL STUMP - B. QUARTERLY = 0 ° ° ~'o
• / f. ' PRESENTATIVE 1. INSPECT THE COLLECTION SYSTEM (IE: CATCH BASINS, PIPING, GRASSED SWALES) FOR - ; ~a•° ; ~ 3. BEFORE FILLING OPERATIONS BEGIN, THE SOILS ENGINEER WILL TAKE RE - • -
c ' ~ ti. ~t u~ H PROPOSED FlLL MATERIAL AND TEST THEM TO DETERMINE THE PROPER FUNCTIONING. CLEAR ACCUMULATED TRASH FROM BASIN GRATES, BASIN BOTT _ Q 9~. ~ s SAMPLES OF EAC AND CHECK PIPING FOR OBSTRUCTIONS. - SEA ?
~ "emu 1 „e I,._ _ .Yi'~~ f ' i fy _ f \ i r a \ + ~r . • r ~ , fy" L. m .t \ r . r ~ ~ ' ~ i f COMPACTION AND CLASSIFICATION CHARACTERISTICS (PROCTOR TEST). ONLY THOSE MATERIALS - 283 4 - ' Y THE SOILS ENGINEER WILL BE USED AS FlLL ON THE DAM. GENERALLY SM AS APPROVED B AND REPAIR BROKEN = •
4 ~ : t } V ~ ~ / ~ / 1. I T PIPE5 FOR UNDERCUTTING, REPLACE RIPRAP, s PTABLE. COMPACTED EARTH FlU.S SHALL BE 2. CHECK POND NLE _ .°F Q~°a 1~ OR SC CLASSIFICATION SOILS WILL BE ACCE N F,°
~ ~ ~ ! f' ~ r' i s GRADES AND CROSS SECTIONS INDICATED ON THE PIPES. - GINS ° 0 THE ELEVATIONS LINES, - ` CONSTRUCTED T _ , ~ 1.0 S r S. //~~'v PLAN ESEED GRASSED SWALES, INCLUDING THE VEGETATED FILTER IF APPLICABLE. TWICE A p~~ ,p
, i^~. t-...'ice i ~ ~ t i 3. R LY. = ~~~~~Hi n~~~~~~
_ t a t 6 ~ t i t t t ~ i ~ ~ TRIPPING OF FOUNDATIONS AND. REMOVAL OF WEAK OR UNSUITABLE MATERIALS YEAR AS NECESSARY. REPAIR ERODED AREAS IMMEDIATE = nnm 4. AFTER S =
~ ~ ~ ~ ~ ~ i 1 ~ - ,'~j COMPLETED AND BEFORE START OF MATERIAL PLACEMENT, COMPACTED EARTH = HAS .BEEN ~ AND DEPRESSIONS FOR EVERY SIX.. MONTHS - ~`dquunuNUq~ ``p~Nmumqul~i~i SHALL BE USED TO FILL ALL STUMP HOLES, MINOR EXCAVATIONS - -
1. REMOVE ACCUMULATED SEDIMENT FROM THE BOTTOM OF THE OUTLET STRUCTURE. - ~4'G ~~i// TH EARTH FlU. LIMITS. = 0 ~ ~Q /i ~ ~ /i CAVITIES INSIDE E
}-1._,.. E ~ r - ~ x r DEPTH AT VARIOUS POINTS IN THE POND. IF DEPTH IS REDUCED TO 75% - ,°•°~1G1 0°,°° CHECK THE POND - NF . PLACED IN HORIZONTAL LAYERS OF NOT MORE THAN (9) LOOSE DEPTH. 2. _
- V ~ ~ ) r ~ ~ ~ t l s ~ f ~ " I ~ r 5. FILL SHAU. BE DESIGN DEPTH SEDIMENT WILL BE REMOVED TO AT LEAST ORIGINAL DESIGN - S~0 F~~; s R STARTING CONSTRUCTION OF A FlLL THE CENTRAL PORTION OF ORIGINAL , f''j S SOON AS FEASIBLE AFTE - : a a a A - '
I t f ~ .r 'tip ~ ~ I j v " _ , f ~ EE DEPTH. - • _ ' R THAN THE SIDES TO ALLOW FR = s ~ ° t _ s TNEROF SHALL BE BUILT AND MAINTAINED SLIGHTLY HIGHE C 157 ;~-2235 ° Z _ - ° eQ
_ ~ x ~ ~ f ' M. ' j 1 ~ t i ~ ~ r .j ? DRAINAGE TO THE SIDE SLOPES. - ° ' - Z.IS~ acs, aq'$ D. GENERAL = % G a ~ . ~ a
i' r ` TH COMPACTION EQUIPMENT 1. MOW THE SIDE SLOPES, NOT INCLUDING NORMALLY SUBMERGED VEGETATED SHELF, _ ~ ~ .SV~, 0 ~ 6. EACH LAYER OF FILL SHALL BE COMPACTED BY ROUJNG WI = ORDING TO THE SEASON. MAXIMUM GRASS HEIGHT WIU. BE 8 . - tiB 04i l ''•..°•••N•..°° G~
( 1 1 I ~ i WHICH IS BEST SUITED FOR THE TYPES OF SOIL ENCOUNTERED. FILL ADJACENT TO PIPE ACC = ~ (is ~ _
r... _ r / i ~ ~ ~ ~ ~ ,,r CONDUIT AND ANTISEEP COLLARS SHALL BE COMPACTED BY HAND. EACH LAYER OF FILL = //i~ ~/S I G11A 0` /~i / GtipN p` 2. CATTAILS, AND OTHER INDIGENOUS WETLAND PLANTS, ARE ENCOURAGED ALONG THE POND = ~iy~+~ ~~iNi~p ~Iq~~~`~ SHALL BE COMPACTED TO NOT LESS THAN 95~ MAXIMUM DRY DENSITY (STANDARD PROCTOR) REMOVED WHEN THEY COVER THE ENTIRE SURFACE - uumnn nu°n
~ F t fff l t~ %r ~ - s-_ _ ; d - - - r _ ~ l p OISTURE CONTENT. WETTING OR DRYING OF THE MATERIAL AND MANIPULATION PERIMETER. HOWEVER, THEY MUST BE AT OPTIMUM M AREA OF THE POND.
E - r i 1 ~ , ~n r i ~ ~ O , - _ ~ ro - , l .V MOISTURE CONTENT THROUGHOUT EACH LAYER SHAU. BE REQUIRED. - TO SECURE UNIFORM THE DRAWINGS AND THE DESIGN SHOWN THEREON ARE INSTRUMENTS NSITY TESTS WILL BE PERFORMED AT A FREQUENCY AS SPECIFlED BY THE SOILS ENGINEER. - DE IN 2-5 DAYS. IF DRAW DOWN IS NOT = OF TURNBULL SIGMON DESIGN, P.A. THE REPRODUCTION OR
r~ ~ PERFORMED ON EVERY THIRD LIFT OR EVERY 1000 CUBIC 3. THE ORIFICE IS DESIGNED TO DRAW DOWN THE POND AS A MINIMUM, TESTS WILL BE ACCOMPLISHED IN THAT TIME, THE SYSTEM MAY BE CLOGGED. THE SOURCE OF CLOGGING _ UNAUTHORIZED USE OF THE DOCUMENTS WITHOUT THE CONSENT OF
tiw ~ ~"INV: OF}T .678 001 p ( r YARDS WHICHEVER COMES FRST. ALSO DENSITY TEST WILL BE PERFORMED WHENEVER FlLL T E FOUND AND ELIMINATED. = TURNBULL SIGMON DESIGN, P.A. IS PROHIBITED. 2004©
I ~ t CLASS i ~ MATERIAL CHARACTERISTICS CHANGE. MUS B -
' LENGTH: 29.E - ~ ~ WIDTH:. 3 ~ . R _ .-'"f 4. ALL COMPONENTS OF THE DETENTION POND SYSTEM MUST BE KEPT IN GOOD WORKING B. OUTLET DEVICE ORDER. ~Y11YlerS a u ,
f D ' ~ - t JJ f j V ~ d"r PONENTS ARE TO FABRICATED AS SHOWN ON THE PLANS. 1. OUTLET DEVICE COM 5. UPON COMPLETION OF THE POND AND PROJECT DEVELOPMENT, THE SUMMERS WALK
O ~ i . ' AT10N WILL BE THE RESONSIBU: PARTY FOR OPERATION AND
tl ~ t~~^"4 ' 2. CONTRACTOR TO SUBMIT DESIGNED SHOP DRAWINGS TO THE CIVIL ENGINEER FOR APPROVAL SUBDIVISION HOMEOWNERS ASSOCI =
. ;a. as` 1' t ~f °ti~y; / r' sr ~ 4 9~'"'"'. t. , PRIOR TO CONSTRUCTION TO THE OUTLET DEVICE. SHOP DRANflNGS SHOULD INCLUDE MAINTENANCE. PRECAST BOX DESIGN, TRACH RACK, GRATED COVER, ALUMINUM STEPS, AND ALL
as vv~ v z~ ~t,/~s~~~"i ~e :7--~.~,'~~, tl~-•r<,~~,~i~. r av avv` vv ~ r' s i „~'r t~ r/~#'° , °`r~,t''`"` 1f~ ~,~.t ;>e r~"•_.p t '~.~i~t~ ~...v 4,~ ~,,,~M~. v v ° ° v ~ a v sy{A~ ~ ?t~ a,' ~ y ~ ~ r~.~u~ y t r'~ t y ,n"~r t . j; .?`F _"'ti ~ ; ~ DRAIN~ORIFICE PIPING REQUIRED.
a 4 c a r.~ ~Y' ,tt E~r• 4. ?hw. 9 r ; , 't t .4~ ')+`I^..,: f ~ ~ : , i vvvv v .--t-- vvv v :r~ f i~ F ri.a ,~-.k~j`'~i.,'r.E-~`"`~'` wti,`~?. ~r'~ 1 ""~~,.~'i'~:,.. },.,~,~i,"" ~,i%~ ,w, v a v a v t ~ t' ~ A;~ y . ~ ',,fit' f t t ~ ' ~"w"d'r+y ' • a a a a a a t`.."° .!"p a ~ '.r . ~ 1, l ~ `y r ~ J : i °`t 'S.r. ? fi"'~,i /,'•*i? 1 E a / ` ` f, r ,'T~... v ~ ..f w vv vvvv vv v avv vvv a~~ T~,rt, t ~?~i~~.. , "'~.,t r"t'`~„ ~r'~' _t/~ ''i ,~j ,V :r 'r'~"~_ f. - BIASIN INFORMATION = . , WATER OUALf 1Y - ,,~~;F..:~~i, C• .CONCRETE _
av v ov cv { ~ , .1s'~' , '`~..F? fir`} i ;z r` ,r. ~ fir,' v vv av av ~ a vv i . .a, " t ~_tr'~ v a a v v v v ~ + t ;§wa. ~ i ~,r t,~: ~ ,ri vp ava vv v .~v av vv av ~.r:•. ~ t~r. 'i' I,. `"~:~t• ,~/s ~.,t t w r.~ 1. ~.r~.,; i v vv ao c as ea av r tw,v t 1 rk, r ,t~~ ~t r., , [ .,:r: a v a v v a v ~ a v a a ~ ~ i %'i ~ ` . • ; r? , , ° • , , : ' I ~ r , , , , i t . ,x...„ t ? .
v v v «w«' v a vvv xd a < v vvv ;n! ~ ~w•'` J'" , t ~ , { eCrOETAIL~ 1.5.1 v va av .rv v av v o vv a ...:::.....P'••~.~..•,».,.::;:•., ~ 1 ~7- , arc. ~ / ;v vv q-r« av av va av vv av va v , l -,t~ ~ t ~w.;, ' ~'~3 ~,1, a ~ 1 ; } j / av a'~' av vv vv av vv av ~yav v r v .a s a v v v v v . a v v ~ a v v v s a v , , , ?~,.V ~ S ~ % ~ ,?",.,t ? ; ,z., ~ } ~r-. y 1.,*'~.-. -.u_ S f~ r Nsl'. i,' q_ .f, `tea P av 7 v a a a ~~~Y _~j'j't~~I1" 1 p.~ ,~,,,-fix-: bG~~ Ei4* i~ ri ~ a av as va vatl A VO av p6 q0 /~l r^- f a 1 ~ , ,''?~j-.: t j y_•, r ~ 4 ~,JJ a ~ z ~ ~`~s~~;, 1. ALL CONCRETE SHALL CONFORM TO THE STANDARD SPECIFlCATIONS FOR READY MIXED BASIN NUMBER 7
as a qa avv atlal Q4v ,¢aaa aaa avaa vaa Qa, / 4.t 11" E,f ' f 1 ryvtl agg9 aaav aQa aq agaa9aap7 Coos vatl aaca Gaga Y l Y,,. ~ J` ~ I g--.,,. ~p, ~f ~X yi;~+rS. 1. r, . t""c~ r'h"" av vv vvv vvc vv v5 avv av a vv vv 1 `i'~;~ ~ >ti`.# ~ ,T , a, t i 7 1 ~•vv vv vv vv vv v7 a as vv vv ~ t~",; 1. ~ . tr : r!` ' { a0 as 00 as as 7a as at ~a4 as aQ, • i ,y 3 '~.i 1, :.i'i,--~~fi' rm..,j' . j x t r' avv .vvv v v v a v a.v v vvv v v4 "-3,' , t . ;t,,. ,~'f`y -~!°~~'°~!~4,~.~ ~'~'=.~~`~t~• CONCRETE, ASTMC 94. AN AIR-ENTRAINING ADMIXTURE SHALL BE ADDS„,. THE CONCRETE _ SHALL BE PROPORTIONED TO MEET THE FOLLOWING REQUIREMENTS: EDW
f'"'"~.~'"~,; l vv vas avv avv aav ,vav vv ov v ova vvv ~ ~ ~ ~ ; '''r ?t, ,;'rr4., t I r i { ~.i 9 av a " a qa a J~~ r ?J".,,,.yf% 1 I f j f r(,l d.,( ~~`ro • t 4 a W 7 tl a a a a a s dd a /J r 1 F~ F'1 t ~ •j. i i S , '"'.w, as tl v' / i F v' a a a Po„' d II a 1 7 9 a C l . - 7 G ~ ' t' a a a ~ vv Q v a~ v v v v o v v 1•"~'.1, .t ~ s ~Y'"~.' ~ " ~,y'~ -~'fi, C MPRESSIVE STRENGTH: MINIMUM 3600 PSI WATER-CEMENT RAT10: 0.40 - 0.50 BASIN TYPE 13801 REESE BOULEVARD
,~j , , C, /ti ~~.~i~ ~ 7~, r ~ "P Q`«4 8 a C 4'~tl y q 6 a i i 1. 1 - r'S "7ki„. ~ ~ ,Ar'' ~ ~ t L~,,, . F, v"~,. ~,.w~,. ~ 44 a .~4 r ~lril"`?i.: ~ ~~It" ^.A1 , ti t•~• ~ t t t avv is e; ~ 14 tt,..a .:H,?~" .J . ~ . , ~1• ,1 ~ 5 - x , - M1 ~ - tix_ ~ ~ SLUMP: MINIMUM 3 ,MAXIMUM DRAINAGE AREA (AC) 5•~ ` %s ' =SUITE 150
ti"' i s~: -pw, 1 t . ' t~ _ j t t ? i, ag' l ~ ~ w~'•..~ t ~ WS ~ . 'w.' i t a 6~ u'." t e ~ ~ ~ ~ ~ .;~~t'~~. AIR CONTENT: MINIMUM 59a MAXIMUM 8% ~'~``~~a~.~~..~,~;~w 2" - 28078 _ HUNTERSVILLE, NC f : , ~ ~~w COARSE AGGREGATE: 1 - 1 1 ~ DESIGN IMPERVIOUS PERCENTAGE 7~ 42
t~ lt? ? ,%~~~'a ? r~ fir ~ "'~i "^t! l ~ ~ , ~~t~ t ~ -
` , z ~p' ` 1.80
`Y ..t•,~ lr. t . tdt ~r'}. ~-..6,rs, `t . 1. GRASS ALL AREAS DISTURBED BY CONSTRUCTION PER SPECIFlCAlION OF EROSION CONTROL
i;~%~, ~ ~ ~ AILS 4,792 ~ ~ f HEET. REQUIRED SURFACE AREA (SF) _
' ~451F OF 30° RCP' F AM:, ~ .0~" .u. W r < < A Et, PLANTING PERMANENT POOL SURFACE AREA (SF) 5,383
.~,.b . .,.i r 1 _ ~ ' f =
f ~ M ` ~"'S` n ice: t ,i s- I •INV. OUT :67444'.. ; , ~ ~ • / 0 ~ ~ 1. WETLAND PLANTINGS SHALL BE ADDED AS REQUIRED BY STORMWATER BEST MANAGEMENT ' ~ IUTY OF PLANTS LISTED IN TABLE 2.2. PERMANENT POOL VOLUME (CF) 7,395 =
. .PLUNGE POOL'.,` 1. , . 1, ? ~ f' . PRACTICES. PLANTING SHALL BE BASED ON AVAILIB TEMPORARY POOL VOLUME CF) 9,260
f ~ CLASS. I) APRON EMERGENCY,SFILLWAY,~~-. r," (
• ELEVA110N: 681 A0 ~ : ~ l' ~ ,
LENGIN: , 50, p;. ~f
; _ ~WA'TER ~IaAlli~ BP$iN #7 r :>i: ~ s
Prv)OJ,. 9.~VATIQNt 67$00. , ' f • x
~ r
w.~ x =
r ~ _ ~ r"• A f
E:1 "=20'
~ ~JETEN110N WEftAND SCAT.
EXTENDED 1 t
1
LFGEND/PLANTING: WATER aUAl1TY -
SYMBOL
~ ~ - ~.~~=1 ' , RIP RAP APRON, SPILLWAY
~ ~ . s,: - . ~ ~ _
.I M ° " 5X5 X3/8 ~ \ r y
STAINLESS STEEL j ANGLE \ 6 FT. 'ti SUBMERGED AND PLANTED LITTORAL SHELF
~ \ 0.5 FT. ' ~ 0»-9" LOW MARSH AREA ~.,r... _
/ 0.5 FT. 5.0 FT. / ` ~ ~ ° 5
1 ~ g r ~ ACC INUM SUBMERGED AND PLANTED LITTORAL SHELF - -18 ALUM t?~ g r 5~ » RSH AREA
~ 1 / ~ ACCESS STEPS ~ x~, ~ ~ ; - ~ 9 -18 HIGH MA O
:1 / ~ » ~ 2-1 2 EDGE ' ~ ~ , / y 6». _ 3.5" »
1 ~ ° ° 1.0 / ` / TRASH RACK ~]5.5" 18 -36 MICROPOOL OR FOREBAY AREA O
TYPICAL / \ / ~ - ~ HINGE(S) -
~ \ ~ o - - N DATA DRAINAGE DESIG = CE OURFT STORM 33 GRAVEL MAINTENAN
\ ~ m • i / " t~i4? `l \~~tL 1 i~ ; ~ - ACCESS DRIVE » ~ UPSTREAM WNSTREAM UPSTREAM DOWNSTREAM LENGTH SIZE SLOPE -
~ ~ ~ - . _ _ INLET ORIFlCE 30 - TRUCTU STRUCTURE INV. .INV. -
~ 1 • \ ~ / ~ WQ FE 674.80 674.44 45 30 0.80X _ _ REFER TO PLANTING LEGEND FOR REQUIRED PLANTING IN VARIOUS ZONE DEPTHS
6" STAINLESS STEEL / / HINGE ~ ° ° - - - - - - ~ ~ ANCHOR BOLT. EPOXY 1 8" STEEL ~ - - - - - - - - - (1) ALL PIPE TO BE CLASS III RCP, UNLESS NOTED OTHERWISE.
\ , IN PLACE ANGLE PLATE ~ R b 15:5"•. 13:5"•~ 3.5 PLANT SCHEDULE:
1"X1" ALUMINUM GRATING AND \ ! 6 DIAMETE ~ ~ ; ~ BASIN DRAIN ; 6" 6"
HATCH TO BE DESIGNED AND \ s' ' NUfACTURER. \ ~ • CERTIFlED BY MA 2° GRATE 6 GATE VALVE ' ~ • BOTANICAL i4AME COA~MON NAME SIZE SPACING AREA QUANTITY
CONTRACTOR TO SUBMIT / W WHEEL TURN ~ ~ ' ZONE LOCATION
P DRAWINGS TO ENGINEER / • SHO 6 STANLESS STEEL ' / EXTENDED TO TOP • ~ • ' ncus effesus SOFT RUSH PEAT POT 4 FT. OC 471 SF 31 r, f~, p,,~ LOW MARSH ~
FOR APPROVAL PRIOR TO • ANCHOR BOLT. EPOXY OF STRUCTURE i fABRICAiION IN PLACE ~ w~x'~~'"'~ T:~ 1 SF 31
~ ~ I ;~"-~;~4; LOW MARSH scirpus validus SOFT STEM BULRUSH PLUGS 4 FT. OC 47 fy ,
i f. .<<.":` FT. OC 471 SF 52 LOW MARSH pontederia cordato PICKERELWEED PEAT POT 3 -
E ~ ` BARE ROOT 2 FT. OC 471 SF 118 - LOW MARSH peltondra virginica ARROW ARUM =
~..Y _ m e m rs a v u
I ~m",'~ ° ~ " HIGH MARSH juncus effesus SOFT RUSH PEAT POT 4 FT. OC 465 SF 40 _ .,cr ~ _ ~7@'C't~'Y' -
STAINLESS STEEL ~ ANGLE CLIPS =~.an ULRUSH 4 FT. OC 465 SF 40
TYPICAL ' ' ° HIGH MARSH scirpus validus SOFT STEM B PLUGS = . _ = ase - .ase
I 4"~ PICKERELWEED T POT 3 FT. OC 465 SF 68 HIGH MARSH pontederia cordato PEA
;~..b~ _
I I I 465 SF 154
HIGH MARSH peltandra virginica ARROW ARUM BARE ROOT 2 FT. OC
C4 ICROPOOL OT 8 FT. OC 1,425 SF 93 M iris psuedocorus YELLOW FLAG IRIS PEAT P =
OUTLET STRUCTURE ANCHOR GRATING DET/YL 0 LET STRUCTURE PLAN FOREBAY -
" 6.0 DIAMETER ALUMINUM OR DIP NOTES: TOWNSHIP
BEND & SPOOL TOP OF DAM ELEV. 682.00 WALL SLEEVE, 1. CONTRACTOR TO ENSURE TF - LEVEL AND FLUSH WITH SUF Z TO ENSURE THAT OUTLET BOX IS SET HARDWARE CLOTH ACROSS ALL OUTLET = DEWEESE FLUSH WITH SURFACE OF BASE FOOTING OPENINGS. REFER TO DETAIL 'A' FOR
TO PROVIDE UNIFORM BEARI E - - { UNIFORM BEARING PRIOR TO PLACING ADDITIONAL INFORMATION. CONTRACTOR ATTACH REBAR TO CONCRETE RISERS USING = DAV I D S 0 N , NC -
GRATED COVER EMERGENCY SPILLWAY ELEVATION: 681.00 SECOND BATCH OF CONCRE' l fCH OF CONCRETE. GROUT TO REMOVE HARDWARE CLOTH, RIPRAP 1/4" WEDGE ANCHORS. USE WS-1422 ANCHORS ALL ORIFICE AND PIPE OPENINGS INTO AND WASHED STONE AFTER SITE HAS ° BY REDHEAD OR EQUIVALENT
SEE DTt 50 YEAR STORM EVENT HIGH WATER ELEV. 660.44 NECESSARY. ALL ORIFICE #3/5.11 ' THE OUTLET STRUCTURE SH " " El I STRUCTURE SHALL BE SEALED LEAK BEEN STABILIZED. COORDINATE WITH ans R UAND S " MECHANICAL SEALS FO CEPM LOCAL INSPECTOR. a er Quality -
_ TIGHT. USE LINKSEAL ME
ALL PIPES 24" AND SMALLE ALUMINUM STEPS 1t !4" AND SMALLER. o
TYPICAL y-•~ . t TOP OF STRUCTURE TEMPORARY POOL ELEVATION. 679.55 12 0.C. 2. REFER TO DTL. X5/5.11 FOF TL. #5/5.11 FOR EROSION CONTROL
ELEV. 679.60 o MEASURES ASSOCIATED WTI 1 OCIATED IATED WITH THE OUTLET Details = DEVICE. #5 WASHED STONE ':,',a:•r.
PERMANENT D STRUCTURE DEVICE. POOL ELEVATION: 678.00 ° 1 FT. MIN. 1=1 I M - - -
3. REFER TO DTL. #2/5.11 FOF . ~TL. X2/5.11 FOR OUTLET STRUCTURE
f,' J.._ ~°f' - TRASH RACK AND ANCHOR DEVICES. o _ E , 1 OCES• CLASS I RIPRAP
1.25" ORIFICE PLATE -I ..,,--i 4. REFER TO DTL. #3/5.11 FOf TL. /5.11 FOR OUTLET STRUCTURE , a • _ 2"X4" CLEAN OUT STAKE
ALUMINUM STEPS ,a o GRATE DETAIL AND INFORMI 12" O.C. TYPICAL TURNING ROD GUIDERAIL ILL AND INFORMATION. CLEAN OUT BASIN WHEN PROJECT NUMBER: 03-168
ter' O ! " SUPPORTS AS NECESSARY - - " MI I it"= I I 1=1 I I El I - 1 11 11 5. REFER TO DTL #4/5.11 FOf SEDIMENT REACHES TOP ITL 5.11 FOR OUTLET STRUCTURE / OF STAKE. REFER TO
PRECAST 5 X 5 VAULT 6DIAM. GATE VALVE MI I lEd I a = EROSION CONTROL PLAN DRAWN BY: BDS ~ I -
DIMENSIONS ARE TO INSIDE TO DRAIN POND, TURNING PLAN VIEW. CONTRACTOR TO SUBMIT ROD TO BE EXTENDED TO _ t. O FOR SEDIMENT STORAGE BDS DESIGNED BY:
°I SEALED SHOP DRAWINGS TOP OF STRUCTURE WITH - M 11 1=71 1 IEEI, HANDWHEEL FOR OPERATION 11 1 ELEVATION. #4 REBAR =
FOR APPROVAL PRIOR - I TO CONSTRUCTION / 6" DIP POND DRAIN • i - ISSUE DATE: 07.29.04 1" X 1"
WITH TRASH RACK ! - - - - - - WIRE MESH n• -
SOLID FILL ~l o I 45 LF OF 30 RCP II t II GROUT/CONCRETE INV OUT.' I I 0 0.80% oil_.___..,_...........__
c•,: 1` ; `a 674.80• i / BOTTOM OF POND: 675.00 - L 'r
Call DETAIL 'A' . i I =
#5 REINFO - , - - k' . P .1 1 7r__1 111 BARS 0 1 - s ; STRUCTURE S HARDWARE CLOTH ACROSS ALL OUTLET -
ti• IN PLACE I - OPENINGS. REFER TO DETAIL A FOR n-
ADDITIONAL INFORMATION. CONTRACTOR - 5 8 5 05 REVISED WATER QUALITY BASIN INFO ^ TO REMOVE HARDWARE CLOTH, RIPRAP e'' =
_ I AND WASHED STONE AFTER SITE HAS 'i 4 5.12.05 REVISED WATER QUALITY BASIN INFOW . ' • • ! . • . . • ~ • ' • • • _ _..._,__,.__.._.,,~..,...~w w_~ _.,~M,.~._..V.~.......~_..__~___,..w .
Ell I EE ANCHOR DTL. #2/5.11 I 1 THIS SHEET It 111 i._. s I} ¢ ! C~iANGlE AND BACKFILL 1 - .....ww._.~.____._._.~.. BEEN STABILIZED: COORDINATE WITH 3 5.16.05 MECK. CO. & DAVIDSON COMMENTS CEPM LOCAL INSPECTOR. 2 3.31.05 MECK. CO. & DAVIDSONMCOMMENTS
9 - g W/ COMPACTED SOIL) = 1 12.13.04 MECK. CO. & DAVIDSON COMMENTS
I NO. DATE: BY: REVISIONS:
(j1)j [TEMPORARY OUTLET STRUCTURE EROSION CONTROL MF-ASURES -(5)1
I
OUTLET STRUCTURE AND DAM SECTION

I N
i
s e i ~ { 1 ~ I f r r ~ ~ ~ ~ ~ „ Turnbull Si mon Desi r
f i b . F I a~. = g Sn = q - IoOI Morehead S uare Dr. _ WATER QUALITY IN = a Dr.
- ~ ` r f / \ ` BAS CONSTRU CT10N SPECIFICAII ONS. = sni OPERATIONAND - t. to 0 MAINTENANCE - 53 PLAN.
~ 7 1 I . ~ j r i i. 1 t - ~ Charlotte, NC 28203
. r` % ~ ! „ r ~ ' ~ i f - w, - . ~ ~ r' / - 1. THE F COMES, FIRST _ Phone: 7o4.52g.6500 ' OUNDATION AREA SHALL BE CLEARED OF TREES = S, STUMPS, ROOTS, BOULDERS, 1. REMOVE DEBRIS FROM THE TRASH RACK. _ ~ Fax: [phone]
N ~ ~ ~ 7 45 " ° SOD AND UNSUITABLE SOIL. IF NEEDED TO ESTABLISH VEGETATION, THE TOPSOIL SHALL BE - w.~_. STOCKP
. ~ G ILED AND SPREAD ON THE COMPLETED DAM AND SPILLWAYS. THE FOUNDATION AREA 2. CHECK AND CLEAR = SHALL BE THOROUGHLY SCARIFIED BEFORE PLACEMENT OF THE FILL MATERIAL. THE ORIFICE OF ANY OBSTRUCTIONS. IF A PUMP IS USED AS A DRAW
~ ' _ G ~ i ~ i / ~ „ ~ I ~ ' - DOWN MECHANISM, CHECK FOR PUMP OPERATION,
f ~ ~ 1' _ 2. EXISTING STREAM CHAN- LAND DEVELOPMENT NELS IN THE FOUNDATION AREA SHALL BE SLOPED NO STEEPER 3. CHECK THE POND SIDE = DESIGN SERVICES .S
THAN A RATIO pF ONE HtaRlZtaNTq! rn ONE NFpTI^q:. T4{r~ S~4A:r ~r ~c-crr~~ AFL SLOPES, REMOVE TRASH, REPAIR ERODED AREAS BEFORE THE NEXT RAINFALL EVENT. - - WIDENED AS NECESSARY TO REMOVE ALL STONES, GRAVEL, SAND, STUMPS, ROOTS, AND -
~ - ~ ~ ' i , _ , t ~ . , _ _ , r E OTHER OBJECTIONABLE MATERIAL AND TO ACCOMMODATE COMPACTION EQUIPMENT. 4. IF THE POND IS OPERATED WITH A VEGETATED FI
r . ,r ,....,ti _ , ~ A r of I / , . f" I `~.,4 FOUNDATION AREAS SHALL BE KEPT FREE OF STANDING WATER WHEN FILL IS PLACED ON ACCUMULATION LTER, CHECK THE FLTER FOR SEDIMENT THEM. THE BORROW AREAS SHALL BE CLEARED OF STUMPS, ROOTS AND UNSUITAB ,EROSION AND PROPER ORIENTATION OF THE FLOW SPREADER MECHANISM.
, ~ ~ r , THE WATER QUALITY BASIN SHALL BE C LE SOIL. REPAIR AS NECESSARY. - LEARED AND ALL STUMPS REMOVED. nuuuu - ~ r
/ r J . f ~ rf ~ _ r rrr ONS BEGIN, THE SOILS ENGINEER 1MLL TAKE REPR = ~ 0
~ _ r , ..a_. ~ ~ , r t _J ~ ~ r w 3. BEFORE FILLING OPERAT1 B. QUARTERLY = CA 0, ESENTATIVE 1. INSPECT THE COLLECTION SYSTEM IE: CATCH BASIN _ .o, E ) - ~ • SAMPLES OF EACH PROPOSED FlLL MATERIAL AND TEST THEM TO DETERMINE TH ( S, PIPING, GRASSED SWALES FOR = ~ 0.• S
r j ! ,r f _ , _r ~ ~ f, ~ ! ~ , . ~ ! ` PROPER FUNCTIONING. CLEAR ACCUMULATED TRASH FROM BASIN GRATES BASIN : ~e 0 :9 COMPACTION AND CLASSIFCATION CHARACTERISTICS (PROCTOR TEST .ONLY THOSE MATERIA BOTTOMS, _ ~ ; LS AND CHECK PIPING FOR OBSTRUCTIONS. ; '9 • -
_..W-° w F 4 \ ! L ! s AS APPROVED BY THE SOILS ENGINEER WILL BE USED AS FlLL ON THE DAM. G = _ •4 e = ENERALLY SM - _ ~ Eq OR SC CLASSIFICATION SOILS WILL BE ACCEPTABLE. COMPACTED EARTH FI -
~ \ ~ if 7 \ , s - + ~ ~ 1 LLS SHALL BE 2. CHECK POND INLET PIPES FOR UNDERCUTTING, REPLACE RIPRAP AND R P ~ 2831 e CONSTRUCTED TO THE ELEVA110NS LINES GRADES ~ E AIR BROKEN AND CROSS SECTIONS INDICATED ON THE PIPES.
" f'f ~ f ! ~ M PLANS. _ :F _ ° •
- 3. RESEED GRASSED SWALES, INCLUDING THE VEG = 'i °°°°•N ~ _ 4. AFTER STRIPPING OF FOUNDATIONS AND REMOVAL OF WEAK OR UNSUITABLE MATERIALS ETAIED FILTER IF APPLICABLE. TWICE A - 'i,~~/ ~
tf HAS BEEN COMPLETED, AND BEFORE START OF MATERIAL PLACEMEN YEAR AS NECESSARY. REPAIR ERODED AREAS IMMEDIATELY. - 'yip C, p~`~ T, COMPACTED EARTH rq q~
, 1 ~ - ` r ~ rnununn~ HA BE USED TO FILL ALL STUMP HOLES, MINOR EXCAVATIONS AND DEPRESSIONS FOR ' CAVIT1ES INSIDE THE EARTH FlLL LIMITS. ,VERY SIX MONTHS
~ `v 1. REMOVE ACCUMULATED SEDIMENT FROM THE BOTTOM OF THE OU T = ~~+jj110°++rru~ u+~++++++r+rr TLE STRUCTURE. _ ``gyp trip ppri
y 5. FILL SHALL BE PLACED IN HORIZONTAL LAYERS OF NOT MORE THAN (9") LOOSE DEPTH. 2. CHECK THE PO = ~ ~ ~ ~ ~
B2 ~S ~ \ . AS SOON AS FEASIB ND DEPTH AT VARIOUS POINTS IN THE POND, IF DEPTH IS REDUCED LE AF1ER STARTING CONSTRUCTION OF A FlLL. THE CENTRAL TO 75~ _ ~ ~ p PORTION OF ORIGINAL DESIGN P - • NGI ° 0 . , THEROF SHALL BE BUILT AND MAINTAINED SLIGHTLY HIGHE DE TH, SEDIMENT IMLL BE REMOVED TO AT LEAST ORIGINAL DESIGN - e° ~
r,r rs -~1NV. OUT: $86:0 - """,.-,r.~ CLASS A- r'" f' R THAN THE SIDES TO ALLOW FREE DEPTH. • ~ ~ _ • DRAINAGE TO THE SIDE SLOPES. _ eQ. ° •
f r LENGTH; 2T r j ~ ~9 _ _ •47 2° • - ~ ~8 Y D. EN RA - - - 2.235 - - ~ - • =
~ 1 ~t _r r , , O , 6. EACH LAYER OF FILL sH - .u~iC ; Z : : -I . C 157 . ' 9 ALL BE COMPACTED BY ROLLING - • - WITH COMPACTION EQUIPMENT 1. MOW THE SIDE SLOPES, NOT INCLUDING NORMALLY SUBMER = "s ''sue ~ ~ ~ e ° Q = GED VEGETATED SHELF, _ ; ~ ; ~ r ; 4 , WHICH IS BEST SUITED FOR THE TYPES OF SOIL ENCOUNTERED. FILL ADJACENT TO PIPE ACCORDING TO THE • • ~ s °
" , ` D TH~~z- { ~ i , _ " , CONDUIT AND ANTISEEP COLLARS SHALL BE COMPA SEASON. MAXIMUM GRASS HEIGHT WILL BE 6 . , ~ r ~ . CTED BY HAND. EACH LAYER OF FILL = ti~ Orv ~
_ ~ A. SHALL BE COMPACTED TO NOT LESS THAN 95% _ G ~G `4. MAXIMUM DRY DENSITY (STANDARD PROCTOR) 2. CATTAILS, AND OTHER INDI = < ~ ~ ~ AT OPTIMUM MOISTURE CONTENT. WETTING OR DRYING OF THE MATERIAL AND MANIPU GENOUS WETLAND PLANTS, ARE ENCOURAGED ALONG THE POND - ''ir ~/S I G~0 p~` '~i, S/ p~`' ~0`
\.w.„ y. `o ~ y b h® , ~'w CATION PERIMETER. HOWEVER, THEY MUST BE REMOVED WHEN TH = rrr t~~` Sri ~ p`` TO SECURE UNIFORM MOISTURE CONTENT THROUGHOUT EACH LAYER SHALL BE REQUIRED. AREA OF THE POND. EY COVER THE ENTIRE SURFACE - r4r?ru++qpq~ rnrrum+++ppn~~
~ o DENSITY TESTS WILL BE PERFORMED AT A FREQUENCY AS SPECIFlED BY THE SOILS ENGINEER.
.v-. PPP P D P Y °`~r.n,,,~ P P P D P°:q PD p DP p~D hp~ y. ` .w'`"''.. ~ PYDGY pD OP kff/D bPDAb DD 's . 1 \ AS A MINIMUM, TESTS WILL BE PERFORMED ON EVERY THIRD LIFT OR EVERY 1000 CUBIC 3. THE ORIFICE IS DESIGNED _ = THE DRAWINGS AND THE DESIGN SHOWN THEREON ARE INSTRUMENTS YARDS WHICHEVER COMES FIRST. ALSO DENSITY TEST WILL BE PERFORMED WHEN TO DRAW DOWN THE POND IN 2 5 DAYS. IF DRAW DOWN IS NOT = OFTURNBULLSIGMONDESI NTS
D,p~~ y °btrD DP PPPDP P @P~~ ~P DPbY Gr~PD . "'Ph PY P aDPF D YP trDPP .Apb.Pw°b =~P PP PD SEE .DETAIL :.5;1.} ~ P P b Y' D DD D ~ 4ybP P P A!P 4i; DD P P ` PDY PDPDy PD P R .,~y ~ h P pPPPP Y~ti,hP p b w EVER FlLL ACCOMPLISHED IN THAT TIME, THE SYSTEM MAY BE CLOGGED. THE SOURCE OF CLOGGING GN, P.A. THE REPRODUCTION OR , a MATERIAL CHARACTERISTICS CHANGE. = UNAUTH MUST BE FOUND AND ELIMINATED. ORIZED USE OF THE DOCUMENTS WITHOUT THE CONSENT OF
q. h'.. PP °Y .PD PP S'Dbbb°pYPD @ Yh bP i1P xD DpY'4PPPPR YY~@ V . w' .P~4.P bPPA~HA'tiy~D PY °PY°Y v ' ~ CD D°P P° ~ PPPP P°D.°P i .i ' b P G• P i PP D h o b P b TURNBULL SIGMON DESIGN, P.A. IS PROHIBITED. 2004 OF
P b D P b t \ p h P d` @ YP P k Y Y bh PA Fh PP Pq D.. D 5^ P h P` y( j, t"`~. P P r b `p` r, C h ¢ w b Py. -Dq oP Pb P°nYP yPDgPD PPYP P. ! 'w }~,K ~D D P Dp .P D 7 ' P . fi~ ri 1'~ P P P D P P. b„ .-4 7\ 'L: - $ b .D'am' ' P P D 9' h la P P p •b P P P P C aCj ~ ~ ~ "6` D P P D $ ~^P P b Y D Y P D B. OUTLET DEVICE 4. ALL C = ~ OMPONENTS pF THE DETENTION POND SYSTEM MUST BE KEPT IN GOOD WORKING
! P D Y i. D PD DP YD ° °P DD D Dyd.P Pi i+ ~ ..Ia., bG. DP PD d DYD b~'h PG PP PP P P b PD DP 4 kb. Dg P `P ,ems ~..r D b P ? Gr `'p by Py py L .;'j a: b P D b 4 D 4 V. f', ! D P D S`° P Y V P P P 6 R.DD y. G,..D PPo&Y ~ w. T.. ~'r~ ~'w,,: c...~ PPp YbPPP°D PP DP PyDq°PP Sys , Y i ORDER. - ` 1. OUTLET DEVICE COMPONENTS ARE TO F ABRICATED AS SHOWN ON THE PLANS. -
~ -r °Y°PDDP D®h DG'F'Ai`Ay°. YqD DP°,96 @PP.~ 1 . F.l ~ ~ YD Py „YPD PD YbD DD D,P~Pp ~PY DP 4h T R ® PY i° PD -1..~~ D ~ D Db p PP P P D _ _ ~ D nD P!y-9`D'lry PYq D. DD by Ph Ph \ _ ~ / 'S'pp9 pb Pb DtrD ~.~P'p DD DDDP D v,¢ a Dq P 'PD c'v DP D ~ ,\h D i• .P P P 1 'S Q ummer S, - s a 5. UPON COMPLETION OF THE POND AND PRO~CT DEVELOPMENT, THE SUMMERS WALK ~ ~ 2. CONTRACTOR TO SUBMIT DESIGNED SHOP DRAWINGS TO THE CIVIL ENGINEER FOR LC
~QREBAY ' ~p•P,~Dp DYPA°D P PPDPDP DP P DpP~PPD DyP bPbbPpD 1 C~ - pDb¢bgYY P r~DVV C \hg \ ®D PPPP DD4ga4i PRIOR TO CONSTRUCTION TO THE OUTL APPROVAL SUBDIVISION HOMEOWNERS ASSOCIAl10N WILL BE THE RESONSIBLE PARTY FOR OPERA _ ET DEVICE. SHOP DRAIMNGS SHOULD INCLUDE MAINTENANCE. 110N AND
D P° D VP D\ bP P f r p DYPP P4D D _ ~ \v P ADD F ......r....w ..H PRECAST BOX DESIGN, TRACH RACK, GRATED COVER, ALUMINUM STEPS, AND ALL =
G DRAIN/ORIFCE PIPING REQUIRED. ~ -
£ yy C. CONCRETE WATER QUALITY BASIN INFORMA TION
~ Lam, !'',1 4 v w < ~ t ~ *a w .F- .y , .ri yr f - t` }y,.,,E sic" ~ k kv . - i _ 1~ 7 - - ' ,w ' r 1. ALL CONCRETE SHALL CONFORM TO THE
, v~~ . ~ i` I i ' ,Y .e~~--~i'' ' ~ r .p t,,, ~ ~ ..y~,,.r~ r ~ k~''cf,".c ,,,f ~t ~ . - s i <r,~`~ ~ ~"'i i ~ d ri .i v -f~ ( . >f_. r d , ~ ~y., s ~ r ' ,.SC...s,, ti,L. _r,..'iG .6:" f~.~Y;~r*~ . f r:m,..: 1 ~i~;.F?.:J.,,. t STANDARD SPECIFlCAl10NS FGR READY MIXED CONCRETE, ASTM C 94. AN AIR-ENTRAINING ADMIXTURE SHALL BE ADDED. THE CONCRETE BASIN NUMBER B -
w w~... . P w~ r r . +a r r z"`~^ ~t - .x-~.i w , j rA1 v~~w.. ~ . r 3'.-h.. h, ! ~~'.~;,n r .-.A ~ , r`' ; :a_.d.,~--~ ~~x•- , f, f ~t ,1 a. y- r`~ i• I, t ' f ..,x r~ (`w f ~ 1 ? ~ ~ I , wy~'i r. ~ T, l~,M-.^k .f 'i.... i + w ' >ti tl SHALL BE PROPOR110NED TO MEET THE FOLLOWING REQUIREMENTS:
-~a A- ~ .~c`."~`.d.P 'n ~ f , .~i-"~' ~ d , f~ -r ~..:~.-7~ ~ -'fir ~ f 4 r ~ ~ ' , t, s . 0 \ + I ~ r ?^'"5" ~ , - I "1 L. , ~ A A, 7 . }~~r t h j•l r 1. f 4~! ~x.. , t y ~y 1 i k.~ ' r v , .,.wa. COMPRESSIVE STRENGTH: MINIMUM 3600 PSI WATER-CEMENT RATIO: 0.40 - 0.50 = FER_ " BASIN TYPE EDW ~ OO SWIM BL~F! ~ SLUMP: MINIMUM 3 =
dF ~ ~f 4.~^~-"'..Y,, r i .w.•~'"" ~ ~ _"`4.r(, ~ \fu f MI`. \.,.h~". ~ a 1;,.- r"~ i t t . i ^~w„ r ; Y-"~~~ s .k .T .y. ,....~,.x ~r'~i Y'-,'~G„w ~Ar °S r , • r 't:~`. `a` '-~`"f~/~ I 1~~ i ll.. .f :~"`~a .r--~'.^ .+'l.LY.,-. v r .t f' i,..Y,.^`. ~ ~ s w t w v l~ l l .~.~-n - , x^^l~,yL+'f . 1! - . ~ i w v t ~ r t' ; t = s r.. 1 ,-rr.,~,-F-~,~ ,,t-,.-t, x„„,, ,MAXIMUM 5 AIR CONTENT: MINIMUM - I3 ~v,~~~ ,.grit , _r„ 5~, MAXIMUM 8~ 801 REESE BOULEVARD
.i ' ~ ~~~Y" ~ r t 1,.,. ~.m , , i ~j ' 'w ' , d-`s. ..'~f, p a , lf'~, . ~ + , f' ,M ~r ~ „ ~ COARSE AGGREGATE: 1" - 1 1 2" DRIUNAGE AREA (AC) 8.9B ~ ~ a ~ - -~„t~ ~ ~ r~~, r,,~..: = SUITE 150
} v. ~ DESIGN IMPERVIOUS PERCENTAGE (X) 42 ~ ; ~ fir?'-, ~ - ~~S~i~~t -
l W . ...~w.._ ! ~ z~ ~ HUNTERSVILLE NC 2 t~ J . ~ ~ _ ~ 8078
_r- ...:x^. ' WA 4UAL~TY;~IN #8 , r~ ti~ s, , i ~ rw.: 0 . , , ' ~ y .r; 'T ~ ~ N-~" ~ j 1. GRASS ALL AREAS DISTURBED BY SA/bA 1.80 = ~ ~ NE CONSTRUCTION PER SPECIFICATION OF EROSION CONTROL = DETAIL SHEET.
¦ ~ VVa~ ~ ~-r. ~ j~ REQUIRED SURFACE AREA (SF) 7,013
..a.-- `'.`rte k ~T \ ~ ~.,.a.- s " SPILLWAY ~ ~ r _ ~ k, -,l , ~:`s~- EMERGENCY ,r~, ,ti <f.~" _ 34 LF f3F"36 RCP' '';"~~r z ~ - , w,~,~~~"~:- ' .i. ~t..f ~'.~""..~..c.,~'~ E, PLANTING
VAlI68904 ~ ELE ON: '~7" ..~t,0o~~ ~ . . . 76 NGTHi PERMANENT POOL SURF - ~ ; ACE AREA (SF) 7,035 - F 1. WETLAND PLANTINGS SHALL BE ADDED AS REQUIRED BY STORMWATER BEST MANAGEMENT -
a' - ~ _ ~ PRACTICES. PLANTING SHALL BE BASED ON AVAILIBILITY OF PLA = _ NTS LISTED IN TABLE 2.2. PERMANENT POOL VOLUME (CF) 9,433 =
:
. _ _ HEADWALL .__......u_.wk_..w FES~B'- , : ~ : TEMPORARY POOL VOLUME (CF) 13,921
' iNV. OUT: 676:00' _ .f ~
a.,... - PLUNGE POOL::. ~5 ED. USE ZONE i CLASS }I :APRON ~ ' .
. ~ . -
-~w..
.r ' mfr 1j,.
1. ~ - „~F ti
f w ' I . f.-', -
(EXTENDED DETENTION ~I~ETIANDJ SCALE:1"•24'

.WATER Q UAUTI(LEGEND/f'U°INlI - NG.
SYMBOL DESCRIP~I.
r~`~ i ~
5"X5"X3 8" ~ ~ ~ / \ r..,y RIP RAP APRON, SPILLWAY -
STAINLESS STEEL \ ANGLE ~ _
'l k} SUBMERGED AND PLANTED
~ , 0.5 FT. 0.5 FL 6 FT. _ / ' S.0 FT. LITTORAL SHELF 0"-9" LOW MARSH AREA \ 4` -
, :Jb -
~ Y ~ 1 M r V ~ C~~:~JYV' X31 - ' 18 ALUMINUM ~~:~~~_~;>~~a~ SUBMERGED AND PLANTED LITTORAL SHELF
/ ~ ` I / ~ 2-t 2" ~ . ACCESS STEPS `e ~ r; ~ 9"-18" HIGH MARSH * ~~.~a~F~ AREA _
1.0' , ~ EDGE ~ ' / f ~ v . A. ~.a. f ;e 6 - 6 '
TYPICAL ` . TRASH RACK ~ ' 4" 15.5" " "
/ HINGE(S) I ~ o 18 -36 MICROPOOL OR FOREBAY AREA
/ ~ , a' ~ ~ . _ 6 DIAM. . ~ ; ~ GRAVEL MAINTENANCE
\ : ~ _ ~ -r-- ~ , INLET ORIFlCE " , , ORM DRAINAGE D _ : Access DRIVE ESIGN DATA = 36 _
~ ~ 6" STAINLESS STEEL / ~ " ~ ~ HINGE \ UPSTREAM OWNSTREAM UPSTREAM DOWNSTREAM LENG TH SIZE SLOPE TRUCTURE STRUCTURE INV. INV.
ANCHOR BOLT. EPOXY ~ ~ 1/8" STEEL \ ,.g IN PLACE ~ ANGLE PLATE - - - - - - - - - - - - * REFER TO PLANTING LEGEND FOR REQUIRED PLANTING IN VARIOUS ZONE DEPTHS - FE 676.34 876.00 34 38 1.OX
t X1 ALUMINUM GRATING AND ' 6 DIAMETER ~ 15.5 • 15.5», " (1) ALL PIPE TO BE CLASS III RCP, UNLESS NOTED OTHERWISE.
HATCH TO BE DESTGNEO AND ~ . BASIN DRAIN ~ : a • • , „ 4 PLANT SCHEDULE.:
CERTIFIED 9" MgMl~4!'T~ ~R,CR 1i ~ - a : E CONTRACTOR TO SUBMIT lRAPE 6" GATE VALVE ~ ' 4@, _ _
I , SHOP DRAWINGS TO ENGINEER 6" STAINLESS ~ • W/ WHEEL TURN • • • • ZONE LOCATION BOTANICAL NAME COMMON NAME SIZE SPACING AREA QUANTITY • `ti
FOR APPROVAL PRIOR TO STEEL / EXTENDED TO TOP • . LOW MARSH ~uncus effesus SOFT RUSH PEAT POT 4 FT. OC 615 SF 40 = y. _
FABRICATION ANCHOR BOLT. EPOXY OF STRUCTURE IN PLACE ~ \ , ~
LOW MARSH scirpus validus SOFT STEM BU PLU CRUSH GS 4 FT. OC 615 SF 40 - i -
LOW MARSH ontederia cordata PICKERELWEED
i P PEAT POT 3 FT. OC 615 SF 68 ""Y~?
~~.y, ~ ~ ' ' ' LOW MARSH eltandra vir lnlca ~ ;rE P 9 ARROW ARUM BARE ROOT 2 FT. OC 615 SF 154
_
STAINLESS STEEL ANGLE CLIPS HIGH MARSH juncus effesus PEAT SOFT RUSH POT 4 FT. OC 615 SF 40 ~ -
TYPICAL
umm w~ ers a HIGH MARSH scrrpus valldus SOFT STEM BULRUSH PLUGS 4 F"1'. OC 615 SF 40 =
HIGH MAR onteder' PICK - 5; Ev. , , ~ SH p ra cordata ERELWEED PEAT Pt7T 3 FT. OC ~t~ sF as = h tr e T Q~ ~ h r..w A
q+7 j llaac 1 lX, 1 lld?lC
HIGH MARSH peltandra virginica ARROW ARUM BARERC4 OOT 2 FT. OC 615 SF 154
OUTLET STRUCTURE ANCHOR GRATING DET/YL OUTLET STRUCTURE PLAN MICICROPOOL
REBAY iris psuedocorus YELLOW FLAG IRIS PEAT POT 8 FT. OC 1809 SF 59
I
6.0" DIAMETER ALUMINUM OR DIP
WALL SLEEVE, BEND do SPOOL NOTES: TOP OF DAM ELEV: 690.00 1. CONTRACTOR
TO ENSURE 1 LEVEL AND FLUSH WITH SL )R TO ENSURE THAT OUTLET BOX IS SET FLUSH WITH SURFACE OF BASE FOOTING HARDWARE CLOTH ACROSS ALL OUTLET
GRATED COVER TO PROVIDE UNIFORM BEAF EMERGENCY SPILLWAY ELEVA110N: 689.00 SECOND BATCH Of CONCRI UNIFORM BEARING PRIOR PLACING OPENINGS. REFER TO DETAIL 'A' FOR ADDITIONAL INFORMATION. CONTRACTOR TIE WIRE MESH/HARDWARE CLOTH TO REBAR. D TO EWE ES E TOWN S H I P
DTL. SEE ED #3/5.12 50 YEAR STORM EVENT HIGH WATER ELEV. 688.86 NECESSARY. ALL ORIFICE ITCH OF CONCRETE. GROUT IF TO REMOVE HARDWARE CLOTH RIPRAP ATTACH REBAR TO CONCRETE t, ALL ORIFICE AND PIPE OPENINGS INTO ~ RISERS USING IeJAVI DSO N N
THE OUTLET STRUCTURE SI AND WASHED STONE AFTER SITE HAS c, 1/4" WEDGE ANCHORS. USE WS-1422 ANCHORS , C i STRUCTURE SHALL BE SEALED LEAK BEEN STABILIZED. COOR "LINKSEAL" MECHANICAL SEALS FOR DINATE WITH BY REDHEAD OR EQUIVALENT
TIGHT. USE "LIN " KSEA L M!
TOP OF STRU RE ALUMINUM STEPS ALL PIPES 24" CTU TEMPORARY POOL ELEVATION: 687.71 12 O.C., TYPICAL ELEV: 687.75 ii I I I## = AND SMALL - . 1 24" AND SMALLER. CEPM LOCAL INSPECTOR. )TL. X5/5.12 FOR EROSION CONTROL ASSOCIATED WITH THE OUTLET •
o P i{° -~I ! i•°0 4 I~°~ i t {'°°°I 11-'°°tl i R 1 P°i i 2 ° ° Water Quality ans
PERMANENT POOL ELEVATION: 686.00 REFER TO DTL. #5/5.12 FO p - ( MEASURES ASSOCIATED W1 11 Fi STRUCTURE DEVICE.
1 FT. MIN. DEVICE. 1 -6 #5 WASHED STONE 4`' = e tai s
3. REFER TO DTL #2/5.12 FO TRASH RACK AND o i ANCHOR DEVICES. )TL. #2/5.12 FOR OUTLET STRUCTURE
ALUMINUM STEPS 1.5 ORIFICE PLATE pp VICES. k..• R = CLASS I RIPRAP o =
* " ° -6 =1 I 1=1 I A 12O.C., TYPICAL , " TURNING ROD GUIDERAIL - 4. REFER TO DTL. #3/5.12 FO » I GRATE )TL. #3/5.12 FOR 0 UTLET STRUCTURE ;~i, _
SUPPORTS AS NECESSARY o i I- 1=11 Ell 1=1 1 I DETAIL AND INFORM 11L AND INFORMATION. 2 X4 CLEAN OUT STAKE ~,;,•,•,'::,;.~:•',;i -
PRECAST 5' X 5' VAULT 6" DIAM. GATE VALVE s; 5. REFER TO DTL. #4/5.12 FO DIMENSIONS ARE TO INSIDE TO DRAIN POND, TURNING ° CLEAN OUT BASIN WHEN )TL #4/5.12 FOR OUTLET STRUCTURE SEDIMENT REACHES TOP
PLAN VIEW. CONTRACTOR TO SUBMIT ROD TO BE EXTENDED TO I OF STAKE. REFER TO PROJECT NUMBER: 03-168
00 TOP OF STRUCTURE WITH SEALED SHOP DRAVNNGS - EROSION CONTROL PLAN FOR SEDIMENT STORAGE " ° tD
HANDWHEEL FOR OPERATION ° - --m FOR APPROVAL PRIOR TO CONSTRUCTION ~i - - - - - - - - - - °t ELEVATION. t - DRAWN BY: BIDS
6 DIP POND DRAIN ° t t WITH TRASH RACK t . - - - - - - - - - - ,..Y. Y: BIDS a. - #4 REBAR DESIGNED B
SOLID FILL I( A' ° i t 3 I I - 4 LF OF 36" RCP GROUT/CONCRETE
INV OUT-.1 m 1.0x BOTTOM OF POND: 683.00 676.34• t I I 0 0 - " - ISSUE DATE: 07,29.04 1" X - - WIRE MESH
- - - - - - - - - - - - - - -
I
I Nr l e ~ s #5 RE NF A I -
BARS 0 1 t a a - , : -t I 1 DETAIL 'A'
Tal FT. A. STRUCTURES-
.0 AR e - IN PLACE i HARDWARE C _ _ _..w _.r___.._.._.. _ _ LOTH ACROSS ALL OUTLET a: _ _ OPENINGS. REFER TO DETAIL 'A' FOR ~ ~ ~ ' . _ • _
( I EE ANCHOR DTL. #2/5.12 p C ADDITIONAL INFORMATION. CONTRACTOR
_ THIS SHEET TO REMOVE HARDWARE CLOTH RIPRAP ° e ` = _ __,,..w. _ _ _
g w _ - - C~iA~IGE AND BACKFILL 9 AND WASHED STONE AFTER SITE HAS REVISED WATER QUALITY BASIN INFO ER QUALITY BASIN INFO - BEEN STABILIZED. COORDINATE WITH ' • • • _ _ 4 5.12.05 . .-Fte VISED WATER QUALITY BASIN INFO
W/ COMPACTED SOIL) CEPM LOCAL INSPECTOR. = 3 5.16.05 MECK. Co. DAVIDSO DSON COMMENTS
2 3.31 05 m MECK. Co. & DAVIDSON COMMENTS
1 12.13.04 MECK, CO. &rnDAVIDSON COMMENTS
OUTLET STRUCTURE AND DAM SECTION NO. DATE: BY: REVISIONS:
TEMPORARY OUTLET STRUCTURE EROSION CONTROL MELAISURES
`I 5 * 12

i
I r~ °g Turnbull Sigmon Design = >ooi Morehead S ware Dr.
I , t f r" ~ - q q
.a, ~ Vf/ATFR QUALITY BASIN N - ~s Suite 530 CO STRUCTION SPECIFIC,gT10NS. OPERATI N - 0 AND MAINTENANCE PLOW. • ; Charlotte, NC 28203
I i • A. EARTHWORK A,_INSPECT MaJTHLY. OR AFTER EVERY RUNOFF-PRODUCING RAINFA L FvFNT wurr.HFVFR = r,=i Phone: v 7o4.52g.65oo
~ l` - l ~ - w ; . .q _ , ~ ~ ~ ; I . ~ COMES FRST - 'r Fag: 0.22.08$2 1. THE FOUNDATION AREA SHALL BE CLEARED OF TREES, LOGS, STUMPS, ROOTS, BOULDERS, 1. REMOVE DEBRIS FROM THE TRASH RACK. - 7 4 5
4 . w _ ~ .~v ,a _ , ' SOD AND UNSUITABLE SOIL. IF NEEDED TO ESTABLISH VEGETATION, THE TOPSOIL SHALL BE
x ~ c r,. , _ w.. _ ~ ~ \ STOCKPILED AND SPREAD ON THE COMPLETED DAM AND SPILLWAYS. THE FOUNDATION AREA 2. CH ECK AND CLEAR THE ORIFCE OF ANY OBSTRUCTIONS.IF A PUMP IS USED AS A DRAW - SHALL BE THOROUGHLY SCARIFlED BEFORE PLACEMENT OF THE F1LL MATERIAL. DOWN MECHANISM CHECK FOR PUMP OPERAl10N.
_ ~ ~ r _ _ I i,. ` _ = LAND DEVELOPMENT DESIGN SERVICES
~ , Y -vim. - - - ~ z ~ f i ' ~ 2. EXISTING STREAM CHANNELS IN THE FOUNDATION AREA SHALL BE SL OPED NO STEEPER 3. CHECK THE POND SIDE SLOPES, REMOVE TRASH, REPAIR ERODED AREAS BEFORE THE NEXT - . ' THAN A RATIO OF ONE HORIZONTAL TO ONE VERTICAL. THEY SHALL BE DEPEENED AND RAINFALL EVENT.
~ - ~ i ~ ~ ~ , r r • ' ,t'~~ ~ w.w r I WIDENED AS NECESSARY TO REMOVE ALL STONES, GRAVEL, SAND, STUMPS, ROOTS, AND
I rr 'S to rr ,r-~~`'' OTHER OBJECTIONABLE MATERIAL AND TO ACCOMMODATE COMPACTION E UIPMENT. Q 4. IF THE POND IS OPERATED WITH A VEGETATED FILTER, CHECK THE FILTER FOR SEDIMENT -
~ ~ ` ~ t ' ~ ~ ~,~w ~ r , n°" FOUNDATION AREAS SHAU. BE KEPT FREE OF STANDING WATER WHEN FILL IS PLACED ON ACCUMULATION EROSION AND PROPER ORIENTATION F 0 THE FLOW SPREADER MECHANISM. THEM. THE BORROW AREAS SHALL BE CLEARED OF STUMPS ROOTS AND UNSUITABLE SOIL. REPAIR AS NECESSARY. _
` _ ~ ~ ~ / w - r,,~' ~ CONCRETE' APRON THE WATER QUALITY BASIN SHALL BE CLEARED AND ALL STUMPS REMOVED, -
r, ~ L I % ~ ~ , ,v / ` 12:ACCESSDRIVE , ~.-F 3. BEFORE FIU.ING OPERATIONS BEGIN, THE SOILS ENGINEER WILL TAKE REPRESENTATIVE 1. INSP CT TH = ~
r E i „ " ~ ~ \ r ~ ~ ~t y E E COLLECTION SYSTEM (IE: CATCH BASINS PIPING GRASSED SWALES) FOR - e° SAMPLES OF EACH PROPOSED FILL MATERIAL AND TEST THEM TO DETERMINE THE - ;.*Y•.``~,,;~~~:~ PROPER FUNCTIONING. CLEAR ACCUMULATED TRASH FROM BASIN GRATES, BASIN BOTTOMS, _
\ ~ ~ / f ~ : ~ r { \ COMPACTION AND CLASSIFCATION CHARACTERISTICS (PROCTOR TEST). ONLY THOSE MATERIALS AND CHECK PIPING FOR. OBSTRUCTIONS. - = ea 9r:
h`'~~~ AS APPROVED BY THE IL = i 3 SO S ENGINEER WLL BE USED AS FILL ON THE DAM. GENERALLY SM e = ° 28 4 ,..`I OR SC CLASSIFICATION SOILS WILL BE ACCEPTABLE. COMPACTED EARTH .FILLS SHALL BE 2. CHECK PONp INLET PIPES FOR UNDERCUTTING, REPLACE RIPRAP, AND REPAIR BROKEN = t
CONSTRUCTED TO THE ELEVATIONS, LINES, GRADES AND CROSS SECTIONS INDICATED ON THE PIPES. - '°,F` ~,°t ~
"y ~ i~ r ~ ~ A `'w ~ ~ i 1 ~'e~ PLANS. = °°°:yG'INEF:••° w\:
w~ ti / f „i~ ~ ~ 9 \ -v ti t.. ~ 3. RESEED GRASSED SWALES, INCLUDING THE VEGETATED FILTER IF APPLICABLE. TiMCE A - //,9/I/ - ,`ti` 4. AFTER STRIPPING OF FOUNDATIONS AND REMOVAL OF WEAK OR UNSUITABLE MATERIALS YEAR AS NECESSARY. REPAIR ERODED AREAS IMMEDIATELY. - ~~ip ~ •
i r"'~ i f z ~ ~ - . ` ~ ~ HAS BEEN COMPLETED,. AND BEFORE START OF MATERIAL PLACEMENT, COMPACTED EARTH 'u~nNm~nH~`
`-h;`~'` SHAU_ BE USED TO FILL ALL STUMP HOLES, MINOR EXCAVATIONS AND DEPRESSIONS FOR ^ , y C. EVERY SI)( MONTHS - uwuu uuu - /~i~,~,~~ =~~,r CAVITIES INSIDE THE EARTH FlU. LIMITS. 1. REMOVE ACCUMULATED SEDIMENT FROM THE BOTTOM OF THE OUTLET STRUCTURE• _ ~~~~~~i ~~~~~~~i
r i ~4 \ 1 ~r s ~ ~ ~~:~;rw..~ . 1~ / . . /
~ . A 5. FILL SHALL BE PLACED IN HORIZONTAL LAYERS OF NOT MORE THAN (9) LOOSE DEPTH. 2. CHECK THE POND DEPTH AT VARIOUS POINTS IN THE POND. IF DEPTH IS REDUCED TO 75X = ~ °°°•e 4 . , G I . ` . AS SOON AS FEA - EN ~ . T
~ `,V ` ~ ~ 6^ ~ r, , 2 ~ ~ SIBLE AFTER STARTING CONSTRUCTION OF A FILL. THE CENTRAL PORTION OF ORIGINAL DESIGN DEPTH SEDIMENT WILL BE REMOVED T ~ ° . ,N~.,, , .hy ~ , 0 AT LEAST ORIGINAL DESIGN = ~ e F,P ; ~ , ~t ;9 y . THEROF SHALL BE BUILT AND MAINTAINED SLIGHTLY HIGHER THAN THE SIDES TO .ALLOW FREE DEPTH. - t ~ ~ : t ;
~ti~ - DRAINAGE TO THE SIDE SLOPES. - _ , i'~ ~s
- ~ ~ ~ x. i - ~ ~ - 235 •2 _ C 157 _ D. GENERAL _ = - s : Q fi. EACH LAYER OF FILL SHALL BE COMPACTED BY ROLLING WITH COMPACTION EQUIPMENT 1. MOW THE SIDE SLOPES, NOT INCLUDING NORMALLY SUBMERGED VEGETATED SHELF - • G ° ~ . •~r • 4
f' ; WHICH IS BEST SUITED FOR THE TYPES OF SOIL ENCOUNTERED. FILL ADJACENT TO PIPE ACCORDING TO THE SEASON. MAXIMU • ~ °e ;j M GRASS HEIGHT WILL BE 6 . _ , y ~ ° ° \
1 ~ r ~ ~`a ~ 1 ~ INV. OUT: X06:00 ' ' CONDUIT AND ANTISEEP COLLARS SHALL BE COMPACTED BY HAND. EACH LAYER OF FILL = ~ °°•°~...pe°°° 0 ~ 0~
j ~ i RIR RAP APRON - ~ t t is '~a SHALL BE COMPACTED TO NOT LESS THAN 95~ MAXIMUM DRY DENSITY STANDARD PROCTOR 2. CATTAILS, AND OTHER INDIGENOUS WETLAND PLANTS ARE ENCOURAGED ALONG THE P '/~i <</S I GMO~ /4i S~ D~ AT OPTIMUM MOISTURE CONTENT. WETTING OR DRYING OF THE MATERIAL AND MANIPULATION PERIMETER. HOWEVER, THEY MUST BE REMOVED WHEN THEY COVER THE ENURE SURFACE = '~~~~nnuna~"~ '~~~nigpl~~pq+~~~`
j~ ~ ~ CLASS A' D' D ( a P b P TO SECURE UNIFORM MOISTURE CONTENT THROUGHOUT EACH LAYER SHALL BE REQUIRED. AREA OF THE POND.
I. '~W \ PP DDf.DDDD ~j`t ~..N11DTH: 18 7~ P P ~ P P ~ DENSITY TESTS WILL BE PERFORMED AT A FREQUENCY AS SPECIFIED BY THE SOILS ENGINEER. - THE DRAWINGS AND THE DESIGN SHOWN THEREON ARE INSTRUMENTS
1 1` ° 1 . s P r~* ' 3 D DAPDDD DPD6D t j~'. f F ~ I ~ +iDLf -1- f P P D P D D D D D': y° ! 1 'V P D fGpPh A~b~D®9~DpDPDD6 b E ~,.r " - AS A MINIMUM, TESTS WILL BE PERFORMED ON EVERY. THIRD LIFT OR EVERY 1000 CUBIC 3. THE ORIFICE IS DESIGNED TO DRAW DOWN THE POND IN 2-5 DAYS. IF DRAW DOWN IS NOT = OF TURNBULL SIGMON DESIGN, P.A. THE REPRODUCTION OR YARDS WHICHEVER COMES FIRST. ALSO DENSITY TEST WILL BE PERFORMED WHENEVER FILL ACCOMPLISHED IN THAT TIME, THE SYSTEM MAY BE CLOGGED. THE SOURCE OF CLOGGING = UNAUTHORIZED USE OF THE DOCUMENTS WITHOUT THE CONSENT OF
f ~ ~M D D ~"b D tr P R D 7' ~ ~ , ~ P D4DD9"4k DPDDP DDAd.. D a b P ~ , MATERIAL CHARACTERISTICS CHANGE. MUST BE FOUND AND ELIMINATED. - T RNB U ULL SIGMON DESIGN, P.A. IS PROHIBITED. 20044
.f 1 ~ t. A A PPPbD~`P PPDPPdPP ~ A, K1 I t \ ~ PP b D DAdP9PPtbrDdD9PDP D t r D A P P 9 6 A P b p R b P A u\ r~ r', Ii s1 ~l ° tiDDtrD bbD D .b P D DP DPDPFDDDaDPdpPDA AD D d® ~ \P' p INi!:OUT: 706.. B. OUTLET DEVICE 4. ALL COMPONENTS OF THE DETENTION POND SYSTEM MUST BE KEPT IN GOOD WORKING
t - .'rPPPbdbr).PDDD P d~"P9d Ptr AAPDDADAkdDAD ~ ,:~10 \ \ Ill 1 J ~ 'r l!~? bDd '1fi.~#~~d9D,k~DPA aPPbd O PP DA,~b 4 PA ~l~ ,J A D a P b 'E D P P D D A' A A 9 A A D .D P CI RIP. RAP APRON - _ ORDER. -
APPPd9 Pd DAbdPP 9dDPP~d Ddb, bP PdDdP ~ ¢D .x ~ \ , '~7"'l+ ~ ~l! 1.~'~+~{ {pD M6'bbdDdDaDDDAPpDdDDbdPPDAP Da r ~ L D a A 9 D A P-{ D b D a D Q; CLASS B ~ 1. OUTLET DEVICE COMPONENTS ARE TO FABRICATED AS SHOWN N = L1IY1111 r 0 THE PLANS. C S a LENGTH: 23 - ~ C
. ,3 _ ~~A; : ~6" p D D D P 6 P b C A P :5 j 0 ' r r \ V „ti~ t-~ . 4 P D D b A P ~4 P P D a ~ sD A b D L D b+~$ D A.P A -5 A~ ~ ' • / ' .C I ~ .t D D D D b D,rD P 6 W E P ~l j i ! / a } .f ' PDPDPb PPPP 4"+~PP Pffi DD @D t ~ ~ DI 5. UPON COMPLETION OF THE POND AND PROJECT DEVELOPMENT, THE SUMMERS WALK _ WIDTH: 29 . 2. CONTRACTOR TO SUBMIT DESIGNED SHOP DRAWINGS TO THE CIVIL ENGINEER FOR APPROVAL SUBDIVISION HOMEOWNER'S ASSOCIATION WILL BE THE RESONSIB PARTY F =
( ? d a b 'w s A P D D A` b P D R r ~ "1 7~ F 'I~'~ , j' ~ P b b 4 'v P D P D D I \ ,:I/ ,f, r Ilr'.7 (.q(F lllyK}~y!!!'MY l 9 P ~ \ DD 4 .4D~DA MAd~dkdb dA T.~. 1 - .h "•f DEPTH: 2' LE OR OPERATION AND PRIOR TO CONSTRUCTION TO THE OUTLET DEVICE. SHOP DRAWINGS SHOULD INCLUDE MAINTENANCE
d r ~ I, .y f :.•!5:.: D P P a.. D r D a II ~ t I 1 f ` r ::n::• • i DA A DD oY P A D P.7 P PS6PDPPDADPGPP PDPPP y'.. ~I~ DD DU PDDD F i f! rI l D 9 ` a D P D D ^P .P D D a ~ v P D D ' 'w j ` l I ~ ~'.I y1~ E PP.D.P_ P D P D D P 99d P~,~~.~p pPyD DP J ° \ PRECAST BOX DESIGN, TRACH RACK, GRATED COVER, ALUMINUM STEPS, AND ALL _ ~a' DRAIN/ORIFICE PIPING REQUIRED.
r ,tr ~ d f I f~~f1 d/ s l Pda"6•PR',P86rPP DDDDDDp PPD 94ba P49PDT D5"aA'9B°'DIIyirP`4PDDD a®. s ; 't 6D DPP ~ J! ji j ~f / J, x' 6 D 9 A "`a'~.y D D P D P P 4 D 4 h 9 D D P P P D P b 9 b ,f
Illy Ii ~ P P D A A A D D P P D D D P' b 9 D 4 P D D PPA P R P f r 1 1! ~I /f~a t j'"~' ss+x b P 4 6 b b bP`P D P 6 4 D D P DdD tr P R D P b R D P 4~. 7i' ` ti 9 P D A D D D 4'~`yy,,~Jt D b D D P A P 6 A Y A D ID A DD pG ~ ° ~ ~ P W C+ 9 4 4 P p a P i ~ t~. f .D.,p A P D P D D P D p D P D D A P P ~ ` I! l' P A P D tr. P b D P D D$ ^D ~~D D A P a P k D 4 A A A P D ~ D .i' 1 A A P+ 8' P b P A D P~ P P P•_ ' ` 1 `1 1 ~ d, F b A 6 P D b P D P D D 1S ~ D D P P D D P D A P D D WAR TF QUALITY BASIN INFORMATION
1 ~Yj~ I ~ ~ f, ~ ~ DD P P b b D b D a D D b"A'~D ~ DAP P~P~D~t?~d,•C;,P,xb-DR4' ~ P ~ ~ r r f A P P t F tr D? b P D D P P D a 4$ fi~"D s E d p P D D 6 ~ ,T;. ' ; E E ~1,, . ? t Ijrf*i J, J Ad Ddb d9~Pb~,$ D P 4 A' D D D o-. R D P D 4 P P D D D S PDDD ~ r.;..r+.~ ? F+ I 1. ALL CONCRETE SHALL CONFORM TO THE STANDARD SPECIFlCATIONS FOR READY MIXED
s' r, Jr ~ j: n f ~ ®P P A P b 'P .A ' P P P P P A a P P D A 5 b D P P D D D e` j i i 1 / r F ,j?~/ r` 11 A r DDAD D D S -ZV .D D D C P a a D A..b b D D b D Aa LA ' y "„J~' 1P CONCRETE, ASTM C 94. AN AIR-ENTRAINING ADMIXTURE SHALL BE ADDED. THE CONCRETE BASIN NUMBER 1
7T D l ti's. t1 ~ ~D a ~ ~ 1 , s : 4 SHALL BE PROPORT10NE0 TO MEET THE FOLLOWING REQUIREMENTS: COMPRESSIVE STRENGTH: MINIMUM 3600 PSI WATER-CEMENT RATIO: 0.40 - 0.50 BASIN TYPE EDW
/ ~ t h / ~ " r ~ rf e' 1 t'' r° SLUMP: MINIMUM 3", MAXIMUM 5" = 13801 REESE BOULEVARD
AIR CONTENT: MINIMUM 5%, MAXIMUM 8X DRAINAGE AREA (AC) 4.97
COARSE AGGREGATE: 1" - 1 1 2" - SUITE 150
~ 'ti .J"'" . r ~ DESIGN IMPERVIOUS PERCENTAGE 37 = H U N T E RSV I L L E N C 2 8O 7 8 D. GRASSING - ~
• ~,w. ',.=~CY SPIu.Wpl' sA/bA 1s1
~I ~ ~ - ELEVATION: 708.00. o~ __.__w.. ~ _ . ' ' " 40 LF OF 24 RCP I I __.__w.. 1. GRASS ALL AREAS DISTURBED BY CONSTRUCTION PER SPECIFICATION OF EROSION CONTROL = DETAIL SHEET.
J V'7.Vh / / - __LENGTH: 42. CONCRETE APRON do r°__•,_.. _w REQUIRED SURFACE AREA (SF) 3,486 r'` i'~
i ~ - .,M._ . w , i2 ACCESS .DRIVE - E. PLANTING , PERMANENT POOL SURFACE AREA SF 9,876 ( ) _
. ~ ~ED~IMENT ~~_-_ti.~._ t 1. WETLAND PLANTINGS SHALL BE ADDED AS REQUIRED BY STORMWATER BEST MANAGEMENT
oisp AL AREA - WATER t(TY BPISIN #1 o . ~ • . PERIiAIINENT P00L 9~1~AZ10N: 706 v PRACTICES. PLANTING SHALL BE BASED ON AVAILIBIUTY OF PLANTS S D I T PE1~IANENT POOL VOLUME C 13,273 LI TE N ABLE 2.2. (F) _
_ ~ _ . _.M _ i ~ ~ ~-ro ~_.__,.v _ ~ ~ m.~ ~ ...w._m.. - - ' TEMPORARY POOL VOLUME (CF) 6,910
"CLASS: II APRON f f~
' INY OUT 700:OQ_ ! _ ° w ~_PLUNGE POOL - .._._w_ 1 _ ' /
w,.,_.m. t ~ _ F . _ e,-_ . _W W,_ ~ a_, f~ -
f _..w_ a.~__,.. , w._,__ _..m. _ F r` _
,'1 ` } I( ~ ~ _
' i 4 1 ' i w. ~e_._~.,_ _ r ' \ \ M w _.u.,~..__w_,___.~-_~..,_.».. ~ - / ! _
!F r. / _ ~ -
~ r
~DCiFNDED DETENTI(~V V~IEfUWD) SCALE:1"•20'
_ p
05 ~ 20 = 1 =
F =
_ WATER QUALITY LFGEND/I'LANTING:
w
SYMBOL OESCRIP110N
/ ~ x~ ~_r: RIP RAP APRON, SPILLWAY
5"X5"X3 8" ~ / / \ t
STAINLESS STEEL \ ~
ANGLE. ~ ~r~yJy /~;~,~T, . t,4; ~ , y SUBMERGED AND PLANTED UTTOR,4: SHELF
~ ~ 0.5 FT. 0.5 FT. 6 FT. / ' 5.0 FT. . - • ;';-'y%'. 0"-9" LOW MARSH AREA _
/ ~
/ ~ 18 ' 18" ALUMINUM SUBMERGED AND PLANTED LITTORAL SHELF = -
~ " ACCESS STEPS ;~,,W 9"-18" HIGH MARSH AREA *1 -.r -.y, .749 ( /
I / ~ j 2-1 /2 EDGE y.: , 6 ; ~ • 6"
TYPICAL 1 ~ TRASH RACK 15.5" / \ / » ' 2.5" " " ,15.5 16 -36 MICROPOOL OR FOREBAY AREA
\ ~ HINGE(S) .
/ / - ~ ; • 4 t ~ ~t'~^~' ~t'~; ` e'~ GRAVEL MAIN =
~ m i ~ " TENANCE OUTLET STORM DRAINAGE DESIGN DATA =
~ INLET ORIFlCE 24" °r,A'~° ~'~"';ti ACCESS DRIVE UPSTREAM DOWNSTREAM UPSTREAM WNSTREAM LENGTH SIZE SLOPE
~ 6' STAINLESS STEEL / ~ . / ~ HINGE ~ TRUCTURE STRUCTURE INV. INV.
ANCHOR BOLT. EPOXY - _ 1 /8" STEEL \ ~ ~ . ~ ~ IN PLACE •a , - s 702.8 700.0 40 24 7.OX - - ()REFER TO PLANTING LEGEND FOR REQUIRED PLANTING IN VARIOUS ZONE DEPTHS
G (1) ALL PIPE TO BE CLASS III RCP UNLESS NOTED OTHERWISE. 15:5°~• ~ "
1"Xt' ALUMINUM GRATING AND ~ ~ ~ ~ ~ 6' DIAMETER 15:5°'• HATCH TO BE DESIGNED AND \ ~ 4 1 BASIN DRAIN • • A I , r ~ ~ e, ~ 6 • 2'S PLAINT SCHEDULE:
CERIIFlED BY MANUFACTURER. " \ " 6" -
CONTRACTOR TO SUBMIT 2 GRATE J 6 GATE VALVE ' ~ • SHOP DRAWINGS TO ENGINEER W/ WHEEL TURN • • ~ ' • • ZONE LOCATION BOTANICAL NAME COMMON NAME SIZE SPACING AREA QUANTITY ~y, -
6 STAINLESS STEEL • / EXTENDED TO TOP , • . • ' • FOR APPROVAL PRIOR TO ANCHOR BOLT. EPOXY • _ LOW MARSH /uncus effesus SOFT RUSH PEAT POT 4 FT. OC 863 SF 56 r; _
FABRICATION IN PLACE ~ OF STRUCTURE ~~,r
LOW MARSH scl us rml' r, ; rp idus SOFT STEM BULRUSH PLUGS 4 FT. OC 863 SF 56 -
`t~
f~;" LOW MARSH pontederio cordota PICKERELWEED PEAT POT 3 FT. OC 863 SF 95 r~ jf..
~ _ ~ LOW MARSH peltandro virginlca ARROW ARUM BARE ROOT 2 FT. OC 863 SF 216
i+'4 t
STAINLESS STEEL ' HIGH MARSH juncos. effesus SOFT RUSH ~ PEAT POT 4 FT. OC 863 SF 56 ~~~44~4 = a
ANGLE CLIPS TYPICAL ~~~c.~~g ummers
44h,,,~~:. _ HIGH MARSH scirous valfdus SOFT STEM BULRUSH Plllcc 4 FT. O(: ARC cF fiR =
,twt,ad~
~ro HIGH MARSH pontederia cordata PICKERELWEED = a PEAT POT 3 FT. OC 863 SF 95 = se Phase
OUTLET STRUCTURE ANCHOR GRATING DET/YL OUTLET STRUCTURE PLAN C4 HIGH MARSH peltandro virginlca ARROW ARUM BARE ROOT 2 FT. OC 863 SF 216 = MICROPOOL iris suedo o s YELLOW FLAG P
FOREBAY P c ru IRIS EAT POT 8 FT. OC 2,520 SF 82 =
6.0" DIAMETER ALUMINUM OR DIP NOTES:
WALL SLEEVE, BEND do SPOOL TOP OF DAM ELEV. 710.00
SEE CHART DIMENSION 'E' FOR 1. CONTRACTOR TO ENSURE TH TO ENSURE THAT OUTLET BOX IS SET = LUSH WITH SURFACE OF BASE FOOTING HARDWARE CLOTH ACROSS ALL OUTLET
ORIFICE PLATE LEVEL AND FLUSH WITH SURI OPENING TO PROVIDE UNIFORM BEARD OPENINGS. REFER TO DETAIL 'A' FOR D EW E E S E T O W N S H I P UNIFORM BEARING PRIOR TO PLACING ADDITIONAL INFORMATION. CONTRACTOR TIE WIRE MESH/HARDWARE CLOTH TO REBAR. _
GRATED COVER EMERGENCY SPILLWAY ELEVATION: 708.00 SECOND BATCH OF CONCRET - NECESSARY. ALL ORIFICE Al SEE DTL. #3/5.5 30 YEAR STORM EVENT HIGH WATER ELEV. 707.45 ;H OF CONCRETE. GROUT IF TO REMOVE HARDWARE CLOTH, RIPRAP ATTACH REBAR TO CONCRETE RISERS USING D" I D S O N , NC ALL ORIFICE AND PIPE OPENINGS INTO AND WASHED STONE AFTER SITE HAS c, 1/4 WEDGE ANCHORS. USE WS-1422 ANCHORS =
THE OUTLET STRUCTURE SHA 1=1 I 1=1 I STRUCTURE SHALL BE SEALED LEAK BEEN STABILIZED. COORDINATE WITH BY REDHEAD OR EQUIVALENT
TIGHT. USE "LINKSEAL" MEC "LINKSEAL" MECHANICAL SEALS FOR CEPM LOCAL INSPECTOR. ° =
ALUMINUM STEPS - ALL PIPES 24" AND SMALLEF TOP OF STRUCTURE h TEMPORARY POOL ELEVATION: 706.66 12 D.C., TYPICAL { pp- - r AND SMALLER. Water Quality Plans
ELEV: 706.70 2 REFER TO DTL. 15/5.5 FOR ° L. #5/5.5 FOR EROSION CONTROL ' "
p =h' PERMANENT POOL ELEVATION: 706.00 'qw p MEASURES ASSOCIATED WITH r, o - STRUCTURE DEVICE. 3SOCIATED WITH THE OUTLET 1-6 Details
1 FT. MIN. EVICE. #5 WASHED STONE • ° 8^ t
i -L_ - REFER TO TL 5.5 F L. #2/5.5 FOR OUTLET STRUCTURE :•~„•:~i a;•'
TRASH RACK AND ANCHOR DEVICES. CES. 't ".p.'0.,.• CLASS I RIPRAP
ALUMINUM STEPS 1.25 ORIFICE PLATE - 12" O.C., TYPICAL TURNING ROD GUIDERAIL ° - - ± 4. REFER TO DTL. #3/5.5 FOR L. #3/5.5 FOR OUTLET STRUCTURE yr •°°'x. °
GRATE DETAIL AND INFORMAL SUPPORTS AS NECESSARY _ AND INFORMATION. 2aX4x CLEAN OUT STAKE CLEAN OUT BASIN WHEN
5 ' X 5 VAULT 1.~ 6" DIAM. GATE VALVE . REFER TO DTL. #4/5.5 FOR PRECAST 5 DIMENSIONS ARE TO INSIDE TO DRAIN POND, TURNING ---CONCRETE ANTI-SEEP COLLAR TO L. #4/5.5 FOR OUTLET STRUCTURE SEDIMENT REACHES TOP PROJECT NUMBER: 03-I68
+ NCRETE ANTI-SEEP`COLLAR PLAN VIEW. OF STAKE. REFER TO
CONTRACTOR TO SUgMIT : ROD TO BE EXTENDED SEALED SHOP DRAWINGS TOP OF STRUCTURE WITH i- EROSION CONTROL PLAN I DRAWN BY: BDS FOR SEDIMENT STORAGE
HANDWHEEL FOR OPERATION FOR APPROVAL PRIOR ELEVATION.
TO CONSTRUCTION n 6" DIP POND DRAIN I I - - - - _ _ DESIGNED BY: BDS #4 REBAR
.:~WITH TRASH RACK % SOLID FILL I I " ='."r' j• = ISSUE DATE: 07.29.04
GROUT/CONCRETE II ° I i 40 LF OF 24 RCP I I I V N OUT.!I I 7.0X _ - 1 X 1 -
BOTTOM OF POND: 703,00 702.80! _ - - - - _ - I I ° I I WIRE MESH I 1 = .
I u''` •.e•' --I ! B---I 1 I~ 1 i~~' •.R........r:C, .s s.',°.,::. ..~„s, - - - _ - - - - - - - _ - _ - - ! , 1 I I-1 - - - - _ A
tt~.r: I I 'A' HARDWARE CLOTH ACROSS ALL OUTLET a -
5 REINFO " ; a m f • 1e ---md--~ ~--i 9i '4- -1 A 61 BARS ®1 - 2 • '4 SECOND CONCRETE 'PLACEMENT TE)'-" - - - - - - -
" ,r 1 < • ' i ' d -OCCUR ,AFTER 'STRUCTl1RE. I ' ' d 1
Ail d r. ANCHORED IN PLACE OPENINGS. REFER TO DETAIL 'A' FOR * .
ADDI110NAL INFORMATION. CONTRACTOR 0 a f x, d & 5 8.5.05 REVISED WATER QUALITY BASIN INFO
EE ANCHOR DTL. #2/5.5 d d d d--I ~I I I_ I !-I If i s t , s__.._r , •._,..,.-f ° ! THIS SHEET CUT=OFF TRENCH TO REMOVE HARDWARE CLOTH, RIPRAP • . • _ _ ~w _ _._."w'° " AND WASHED STONE AFTER SITE HAS • • • • ! a ' = N4 5.12.05 REVISED WATER QUALITY BASIN INFO
i l I s E I I I -(EXCHANGE . AND BACKFILL BEEN STABILIZED. COORDINATE WITH - _ _ __..M____a.•.._ ___~...w .a_.
9 9 r W/ COMPACTED SOIL) I- 3 5.16.05 MECK. Co . & DAVIDSON COMMENTS CEPM LOCAL INSPECTOR. - w 2 3.31.05 MECK. Co. & D"IDSON COMMENTS
1 12.13.04 MECK. CO & DAVIDSON COMMENTS
NO. DATE: • BY: REVISIONS:
OUTLET w fURE AND DAM SECTION TEMPORARY OUTLET STRUCTURE EROSION CONTROL ME-A-SURES

f t Turnbull Si on Desi 8~' $t'
r i ~ ~ = ~ TooT Morehead S uare Dr. = q
t £ ~ l ~ ~ ~ ~ V /r ( 1 t ~ .1 \ ~ V ° - Suite 0 WATER Qt~AIITY QI'ISIN CONSTRU N = 53 C110 SPECIFICATIONS. OPERATION AND = ~ MAINTENANCE PLAN. _ Charlotte, NC 2$203
l ~ t' 1 A, EARTHWORK - h.,; ~ - - x Phone: !]04.52g.65o0
r' a i ~i r / ~ coMES FIRST = f Fag: o .22.0$$2 1. THE FOUNDATION AREA SHALL BE CLEARED OF TREES, LOGS, STUMPS, ROOTS, BOULDERS, 1. REMOVE DEBRIS FROM THE TRASH RACK. - 7 4 5
_ ~ rf 11 ~ ~ 1, A .r' SOD AND UNSUITABLE SOIL. IF NEEDED TO ESTABLISH VEGETATION, THE TOPSOIL SHALL BE
~ %r~ v < ~ ' -'r' \ J ~ STOCKPILED AND SPREAD ON THE COMPLETED DAM AND SPILLWAYS. THE FOUNDATION AREA ~ 2. CHECK AND CLEAR THE ORIFICE OF ANY OBSTRUCTIONS. IF A PUMP IS USED AS A DRAW =
r ~ w.. ~F 5, - \ SHALL BE THOROUGHLY SCARIFIED BEFORE PLACEMENT OF THE FILL MATERIAL. DOWN MECHANISM, CHECK FOR PUMP OPERA110N. \ - LAND DEVELOPMENT DESIGN SERVICES
. 2. EXISTIWG 5iF2EEAM CHANNELS IN THE FOUNDATION AREA SHALL BE SLOPED NO STEEPER 3. CHECK THE POND SIDE SLOPES, REMOVE TRASH, REPAIR ERODED AREAS BEFORE THE NEXT
- - - ~ t . ~ t ! 1 ~ ~ ~'E _ r1 THAN A RAT10 OF ONE HORIZONTAL TO ONE VERTICAL. THEY SHALL BE DEPEENED AND RAINFA LL EVENT. \ ~ WIDENED AS NECESSARY TO REMOVE ALL STONES GRAVE SAND
N ~ ~ ~ ~ L, ,STUMPS, ROOTS, AND OTHER OBJECTIONABLE MATERIAL AND TO ACCOMMODATE COMPACTION EQUIPMENT. 4. IF THE POND IS OPERATED WITH A VEGETATED FLTER CH CK E THE FILTER FOR SEDIMENT
J ~ i Y \t / ~ l t 1 f J ~ V ~ \ \ , ~ FOUNDATION AREAS SHALL BE KEPT FREE OF STANDING WATER WHEN FILL IS PLACED ON ACCUMULATION, EROSION AND PROPER ORIENTATION OF THE FLOW SPREADER MECHANISM.
it 1 ~ ~ I 'v - f r . ~ THEM. THE BORROW AREAS SHALL BE CLEARED OF STUMPS, ROOTS AND. UNSUITABLE SOIL. REPAIR AS NECESSARY. = ~~~uoinnu~ ~ THE WATER QUALITY BASIN SHALL BE CLEARED AND ALL STUMPS REMOVED. =
,r f ~ 1 \ f r~ e ~
t 1 \ 1, 1 fi ~ ~ 3. BEFORE FIWNG OPERA L = ° TIONS BEGIN, THE SOILS ENGINEER WLLL TAKE REPRESENTATIVE 1. INSPECT THE COLLEC110N SYSTEM (IE: CATCH BASINS, PIPING, GRASSED SWALES FOR = SAMPLES OF EACH PROPOSED FILL MATERIAL AND ) - ~ ~ ° 9
l t~ ! i _WS_ 1 / \ f ~ TEST THEM TO DETERMINE THE PROPER FUNCTIONING. CLEAR ACCUMULATED TRASH FROM BASIN GRATES, BASIN BOTTOMS, _ ~ e q _ ~ COMPACTION AND CLASSIFICATION CHARACTERISTICS (PROCTOR TEST). ONLY THOSE MATERIALS AND CHECK PIPING FOR OBSTRUCTIONS. = 9r:
F ~ '1 ~ f ~ 1` \ E _ _ - ° e _ AS APPROVED BY THE SOILS ENGINEER WILL BE USED AS FILL ON THE DAM. GENERALLY SM • - 028 14 l;. OR SC CLASSIFICATION SOILS WILL BE ACCEPTABLE. COMPACTED EARTH FILLS SHAD. BE 2. CHECK POND INLET PIPES FOR UNDERCUTTING, REPLACE RIPRAP, AND REPAIR BROKEN = °
j i ~ "y < A ~ t` r ( a. ~ '4 CONSTRUCTED TO THE ELEVATIONS, LINES, GRADES AND CROSS SECTIONS INDICATED ON THE PIPES. - ~ °~.F ~
r l ~ ~ r v ,t t \ ~ r; t PLANS. _ .~`°°~~INEF'°°° ~
F~ I ~~a V 't V . r'" ~ 3. RESEED GRASSED SWALES INC U I G = ''~i'Q 1' S~ ~ L D N THE VEGETATED FLTER IF APPLICABLE. TWICE A - N
~ \ 4. AFTER STRIPPING OF FOUNDATIONS AND REMOVAL OF WEAK OR UNSUITABLE MATERIALS YEAR AS NECESSARY, REPAIR ERODED AREAS IMMEDIATELY. = ihi` ~ • ru?imiuaa~~ A HAS BEEN COMPLETED, AND BEFORE START OF MATERIAL PLACEMENT, COMPACTED EARTH
i I ~ ca M.4: FES \ ~ ~ .SHALL BE USED TO FILL ALL STUMP HOLES MINOR EXCAVATI ~ ~ ONS AND DEPRESSIONS FOR C. EVERY SIX MONTHS
~ ~ I ( 4 ¢ ~ INV: OUT: 702.00 ` ! r ~ ' ~,g a a¢ k 4 ~ CLASS B ` • ~ ,r { CAVITIES INSIDE THE EARTH FlLL LIMITS. 1. REMOVE ACCUMULATED SEDIMENT FROM THE BOTTOM OF THE OUTLET STRUCTURE _ ~w`"nuumuppi~ ~~~~``~uu~upggy~i/
! I I 3 lk Q4`T 4pp4Ya g4¢4 ~"-i~~'_>.~ CI f , i' t( ap 4 4 a ~,p V *rgkp O p a Pa a ~ LENGTH: 15 \ 4 t ,~oqa 4aa¢aagka aag4¢ 4q 1 \ 5. FILL SHALL BE PLACED IN HORIZONTAL LAYERS OF NOT MORE THAN 9 LOOSE DEPTH. 2. CHECK THE POND DEPTH AT VARIOUS POINTS IN THE POND. IF = ~ ~ ( ) DEPTH IS REDUCED TO 75% _ FJ~IN
t ;a ~aaa4gs j4~ggga4avgqq t WIDTH: 19 r I aa4 s Q4a g4 ~4aaaaa¢44 ` ~ 'Y ~ i i~ AS SOON AS FEASIBLE AFTER STARTING CONSTR - • 'aP „ UCTION OF A FILL. THE CENTRAL PORTION OF ORIGINAL DESIGN DEPTH, SEDIMENT WILL BE REMOVED TO AT LEAST .ORIGINAL DESIGN = ~ e ~ ,
1 a4 4g 4a4P ¢aw3k®'4Q~t4 av4ao ae:oa aprs ,DEPTH: ,2 ` i r ?s ~ a g ¢ ¢a'a¢ 4 a~qg a. aF4 g4k4 a G 4@79 ~ ( 444&a ¢aq 6' @aC4 cgi44a ~ ¢'°~aaa¢a yq. q°R.? aCGB O t ` f THEROF SHALL BE BUILT AND MAINTAINED SLIGHTLY HIGHER DEPTH. ~ : ~ ~ : 's THAN THE SIDES TO ALLOW FREE - ° 4 ° f DRAINAGE TO THE SIDE SLOPES. = 5 s`~ _ ins s t s
r"` I Qga¢p°v~aaaQy°4`va4 ascarp4@eRQ ~K°avaaq kaaaa4°°aga'agag \ \ I 4@4 Vaaag.II4k4 a4q¢a sqq a as ag r aggaa a4a34 a. ~ \ ! t a4 gaga aq ¢4ga P~g ~ 4~g ¢'~'4 g4a q49~ ~ \ 1 ' e~ 2235 , z__ e C-157 s Q °
i { ¢avaq¢6!T¢gq °.V"'~Ga4g gaa¢,'a gtlq?a q 4~¢g gl4pga4a agaa@¢q7 \ 1 g4g¢ag°4kk rVff4tlg7V44T G~ a sa a~`g 44k ag44agg ,_S ~ 1 4kakgag¢4v4sgacggq@a @® a ¢a~4aa¢q¢a~4a ' ~ \ 1 r 6. EACH LAYER OF FILL SHALL BE -COMP - % a ~ ~ = • ACTED BY ROLLING WITH COMPACTION EQUIPMENT 1. MOW THE SIDE SLOPES, NOT INCLUDING NORMALLY SUBMERGED VEGETATED SHELF, - , G ; o ~ . ~ ° 4 WHICH IS BEST SUITED FOR THE TYPES OF SOIL ENCOUNTERED. FILL ADJACENT TO PIPE ACCOR ING TO : y : •
i 4 4gg4,d aga44gaggc a4 @¢ ava4w a¢as 4 `1 _ M F f F CON T D THE SEASON. MAXIMUM GRASS HEIGHT WILL BE 6 . _ y~ 0~' ~ e,e• ~ ~ - DUI AND ANTISEEP COLLARS SHALL. BE COMPACTED BY HAND. EACH LAYER OF FILL = ~ ~G
/r•° f.. `a@kp~~~4~vggg4aPgptlq 4 i s°aa a'~tlp4vvge. l y " ° Rtga¢ak4 g4°aII ~ g4C¢4 84444@'~;' \ s is ¢4 a¢4 k Qqa a . c.' 4 \ \ t ~ SHALL BE COMPACTED T4 NOT LESS THAN 951e MAXIMUM DRY DENSITY (STANDARD PROCTOR 2. CATTAILS, AND OTHER INDIGENOUS WETLAND PLANTS, ARE ENCOURAGED ALONG THE POND - 'iii ~/S I GµO o``~ ''~i SfGMON pE5 f ) _ ~~ii ti~~` Bpi
.ga94 aka Fa4 kg' ~ g44Qa §,444a ~ ~ 1. \ t ~ %f t a4aa4¢g~a# a v kp4evo~°aq ~Q \ t Jr ~ ap 44q¢a4@4 i 4 a444 ka¢~ a} \ .t L AT OPTIMUM MOISTURE CONTENT. WETTING OR DRYING OF THE MATERIAL AND MANIPULATION PERIMETER. HOWEVER, THEY MUST BE REMOVED WHEN THEY COVER THE ENTIRE SURFACE _ ~~nnuuun~`~ ~~~nnnunn~+~` M TO SECURE UNIFORM MOISTURE CONTENT THROUGHOUT EACH LAYER SHALL BE REQUIRED, AREA OF THE POND.
~ WQ~2 .i... : 4 4 a 4~ qq V ® aq ¢ @ ¢ 4g4q ¢4y a 4 ~ \ fr f ¢4a Ca4 P if q@k4 @a'P SEE. DETAIL ~¢ga ~ a 3ag4a~g9 1 't ~ A ~ DENSITY TESTS WILL BE PERFORMED AT A FREQUENCY AS SPECIFIED BY THE SOILS ENGINEER. - THE DRAWINGS AND THE DESIGN SHOWN THEREON AREiNSTRUMENTS
i ~ 4N°okca 4 ga°Garoa ' • 1 ~ 1\ t, t 44¢ a4 \ \ f 4¢e¢ka 4 q45 \ ti m r' AS A MINIMUM, TESTS WILL BE PERFORMED ON EVERY THIRD LIFT OR EVERY 1000 CUBIC 3. THE ORIFCE IS DESIGNED TO DRAW DOWN THE POND IN 2-5 DAYS. IF DRAW DOWN IS NOT OF TURNBULL SIGMON DESIGN, P.A. THE REPRODUCTION OR
j k v 4v 4 s a ~ '3 1 YARDS WHICHEVER COMES FRST. ALSO DENSITY TEST WILL BE PERFORMED WHENEVER FlLL ACCOMPLISHED IN THAT TIME, THE SYSTEM MAY BE CLOGGED. THE SOURCE OF CLOGGING = UNAUTHORIZED USE OF THE DOCUMENTS WITH T OU THE CONSENT OF MATERIAL CHARACTERISTICS CHANGE. MUST BE FOUND AND ELIMINATED, TURNBULLSIGMON DESIGN, P,A. IS PROHIBITED. 2~4®
r., I. 44 ~ a s t ~ A r. I - i
INV. OUT: 702.00 ~ 4. ALL COMPONENTS ~ THE DETENTION POND SYSTEM MUST BE KEPT IN GOOD WORKING - ~ ORDER.
f;LASS l \ " 1. OUTLET DEVI(~ COMPONENTS ARE TO FABRICATED AS SHOWN ON THE PLANS. = 11171111erS a
~ e' i ~ v ~ ~ 5. UP P = ! ON COM LE110N OF THE POND AND P T P T - ROJEC DEVELO MEN ,THE SUMMERS WALK -
r j' ~ _~.;i_ ~ WIDTH: 6 \ t v 2. CONTRACTOR TO SUBMIT DESIGNED SHOP DRAWINGS TO THE CIVIL ENGINEER FOR APPROVAL SUBDIVISION HOMEOWNERS ASSOCIATION WILL BE THE RESONSIBLE PARTY FOR OPERATION AND - PRIOR TO CONSTRUC110N TO THE OUTLET DEVICE. SHOP DRAWINGS SHOULD INCLUDE MAINTENANCE
' PRECAST BOX. DESIGN, TRACH RACK, GRATED COVER ALUMINUM STEPS AND ALL - -
~ ~ ~ / i tic a. e 1 ~ l t - - - .~T.t '.a ' i DRAIN ORIFCE PIPING REQUIRED. / / _
~ 75 LE OF ~6°' ~ ~~RCP rt r - ~ vv ° ti '"v _ ~ - - - - - / . } ~ CON AP~ON _ - ~ ~ A ~ia~3% - 1 RETE ~ _ I / WATER QUALITY BP~SIN INFORMATION =
~ i ~ - I ~ ; - - - - - 2 ACCESS .D`?IVE ~ I D SP0 AL ABE6 _ _ - - _ tM 1, ~ r I ~ '
r t ~ r t ~ r`"~ , 1. ALL CONCRETE SHALL CONFORM TO THE STANDARD SPECIFlCATIONS FOR READY MIXED CONCRETE,. ASTM C 94. AN AIR-ENTRAINING ADMIXTURE SHALL BE ADDED. THE CONCRETE BARN NUMBER 2 = -
i `.v f' SHALL BE PROP~2T10NED TO MEET THE FOLLOWING REQUIREMENTS:
s -f f i i 3 NV. OUT 698: ~ + COMPRESSIVE STRENGTH: MINIMUM 3600 PSI WATER-CEMENT RAT10: 0.40 - 0.50 BASIN TYPE EDW
` \ % ~ RIP`RAP APRQN + ~ t ----r-•''...._..~-- -4 ~ ~ ~ i I t ~ - - - ._u_. ~ ~ SLUMP: MINIMUM 3", MAXIMUM 5" - 13801 REESE BOULEVARD AIR CONTENT: MINIMUM 516, MAXIMUM 896 f,, " " DRAINAGE AREA (AC) 2s2 - SUITE 150
~ Si - i ~ - COARSE AGGREGATE: 1 - 1 1/2 - .f' -
MIN. WIDTH: ~ ' , i ~ { j DESIGN IMPERVIOUS PERCENTAGE (7i~ 37 = U N T E RSV I L L E, N C 2 8O 7 8 D. GRASSING =
~ WIDTH: 43' t ~ M 1 ~ r t ti ~ i ( ~ , ' ~
I ~ ~ t ( - ( ~ r s , ~ i ~ ~..i+ SA/DA 1.81 1. GR.aSS IaLI. PREAS DlSTt41t9E9 BY CONS'iRUCTION PER SPE.C"~r'rGA^(J~i t1F' EROSI9~N CONTROL -
DETAIL SHEET. REQUIRED SURFACE AREA (SF) 1,837 -
s ~i. 1 ~ r'" ? ( s ~ ~ ~ ~ ~ t ~ f . ~
4 I I ( t y ~J F \ i PERMANENT POOL SURFACE AREA (SF) 8,840 1. WETLAND PLANTINGS SH ALL BE ADDED AS REQUIRED BY STORMWATER BEST MANAGEMENT
PRACTICES. PLANTING SHALL BE BA PERMANENT POOL 9350 SED ON AVAILIBIUTY OF PLANT'S LISTED IN TABLE 2.2. VOLUME (C~ -
F ~ i 9 ~
t r i ~ ! r t ` TEMPORARY POOL VOLUME (C~ 3,643
~ ~ ' ~ t ° 1 ~ . ~ . i~
J / t ~ 't. ` ~ { 111 !F / i~ j' _ s -
J / ` !f
1~ 1 f I ~ ~ I ~ ~`t ( f F -
i ~ ~ ~f r ! S w /~f - ~ I
l 1 ~ ! i A \ I ( 1 f.J r!E
1 /'r
DCTENDED DETENII~I V~~ETLAND 1 sc~u.i SCALE: 1' •20'
WATER QUALITY LEGEND/PLANIIN G
SYMBOL
/ \
5"X5"X3 ~ ~ / / \ :~a ~ - ~3~~~~ RIP RAP APRON, SPILLWAY
STAINLESS STEEL \
ANGLE \ , }!~~~1 Y Tf';.
/ \ 6 FT. / 0.5 FT. 5.0 FT. 0.5 FT. f ; ~ ~y>;, r,}~% SUBMERGED AND PLANTED LITTORAL SHELF y 0 -9 LOW MARSH AREA
~ ~
s ` to ALUM ' 18" ALUMINUM
/ I ~ . r . ACCESS SUBMERGED AND PLANTED LITTORAL SHELF - i4CCESS STEPS ",°°rro°`°°~' - ' y P v"v • p p'¢ ~ ~ 9"-18" HIGH MARSH AREA _ 'avvvvcrorv
/ ~ 2-1 2" EDGE ~ . . r 6"~ • -
TYPICAL ~ / TRASH RACK ' - 3•
\ / HINGE(S) • 18"-36" MICROPOOL OR FOREBAY AREA
/ j `~Y` e.Fr
/ ~ ~ sit ~`~.t~43~~q~,', GRAVEL MAINTENANCE OV I LC 1 STORM DIVY NAGE DESIGN DATA =
~ ~ _ _ 6 DIAM. \ ~ ~ ~ ~ . INLET ORIFlCE ~ ACCESS DRIVE _ UPSTREAM DOWNSTREAM UPSTREAM OWNSTREAM LENGTH SIZE SLOPE
6" STAINLESS STEEL / ~ , ~ ~ HINGE ~ : a TRUCTUR STRUCTURE INV. INV.
ANCHOR BOLT. EPOXY 1 8" \ -•s \ IN PLACE / STEEL . - . REFER TO PLANTING LEGEND FOR REQUIRED PLANTING IN VARIOUS ZONE DEPTHS FE 2 898.80 898.70 75 38 .13X -
y ~ ANGLE PLATE / • N \ 1 ¦ A M (1) ALL PIPE TO BE CLASS III RCP, UNLESS NOTED OTHERWISE.
i X1 ALUMINUM GRATING AND ~ 6 DIAMETER ~ b 9 • HATCH TO BE DESIGNED AND \ ~ • ~ BASIN DRAIN ~ . _ PLArVT SCHEDCJr.E: " -
CERTIFIED BY MANUFACTURER. " \ ~ ` ' ' " ' ~ I - s ZONE LOCATION BOTANICAL NAME COMMON NAME SIZE SPACING AREA UANTITY
CONTRACTOR TO SUBMIT 2 GRATE 6" GATE VALVE ~ / SHOP DRAWINGS TO ENGINEER 6" STAINLESS STEEL ~ / W/ WHEEL TURN . • ~ . Q
FOR APPROVAL PRIOR TO ANCHOR BOLT. EPOXY EXTENDED TO TOP ' LOW MARSH luncus effesus SOFT RUSH PEAT POT 4 FT. OC 581 SF 38 =
FABRICATION IN PLACE ~ . ,f OF STRUCTURE ~ r,
LOW MARSH sc' us validus SOFT STEM BULRUSH PLUGS 4 FT. OC 581 SF 38 -
,af,.^,,
LOW MARSH pontederia cordota PICKERELWEED PEAT POT 3 FT. OC 581 SF 64 rat. :y , Low
f./u - t~-~~t,~ FS f,; MARSH peltandra vlrglnlca ARROW ARUM BARE ROOT 2 FT. OC 581 SF 145
x - :;'F,.,~°a~
STNNLESS STEEL °~rt,pe = ° ° ~ HIGH MARSH juncus effesus SOFT RUSH PEAT POT 4 FT. OC 581 SF 36 -
ANGLE CLIPS TYPICAL ~~~°v~.y°t ummers a °PCP7~'95 -
avuvep° - ° ° ` HIGH MARSH sclrpus rnlfdus SOFT STEM BULRUSH PLUGS 4 FT. OC .581 SF 36 - avv°'°°°
~r_.~.,MV.n = r~ _ n r» _
HIGH MARSH Pontederlo cordato PICKERELWEED i n I r PEAT POT 3 FL OC 581 SF 64 aSe ase
Y~F i'V'3'7F
"a yrc;' HIGH MARSH peltandro virglnico ARROW ARUM BARE ROOT 2 FT. OC 581 SF 145
OUTLET STRUCTURE ANCHOR ( ) GRATING DET/YL OUTLET STRUCTURE PLAN C4 r
MICROPOOL FOREBAY iris psuedocorus YELLOW FLAG IRIS PEAT POT 8 FT. OC 1,636 SF 53
6.0" DIAMETER ALUMINUM OR DIP
WALL SLEEVE, BEND & SPOOL TOP OF DAM ELEV: 706.00 1. . NOTES:
CONTRACTOR TO ENSURE THAT 01 ENSURE THAT OUTLET BOX IS SET
LEVEL AND FLUSH WITH SURFACE _ TO PROVIDE UNIFORM BEARING PF GRATED COVER WITH SURFACE OF BASE FOOTING HARDWARE CLOTH ACROSS ALL OUTLET OPENINGS. REFER TO DETAIL 'A' FOR D EW E E S E TOWNSHIP )RM BEARING PRIOR TO PLACING ADDITIONAL INFORMATION. CONTRACTOR TIE WIRE MESH/HARDWARE CLOTH TO REBAR.
SEE DTL #3/5.6 SECOND BATCH OF CONCRETE. G CONCRETE. GROUT IF TO REMOVE HARDWARE CLOTH, RIPRAP ATTACH REBAR TO CONCRETE RISERS USING = DAV I D S O N' NC
50 YEAR STORM EVENT HIGH WATER ELEV. 703.04 NECESSARY. ALL ORIFICE AND PI THE OUTLET STRUCTURE SHALL BI ORIFICE AND PIPE OPENINGS INTO AND WASHED STONE AFTER SITE HAS ° 1/4 WEDGE ANCHORS. USE WS-1422 ANCHORS CTURE SHALL BE SEALED LEAK BEEN STABILIZED. COORDINATE WITH BY REDHEAD OR EQUIVALENT
TIGHT. USE "UNKSEAL" MECHANII SEAL" MECHANICAL SEALS FOR CEPM LOCAL INSPECTOR. o
TOP OF STRUCTURE ALUMINUM STEPS - - ALL PIPES 24" AND SMALLER. TEMPORARY POOL ELEVATION: 702.51 ..y 12 O.C., TYPICAL - - - ID SMALLER. a ter ua i ans
ELEV. 702.55 Ijw ° 2. REFER TO DTL #5/5.6 FOR EROS x/5.6 FOR EROSION CONTROL _ V-6 etai
p PERMANENT POOL ELEVATION: 702.00 p '.w MEASURES ASSOCIATED WITH THE 04 - - s ATED WITH THE OUTLET
j- - STRUCTURE DEVICE. 4 El 1 FT. MIN. ; : - s #5 WASHED STONE P- °
3. REFER TO DTL. #2/5.6 FOR OUTU /5.6 FOR OUTLET STRUCTURE
TRASH RACK AND 1 ° - i- t E- ANCHOR DEVICES. t' 1.0 ORIFICE PLATE - - - CLASS I RIPRAP
ALUMINUM STEPS y; 12" O.C. TYPICAL TURNING 4. REFER TO DTL. 5.6 FOR ROD GUIDERAIL - #'3/ OUTU /5.6 FOR OUTLET STRUCTURE
- 1=11 - GRATE DETAIL AND INFORMATION. SUPPORTS AS NECESSARY ° 1=1 I lEl I Mi I 1--- INFORMATION. 2X4 CLEAN OUT STAKE , '•w : -
PRECAST 5 X 5 VAULT 6 DIAM. GATE VALVE I CLEAN OUT BASIN WHEN "'F' ~ j:' o = /5.6 FOR OUTLET STRUCTURE SEDIMENT REACHES TOP ; ° = PROJECT NUMBER: 03-168
1=1 I 1=1 I 1~~ON I Iwl I h~ ~I I I~ 11 - DIMENSIONS ARE TO r `'t TO DRAIN I - - - C RETE ANTIw COLLAR - - 5. REFER TO DTL. X4/5.6 FOR OUTU INSIDE POND, TURN NG - ---CONCRETE ANTI-SEEP COLLAR PLAN VIEW. CONTRACTOR TO SUBMIT Y•• ROD TO BE EXTENDED TO ° 11 I OF STAKE. REFER TO `E
0. 00 TOP OF STRUCTURE WITH - -I I-I I-III-III - SEALED SHOP DRAWINGS EROSION CONTROL PLAN - FOR SEDIMENT STORAGE DRAWN BY: BDS
FOR APPROVAL PRIOR HANDWHEEL FOR OPERATION o - - - TO CONSTRUCTION » - - - - - - ELEVATION. .h'• D r tF ° -
/ 6 DIP POND DRAIN _ ! = DESIGNED BY: BDS #4 REBAR
WITH TRASH RACK t - SOLID FILL I I 11 GROUT CONCRETE ° 75 LF OF 36 RCP ISSUE DATE: 07.29.04
INV OUT: 00.13% 1" X 1" t w ' -
BOTTOM OF POND: 699.00 698.80 - I I m ° I I WIRE MESH
III T - - - - - - - - - - - - - - - I I -
A _4 r <h _ I I
• a f' « f B € #5 REINFO BARS 0 1 - 4. 2 T- a - _SECOND CONCRETE PLACEMENT TO DETAIL 'A'
S , m" • OCC E si a ' -UR AFTER TRUCTURE IS S -d a + _
I MilEll 1Ell I ANCHORED IN PLACE --1 ~I - HARDWARE CLOTH ACROSS ALL OUTLET " ` " • 4'• • - OPENINGS. REFER TO DETAIL 'A' FOR
k I--•- f 1- I° ^ • 4: + - ADDITIONAL INFORMATION. CONTRACTOR - • . A= m - - s -
EE ANCHOR DTL. #2/5.6 1 ~I I lEl I lEl I lEl -9 THIS SHEET - r i a i i _ _ , 11 I i 1 ,w.., t 1,-...CUT-OFF TRENCH TO REMOVE HARDWARE CLOTH, RIPRAP < • A. • 5 8.5.05 REVISED WATER QUALITY BASIN INFO -
. g p - (EXCHANGE AND BACKFILL 9 SOIL AND WASHED STONE AFTER SITE HAS • • • . ® 4 5. 2.05 REVisED WATER f Q U ALI TY BASIN INFO , BEEN STABILIZED. COORDINATE WITH
tit COMPACTED W - 3 5 16 05 MECK CO & DAVIDSON COMMENTS CEPM LOCAL INSPECTOR.
2 3.31.05 MECK. CO. & DAVIDSON'COMMENTS "
1 12 13.04 MECK CO. & DAVIDSON COMMENTS NO. DATE: BY: REVISIONS:
OUTLET 3
iC` SECTION TEMPORARY OUTLET STRUCTURE EROSION CONTROL MF-A-SURES
5,o6

. K. Turnbull Si on Desi $n' gn
I ,u.. ~ I w IOOI Morehead S uare Dr. - q
~ _ Suite 0 WA - I ~ ~ 53 TER QUALJTY BASIN CONSTRUC110N SPECIFICATIONS. OPERATION AND MAINTENANCE PLAN. -
I I 1 1 I t - Charlotte, NC 28203
i I ' A. EARTHWORK A. INSPECT MONTHLY. OR AFTER EVERY RUNOFF-PRODUCING RAINFALL EVENT. WHICHEVER = ~ Phone: 0 2 .6 00 - 7 45.9 5 r COMES FAST
= Fag: 0 22.0882 ~ 1. THE FOUNDATION AREA SHALL BE CLEARED OF TREES LOGS STUMPS ROOTS BOULDERS 1. REMOVE D BRIS FROM THE TRA H RACK. 7 4.5 E S
1 SOD AND UNSUITABLE SOIL IF NEEDED TO ESTABLISH VEGETATION, THE TOPSOIL SHALL BE I STOCKPILED AND SPREAD ON THE COMPLETED DAM AND SPILLWAYS. THE FOUNDATION AREA 2. CHECK AND -CLEAR THE ORIFICE OF ANY OBSTRUCTIONS. IF A PUMP IS USED AS A DRAW
1 I ~ r - - I r ' SHALL BE THOROUGHLY SCARIFIED BEFORE PLACEMENT OF THE FILL MATERIAL. DOWN MECHANISM CHECK FOR PUMP OPERATION.
1~ I - , i 1~ ~ LAND DEVELOPMENT DESIGN SERVICES
r_. 2. EXISTING STREAM CHANNELS IN THE FOUNDATION AREA SHALL BE SLOPED NO STEEPER 3. K CHEC THE POND SIDE SLOPES, REMOVE TRASH, REPAIR ERODED AREAS BEFORE THE NEXT THAN A RATIO OF ONE HORIZONTAL TO ONE VERTICAL. THEY SHALL BE DEPEENED AND RAINFALL EVENT.
WIDENED AS NECESSARY TO REMOVE ALL STONES, GRAVEL, SAND STUMPS ROOTS AND
~ " - I OTHER OBJECTIONABLE MATERIAL AND TO ACCOMMODATE COMPACTION EQUIPMENT. 4. IF THE POND IS OPERATED WITH A VEGETATED FILTER, CHECK THE FILTER FOR SEDIMENT FOUNDATION AREAS SHALL BE KEPT FREE OF STANDING WATER WHEN FILL IS PLACED ON ACCUMULATION, EROSION AND PROPER ORIENTATION OF THE FLOW SPREADER MECHANISM.
w w. THEM. THE BORROW AREAS SHALL BE CLEARED OF STUMPS, ROOTS AND UNSUITABLE SOIL. REPAIR AS NECESSARY. - ~aquumurp
~ ~ ~ THE WATER QUALITY BASIN SHALL BE CLEARED AND ALL STUMPS REMOVED. - - ~ ~
I r ~ B.OUARTERLY = ~ 3. BEFORE FlWNG OPERATIONS BEGIN, THE SOILS ENGINEER WILL TAKE REPRESENTATIVE 1. INSPECT THE COLLECTION SYSTEM IE: CATCH BASINS PIPING GRASSED SWALES FOR = ~ O,e•
SAMPLES OF EACH PROPOSED FlLL MATERIAL AND TEST THEM TO DETERMINE THE PROPER FUNCTIONING. CLEAR ACCUMULATED TRASH FROM BASIN GRATES, BASIN BOTTOMS, - ? 8~- y ;
~ ~ 0 ~ COMPACTION AND"CLASSIFICATION CHARACTERISTICS (PROCTOR TEST). ONLY THOSE MATERIALS AND CHECK PIPING FOR OBSTRUCTIONS. _ ;4 $E r? ~ AS APPROVED BY THE SOILS ENGINEER WILL BE USED AS FILL ON THE DAM. GENERALLY SM = 283 4 e
OR SC CLASSIFICATION SOILS WILL BE ACCEPTABLE. COMPACTED EARTH FILLS SHALL BE 2. CH CK P N T E 0 D INLE PIPES FOR UNDERCUTTING, REPLACE RIPRAP, AND REPAIR BROKEN - e° 8
~ CONSTRUCTED TO THE ELEVATIONS, ONES, GRADES AND CROSS SECTIONS INDICATED ON THE PIPES. - .F
w.,~_ kl.ll l f - r, _ PLANS. = '•ti~INE~•° 3. RESEED GRASSED SWALES, INCLUDING THE VEGETATED FILTER IF APPLICABLE. TWICE A - N
- /j ` y4 ~ 4. AFTER STRIPPING OF FOUNDATIONS AND REMOVAL OF WEAK OR UNSUITABLE MATERIALS YEAR AS NECESSARY. REPAIR ERODED AREAS IMMEDIATELY. = ~~~ii ~ ~ ~r~`` d = yurunnun~t
r rr, ~ ti WATER ~It.ITY BASIN #3 _ - - ~ ~ ~ HAS BEEN COMPLETED, AND BEFORE START OF MATERIAL PLACEMENT, COMPACTED EARTH = SHALL BE USED TO FILL ALL STUMP HOLES, MINOR EXCAVATIONS AND DEPRESSIONS FOR C. EVERY SIX MONTHS
. POOLELEiJAT10N:696.00~-.-=. _ ; _ CAVITIES INSIDE THE EARTH FlLL LIMITS. 1. REMOVE ACCUMULATED SEDIMENT FROM THE BOTTOM OF THE OUTLET STRUCTURE. _ ``t~`~ununpuuryri~ ``~~quummrrrrrrbi
- - 0: ' , 5. FILL SHALL BE PLACED IN HORIZONTAL LAYERS OF NOT MORE THAN (9) LOOSE DEPTH. 2. CHECK THE POND DEPTH AT VARI~IS POINTS IN THE POND. IF DEPTH IS REDUCED TO 75% - ,.•~~I O ` AS SOON AS FEASIBLE AFTER STARTING CONSTRUCTION OF A FILL. THE CENTRAL PORTION OF ORIGINAL DESIGN DEPTH, SEDIMENT WILL BE REMOVED TO AT LEAST ORIGINAL DESIGN =
INV: OUT: 698:00 _.~_u., _ ._.w..._ CLASS'. ~ ~ ,ti THEROF SHALL BE BUILT AND MAINTAINED SLIGHTLY HIGHER THAN THE SIDES TO ALLOW FREE DEPTH. - e` e = = ~ s
.LENGTH:. 22' e ~ DRAINAGE TO THE SIDE SLOPES. _ _ _ _ e~-2235 ; z . ; C-157 ; Q
\ ~ v - J ;may WIDTH ` 28 a ~ ~ N~ ~~4 4 m... , . ,,,1~-~ ti.. . ~ - _ _ ..m_.__ \ D. GENERAL ~ ~ e' s° ~ w i ~ ° • ~ 6. EACH LAYER OF FILL SHALL BE COMPACTED BY ROLLING WITH COMPACTION EQUIPMENT 1. MOW THE SIDE SLOPES, NOT INCLUDING NORMALLY SUBMERGED VEGETATED SHELF, - , G ~ ,e ~ , y e~ : Q •
~ .,i f 1, V"` ~1 ©4 n ° . 4 e ° t i f~ s~,.. ~ i / • 'r'te ' 4 ~~et.., 1 V . e ~``M WHICH IS BEST SUITED FOR THE TYPES OF SOIL ENCOUNTERED. FILL ADJACENT TO PIPE ACCORDING. TO THE SEASON. MAXIMUM GRASS HEIGHT 1MLL BE 6". ~w- e•°° w~ °°e ^ -r e . . se ~
+.}r - p4 n4 e• 44n . u'~ 4 c rrv it tf . { vR4.. 4v4 v••tg-p.vAFV ppn 4e9P' 5. 'c a^7 , ' r t ~~.3?~' fir' I 'S~` `r'rY""q',". r."^ ! , i 1^~" {`~s 444 ~ 4 94 pen? 44 ? E . .r', / {~1 w S ,v 4 e v a n^ II n v 4 4 a v 4 ' r.-•,, i f r fs 1'7N r ~ ~X~` ~ r"~ .,~c?i .r - CONDUIT AND ANTISEEP COLLARS SHALL BE COMPACTED BY HAND. EACH LAYER OF FILL '~i, BG ~ 4i, ~G I,~,~- = 9 << 0~ v~ i, S v
p0f 4p4 441? 4' qe4 44n4 474 r. .l "F S qr 'i•. ~ f , 444° 444 •••4 e4 44 4 ®4P4n 4a4 t,/""~ y l:.- .~`fk~,? i ddd~,,, r'~,~ jy, ' "4 4n4 4 944 p44 pn 44 `v; f ~ S t r t ~ l , n vv • r G 4 • 4 v4 na 4 ' ~ i r,.lq 'l' 4 . .'tt'y : SHALL BE COMPACIED TO NOT LESS THAN 95% MAXIMUM RY N 2. CATTAILS AND OTHER INDIGENOUS WETLAND PLANTS ARE ENCOURAGED ALONG THE POND ~~i ~S I GM ~i / gNON 0~ D DE SIN (STANDARD PROCTOR) - pyr ip~r ~ ~ ; , ~ AT OPTIMUM MOISTURE CONTENT. WETTING OR DRYING OF THE MATERIAL AND MANIPULATION PERIMETER. HOWEVER, THEY MUST BE REMOVED WHEN THEY COVER THE ENURE SURFACE = ruununu~~ rrrnmuu?u~~
'pa'SV.4„~ • e 4 e 4 4 4 i.TZ-4~ ~p +r 4 ".S. ~ I j ; ~'.".p.„` > r~ ; i~ .~~">'.3^-'fir r f„yf+ , i `"i ~ i # 4 • 4 v c v 4 n 4 I ter 1 ~j 1 t j~ 1 1 s. r hi°r • S ~ n n~~ r 1, V`w.§r',,~. 4a 44v p Q vnv :v t ~t t'l~~a ~ t yt^.,{ p'4 4 4a 44an4 4Gn ~ ` r / f ,.+;'f C 4 r+~' e/r-"^k ~ r i;(` ! y` 'r,, t~.;,~fi ~ ~ TO SECURE UNIFORM MOISTURE CONTENT THROUGHOUT EACH LAYER SHALL BE REQUIRED. AREA OF THE POND.
_.,_..u_ vv a4v •4 v v an cad ti`: l~°:;." ~ p' , ;;t r#,4 r i'~^~ n a P e n F . ~ ' F~, t --w,;;.. ~-r`a r 7 0 o v 4 <r 4 n ~ . , ~ .t: . ~ ,i .f ' ` ~.e.,,, wy}y - , "~.v, r 1., Q 44 n ~ 44 n n's 4P 4 ~ ~ i ~ i, i 4 ~ . p ~v~-QQ aa, • ° v 4 4 4 4 a e Q 4 4 n 4 44 t ,T i , 'r' ~ '~1 ~ ! ' ~ t 1 ! ~ht j`ks f } ~ a ~ ~4 4Y +F 4 44 4P7 ne `'hy. f.. 7 t ~ ~f" 't, } / t t" §P r~ f. y .S`" ~ _ F ~~R ? ~ DENSITY TESTS WILL BE PERFORMED AT A FREQUENCY AS SPECIFIED BY THE SOILS ENGINEER. = THE DRAWINGS AND THE DESIGN SHOWN THEREON ARE INSTRUMENTS ~~~}r~ `~F~` AS A MINIMUM TESTS WILL BE PERFORMED ON 3. THE ORIFICE IS DESIGNED TO DRAW DOWN THE POND IN 2-5 DAYS. IF DRAW WN I i ~O 1,, , _ ~t ~ ~ , EVERY THIRD LIFT OR EVERY 1000 CUBIC DO $ NOT = OF TURNBULL SIGMON DESIGN, P,A. THE REPRODUCTION OR
v 1 4 v 4 v v . r . ~,1a' t F t } , r'r /'C A.. e•;hn~•.. ° . eon vp n•~4 _ 5 v s!t'~. ~ 4. ~ t, +''w.,""'S I. 'r~., !~°s ,s, wi:l'". .~s<:,,*,Ys, 9-:.e v v4 o n +r a.• 4~ , ~ ~ . + " 5 . ? r ! u a:, ~ t ~ w v tJ: y t Ova p4 v•4 6`r n vnp 4as•::S"1 ~'~w*r4 , ~ ,..f ? ~ t {SJ ..4 i ;sue. ,;w rq~. p4 49P 4 4n? 59 4p4 w+ r'~++k z `Aw+.. ~~rt fi r t' f~ w a a 4 r' ~ ~ t mo;~- .m,«;.~ a? a va ?a 44 `i l s M i:, x~ ? : r •~~I:'~~,,22 .r. } ~ r,~, f YARDS WHICHEVER COMES FIRST. ALSO DENSITY TEST WILL BE PERFORMED WHENEVER FlLL ACCOMPLISHED IN THAT TIME, THE SYSTEM MAY BE CLOGGED. THE SOURCE OF CLOGGING = UNAUTHORIZED USE OF THE DOCUMENTS WITHOUT THE CONSENT OF
a.A 44 v v 4 R , c ° 3. _ 1 ~ ~ y °k Y ,'~w, ~.1 ! 'r. 4 !S , . . i an : a 4 a ~ r- . ~ r'R n n 0 4. CC 4 n 4 i e S ~i( i, s' i'' f l ':.r...' ` t d r " j "r: ; " • 4 ! f :T.' v o i r.w i ; f5 , s MATERIAL CHARACTERISTICS CHANGE. MUST BE FOUND AND ELIMINATED. - TURNBULL SIGMON DESIGN, P.A. IS PROHIBITED. 2004©
/ r € 4» c. n v t '1' E,f ! ; ; r k ^k.,, ~.3 Ssr^. t i ~ y '~ci~.~~r t `9 ~ , W w. ~ ~ aim - ' 4. ALL COMPONENTS OF THE DETENTION POND SYSTEM MUST BE KEPT IN GOOD WORKING = ~ , ~ d B. OUTLET DEVICE _
. i j f`. _ . j 's 3 ~ 1 - i t f 'F~ ~,,a'. ; i~ c w °4 i . • 1 ~ N . ~ t ~ 1,,,. ~ y~ . .l , , „ f ~ v 1 J. ..~,'~''.<n',;~~; ORDER. _ . t~~ - ummers a "`1
. a r S . . i „ e . y, ~ ~ . ,k, ~ c .i.. t ; r .t tom' ti~ 't. r 4 "M 4 . ~`b 1; ' `t l w ~ ~ ~ ~ ~ , 1. OUTLET DEVICE COMPONENTS ARE TO FABRICATED AS SHOWN ON THE PLANS. = ~ ~ . ....,5,... , , ~ . 5. UPON COMPLE110N OF THE POND AND PROJECT DEVELOPMENT, THE SUMMERS WALK - .a
4 7~. r ' s.~~ .s' i i Z w . - + , . f yI y.! . . , •ti 'i x a r ~w. ' 5. D., i ' ° . N' ~ 2. CONTRACTOR TO SUBMIT DESIGNED SHOP DRAWINGS TO THE CIVIL ENgNEER FOR APPROVAL SUBDIVISt : : : ON HOMEOWNERS ASSOCIATION WILL BE THE RESONSTBLE PARTY FOR OPERATION AND - .
' ` , } ~ , MX ~sf ` OA s• i y y::r r 'fi / { 4 hr' .N ~'w R. ' ~ ' ~ : : , : , PRIOR TO CONSTRUCTION TO THE OUTLET DEVICE. SHOP DRAWNGS SHOULD INCLUDE MAINTENANCE.
f'~ „ 1. f . ~ . ~~..r. I J fy ,i j . j. I ~ti F•'I. • ~ : _ s , f : ~~''ti.: : ~ PRECAST BOX DESIGN, TRACH RACK, GRATED COVER, ALUMINUM STEPS AND ALL . , : , DRAIN/ORIFICE PIPING REQUIRED.
. - y.' ~ . . ~ ~ ty,y., s r`l k r.°~ `a e - yt~ . ~ -
'x.~ ~ . 'w . rvym :C" . :w i f ~ . 'SEE DETAIL t 5.7 ~ ; ~ a WATER QIaAUTY BP~SIN INFORMATION C. CONCR TE _
' 4 4.; i~ / . _ SEDIMENT". ;:r',~ ~yq' _ 1. ALL CONCRETE SHALL CONFORM TO THE STANDARD SPECIFlCATIONS FOR READY MIXED
r 4 Di SAL AR SP EA 0 . . i. . r . ~ . BASIN NUMBER 3 ..,,`,,.tiRti . ..,y ; CONCRETE, ASTM C 94. AN AIR-ENTRAINING ADMIXTURE SHALL BE ADDED. THE CONCRETE
# w. ~ µ . r r~ . . ~ .~.4. ~ ~ :x-~.-;~; SHALL BE PROPORTIONED TO MEET THE FOLLOWING REQUIREMENTS: _ ~ .s. - w ~ ~w~.;.~..;. COMPRESSIVE STRENGTH: MINIMUM 3600 PSI WATER-CEMENT RA110: 0.40 - 0.50 BARN TYPE EDW
„ „4 _ .wyz . w_ ' . . w. ems. . . * : SLUMP: MINIMUM 3", MAXIMUM 5" - 13801 REESE BOULEVARD
f , 'EMERG~NCY`SP!ILLWAY ........MM. ' AIR CONTENT: MINIMUM 5% MAXIMUM 8% DRNNAGE AREA (AC) 4.58 " = SUITE 15O
I ` r~,. w.~"_ 699:00 i~"'~ r. COARSE AGGREGATE: 1 - 1 t/2 = DESIGN IMPERVIOUS PERCENTAGE 49 - HUNTER V I L L E N 2 7
~u_ ~ • ~ .a 11O LF OF 24" RCP--:., .K s C 80 8 D. GRASSING
Id 94.4 - SA/DA 2.03 - ~ 1. GRASS ALL AREAS DISTURBED BY CONSTRUCTION PER SPECIFICATION OF EROSION CONTROL =
. ~w.. 1 a DETAIL SHEET.
. _ ~ REQUIRED SURFACE AREA (SF) 4,050 =
I - l 7, y ~ ~ E. PLANTING PERMANENT POOL SURFACE AREA (S~ 4,956 =
.-„ems.. ' . I 1. WETLAND PLANTINGS SHALL BE ADDED AS REQUIRED BY STgtMWATER BEST MANAGEMENT
_ ~ -....~_.m"..._...v _ _ _ _ PRACTICES. PLANTING SHALL BE BASED ON AVAIUBILITY OF PLANTS LISTED IN TABLE 2.2. PERMANENT POOL VOLUME (CF) 6,592
_M w--~m° _ 5, W, - ~ TEMPORARY POOL VOLUME (CF) 8,163 =
: E . d, ~ r w..._ ~ , ~ ._.,d
°ti
, ray . ~
'n ~ u f,, ~ rt ~ \ " w =
? `Y J _ -
r w., f " i - 1.yy ~`ti.
1 , r i J ; I r,
(EXTENDED DETEN110N VVETUWD ~
I ALE: 1" SC •20
WATER QUALITY LFGEND~N G
i SYMBOL DESCRIPTION
5"X5"X3 8" ~ ~ / / \ STAINLESS STEEL \ ~...r ' RIP RAP APRON, SPILLWAY =
ANGLE
~>r,~~. SUBMERGED AND PLANTED LITTORAL SHELF
~ ~ 6 FT. / 0.5 FT. 5.0 FT. 0.5 FT. ~~,,~'~•F, ;~ywr 0"-9" LOW MARSH AREA 1~,~. -
`
~ a 18 / ~ ~ f • ACC ` 18" ALUMINUM `'y`~°~'""'`~' _ `'`'~a'"~°°'z'x SUBMERGED ANO PLANTED LITTORAL SHELF
f / ' " 1.0 I 2-1 /2 EDGE • .:.w:..,• • ; " ACCESS STEPS ~~t,~~p:ff~~~ ~v.xr ,,-4: - 9"-18" HIGH MARSH AREA R.v~~~~~.~'d -
TYPICAL / \ / ' ~ • ~ • • 6 6". 2.5"
/ " \ / ~ TRASH RACK + •a5.5 , ~]5.5", 18"-36" MICROPOOL OR FOREBAY AREA * = ' -
\ / HINGE(S) . - E
/ ~ i `O
~ ? ~ ~ ~ _ 6FT. R ~ 6 DIAM. °,,.;~,~~,~,~;~`~4,~ GRAVEL MAINTENANCE OUTLET STORM DRAINAGE DESIGN DATA ' ~ ACCESS DRIVE _
\ . ~ ~ ~ ~ • INLET ORIFlCE UPSTREAM OWNSTREAM UPSTREAM DOWNSTREAM LENGTH SIZE SLOPE -
. ~ ~ 6" STAINLESS STEEL / ~ ~ , I , ~ ~ HINGE \ ? ANCHOR BOLT. EPOXY _ _ _ _ _ TRUCTURE STRUCTURE INV. INV. * 78 CMP 692.80 677.Ot 110 24 14.4%
~ IN PLACE 1/8 STEEL \ ;•r _ - _ _ _ _ . ()REFER TO PLANTING LEGEND FOR REQUIRED PLANTING IN VARIOUS ZONE DEPTHS -
~ : • ANGLE PLATE ~ .'Xt' ALUMINUM uRAiiNG AiVD ~ 6'' DIAMETER ~ " ib:5"'• (1) ALL PIPE TO BE CLASS III RCP, UNLESS NOTED OTHERWISE. ib:5~ ~ 12.5"
HATCH TO BE DESIGNED AND \ • , BASIN DRAIN ' .n ~ j• '~•r.'. ~.i 6 PLANT SCHEDULE: _ 6„
CERTIFlED BY MANUFACTURER. \ ~ ' / , CONTRACTOR TO SUBMIT 2" GRATE 6" GATE VALVE • ~ ` ' ` ZONE LOCATION BOTANICAL NAME COMMON NAME SIZE SPACING AREA QUANTITY
SHOP DRAWINGS TO ENGINEER 6" STAINLESS STEEL W/ WHEEL TURN • • . " ' ' . . ~,N
FOR APPROVAL PRIOR TO ~ • / EXTENDED TO TOP , . , ° • FABRICATI ANCHOR BOLT. EPOXY OF STR ON IN PLACE ~ UCTURE LOW MARSH ,Ivncus effesus SOFT RUSH PEAT POT 4 FT. OC 436 SF 38 _
i Y - ` "y` LOW MARSH sci us tinlidus SOFT STEM BULRUSH PLUGS 4 FT. OC 436 SF 38 ~ rp =
~x x
,,.J,.,;:`~%`, LOW MARSH pontederio cordoto PICKERELWEED PEAT POT 3 FT. OC 436 SF 64
Y - T t~. ~.+.J \ -
J• ~ ~ LOW MARSH peltondro vlrgmico ARROW ARUM BARE ROOT 2 FT. OC 436 SF 145 =
STAINLESS STEEL _ m c'p's ~ n -
ANGLE CUPS HIGH MARSH wncus effesus SOFT RUSH PEAT POT 4 FT. OC 407 SF 26 Yc•pt°v tlt' - ~~~~4.~5.G ummers a
TYPICAL yttM~q - "~y"`'~F;`' HIGH MARSH scirpus ~rolidus SOFT STEM BULRUSH PLUGS 4 FL OC 407 SF 26
r!%p CRF e'e A
r,t/C9cR
HIGH MARSH ontederia cordoto PICKERELWEED PEAT POT 3 FT. OC 407 SF 45 = Phase Phase v'• e". p -
OUTLET STRUCTURE ANCHOR GRATING DEVYL OUTLET STRUCTURE PLAN
C4 I HIGH MARSH peltandra virginica ARROW ARUM BARE ROOT 2 FT. OC 407 SF 102 = MICROPOOL
FOREBAY iris psuedocorus YELLOW FLAG IRIS PEAT POT 8 FT. OC 1,180 SF 38
6.0" DIAMETER ALUMINUM OR DIP
WALL SLEEVE, BEND do SPOOL TOP OF DAM ELEV. 700.0 NOTES: 0 1. CONTRACTOR TO ENSURE THI
LEVEL AND FLUSH NTH SURF TO ENSURE THAT OUTLET BOX IS SET .USH WITH SURFACE OF BASE FOOTING HARDWARE CLOTH ACROSS ALL OUTLET OPENINGS. REFER TO DETAIL 'A' FOR D E W E E S E TOWNSHIP
TO PROVIDE UNIFORM BEARIN GRATED COVER EMERGENCY SPILLWAY ELEVATION: 699.00 INIFORM BEARING PRIOR TO PLACING ADDITIONAL INFORMATION. CONTRACTOR TIE WIRE MESH/HARDWARE CLOTH TO REBAR.
SEE DTL. #3/5.7 SECOND BATCH OF CONCRETE 50 YEAR STORM EVENT HIGH WATER ELEV. 698.21 - NECESSARY. ALL ORIFICE AP '.H OF CONCRETE. GROUT IF TO REMOVE HARDWARE CLOTH, RIPRAP ATTACH REBAR TO CONCRETE RISERS USING = DAVIDSON, NC ALL ORIFICE AND PIPE OPENINGS INTO AND WASHED STONE AFTER SITE HAS o 1/4 WEDGE ANCHORS. USE WS-1422 ANCHORS
THE OUTLET STRUCTURE SHAT >TRUCTURE SHALL BE SEALED LEAK BEEN STABILIZED. COORDINATE WITH BY REDHEAD OR EQUIVALENT
TIGHT. USE "LINKSEAL" MECI TOP OF STRUCTURE ALUMINUM STEPS i P--- ALL PIPES 24" AND SMALLER 'UNKSEAL" MECHANICAL SEALS FOR CEPM LOCAL INSPECTOR. ° - • " AND SMALLER. Water Quality Plans
TEMPORARY POOL ELEVATION: 697.46 12 O.C., TYPICAL ELEV. 697.50 J. 1 2. REFER 1 •,~..._P , J ..,-.J ; J...~..,J , £ i J-.J ~ TO DTL. #5/5.7 FOR E O -
PERMANENT POOL ELEVATION: 696.00 I--°--- I--- #5/5.7 FOR EROSION CONTROL
_ p ~ MEASURES ASSOCIATED WITH J 4 I t E I "~-t I'~" ° STRUCTURE DEVICE. SOCIATED WITH THE OUTLET Details EVICE. : t =
F=I i^ jAR # _ -4 #5 WASHED STONE o
_ 3. REFER TO DTL. #2/5.7 FOR ' TRASH RACK AND ANCHOR DEVICES. #2/5.7 FOR OUTLET STRUCTURE
1.2" ORIFICE PLATE _ - ALUMINUM STEPS CLASS I RIPRAP
12 D.C., TYPICAL - E" I--- #3/ • TURNING ROD GUIDER° i- - 4. GRAIREFERL: TO DETAIL DTL. AND INFORMAT #3/5.7 FOR OUTLET STRUCTURE » »
c~ 1=1 11=11 M1 I 5.7 FOR SUPPORTS AS NECESSPRECAST 5' X 5' VAULT 6" DIAM. GA AND INFORMATION. 2X4 CLEAN OUT STAKE ;;,'c.'•~ ' - CLEAN OUT BASIN WHEN I +i;°i•i' - °
TE VALVE ._111--I 1111I -11 5. REFER TO DTL #4/5.7 FOR DIMENSIONS ARE TO INSIDE TO DRAIN POND, TURN---CONCRETE AN1T-BEEF COLLAR 11 #4/5.7 FOR OUTLET STRUCTURE SEDIMENT REACHES TOP PROJECT NUMBER: 03-168
CONTRACTOR TO SUBMIT ROD TO BE EXTENDED `•°CONCRETE ANTI-SEEP COLLAR PLAN VIEW. OF STAKE. REFER TO EROSION CONTROL PLAN o 10 -
SEALED SHOP DRAWINGS 00 TOP OF STRUCTURE WFOR APPROVAL PRIOR HANDWHEEL FOR OPER° FOR SEDIMENT STORAGE DRAWN BY: BDS
TO CONSTRUCTION - - - - - - DIP POND DRAIN 1--- " ELEVATION,
6 WITH TRASH RACK - SOLID FILL i - - #4 REBAR DESIGNED BY: BDS .t. o
GROUT/CONCRETE o i 110 LF OF 24 RCP ISSUE DATE: 07.29.04 f V o Y Y 1°X1"
INV OUT: i 014.4% BOTTOM OF POND: 693.00 692801 - WIRE MESH
- - - - - - - - - - - - - - - - - - - - - _
- •
.'tr 4 ® A8 ' 6 . 4 r AA, #5 REINFO 7-v - 'A'
BARS ® 1 " - - - I-~°- f-{{ a' - , - -SECOND CONCRETE PLAGEME NT TO""
- -.OCCUR AFTER STRUG1t1RE IS HARDWARE CLOTH ACROSS ALL OUTLET _
I ANCHORED IN 'PLACE ---g } t §1 1 lit OPENINGS. REFER TO DETAIL A FOR "
I : EE ANCHOR DTL. #2/5.7 ADDITIONAL INFORMATION. CONTRACTOR - _ a- - - TO REMOVE HARDWARE CLOTH, RIPRAP
6 f 1 1-- f - I 11iIS SHEET I I~~CUT-.OFF TRENCH 91 1 + EXCHANGE AND BACKFIH 64•' 5 8 5 05 REVISED WATER QUALITY BASIN INFO , AND WASHED STONE AFTER SITE HAS . • ! 4 5.12.05 REVISED WATER QUALITY BASIN INFO
9 eP W/ COMPACTED SOIL) BEEN STABILIZED. COORDINATE WITH 3 5.16.05 MECK. CO. & DAVIDSON COMMENTS _ _ . .
CEPM LOCAL INSPECTOR. _ 2 3.31 05 MECK. CO. d+ DAVIDSON COMMENTS
1 12.13.04 MECK. CO. S DAVIDSON COMMENTS
NO. DATE: BY: REVISIONS:
OUTLE7 STRUCTURE AND TEMPORARY OUTLET STRUCTURE EROSION CONTROL ME-A-SURES 5.7

-0- gm gn Turnbull Si on Desi
IOOI Morehead Square Dr.
Suite 0 - 53 ~ NC 8 0
~ ` r \ D MAINTENANCE PLOW. Charlotte, 2 2 3 OPERATION AN = N UCTION SPECIFICATIONS - y, R OUAUTY BASIN CO STR - WATE ~ - Phone: 7o4.52g.65oo
'~y ~ ~ ~ ~ \ d INSPECT 6!ONTHLY OR AFTER E~'~RY RUNOFF-PRODUCIN = , I A. EARTHWORK = Fax: ']04.522.0882
COMES FlRST - STUMPS ROOTS BOULDERS, 1. REMOVE DEBRIS FROM THE TRASH RACK.
it ti 1 ~ 1. THE FOUNDATION AREA SHALL BE CLEARED OF TREES, LOGS, - UNSUITABLE SOIL. IF NEEDED TO ESTABLISH VEGETATION, THE TOPSOIL SHALL BE I SOD AND AYS. THE FOUNDATION AREA 2. CHECK AND CLEAR THE ORIFICE OF ANY OBSTRUCTIONS. IF A PUMP IS USED AS A DRAW =
~ ~ i 1 ~ , STOCKPILED AND SPREAD ON THE COMPLETED DAM AND SPILLW CHANISM CHECK FOR PUMP OPERATION.
t \ !1 i ~ q i } ~ ARIFIED BEFORE PLACEMENT OF THE FILL MATERIAL. DOWN ME = LAND DEVELOPMENT DESIGN SERVICES SHALL BE THOROUGHLY SC ,f
i! J~' , ~ ! ~ IDE SLOPES REMOVE TRASH, REPAIR ERODED AREAS BEFORE THE NEXT 2. EXISTING STREAM CHANNELS IN 1HE FOUNDATION AREA SHALL BE SLOPED NO STEEPER 3. CHECK THE PONDS -
~J ~ ~ j ~ i 6l ~ ~ ~ ~ . AN A RA110 OF ONE HORIZONTAL TO ONE VERTICAL. THEY SHALL BE DEPEENED AND RAINFALL EVENT. ~ i TH
l ~ ram,„ / . ~ _ - i WIDENED AS NECESSARY TO REMOVE ALL STONES, GRAVEL, SAND, STUMPS, ROOTS, AND _ i COMMODATE COMPACTION EQUIPMENT. 4. IF THE POND IS OPERATED WITH A VEGETATED FILTER, CHECK THE FILTER FOR SEDIMENT = - ^ ATERIAL AND TO AC A O1HER OBJEC110NABLE M =
1 ~ `i - " ' r ~ A,~~CtH~~ lla c,R NFiEN FILL fS PLA,~~ OM1' ACCUMULAl10N, EROSION AND PROPER ORIENTAl10N OF THE FLOW SPREADER MECHANISM. = HuuRUu FC1LI~tiA i ~t,l~ ArtEAS SHALL 81E Ktr' ~ 'R'EE ~
~ ~ l ~ ~y ~ } i 1 , r ~ e ~ i ' ROOTS AND UNSUITABLE SOtL. REPAIR AS NECESSARY. = p0~~~~ ~~4, 1HEM. THE BORROW AREAS SHALL BE CLEARED OF STUMPS, _ PS REMOVED. _ ~ '
s V , ~ ~ ~ ~ t t THE WATER QUALITY BASIN SHALL BE CLEARED AND ALL STUM - B. QUARTERLY = O °°e'•'
~ 4 ~ i 1 ~ ~ ! ' E 1 4 ! / ? z t ~l t ! REPRESENTATIVE 1. INSPECT THE COLLECTION SYSTEM (IE: CATCH BASINS, PIPING, GRASSED SWALES) FOR = ~e• ~F e, 3. BEFORE FILLING OPERATIONS BEGIN, THE SOILS ENGINEER WILL TAKE -
i, t ~ ~ t ~ 1 D FlLL MATERIAL AND TEST THEM TO DETERMINE THE PROPER FUNCTIONING. CLEAR ACCUMULATED TRASH FROM BASIN GRATES, BASIN BOTTOMS, _ ~ a~ 9> •e SAMPLES OF EACH PROPOSE - AND CHECK PIPING FOR OBSTRUC110NS. = e E = COMPAC110N AND CLASSIFICAl1ON CHARACTERISTICS (PROCTOR TEST). ONLY THOSE MATERIALS _ e 8 4 e
~t !V.. . 1 ! ~ i ~ AS APPROVED BY 1HE SOILS ENGINEER WILL BE USED AS FILL ON THE DAM. GENERALLY SM UNDERCUTTING REPLACE RIPRAP, AND REPAIR BROKEN =
~ ~ / ~ ~ `a~ t ~ ~ _ _ 2. CHECK POND INLET PIPES FOR - OR SC CLASSIFICATION SOILS WILL BE ACCEPTABLE. COMPACTED EARTH FlLLS SHALL BE _ N CROSS SECTIONS INDICATED ON THE PIPES. - ~ GINS °
1 ~ ' ~ / , ~ ~ ~ , CONSTRUCTED TO THE ELEVATIONS, LINES, GRADES A D - °ee°°•°°,,,°° v PLANS. TED FILTER IF APPLICABLE. TWICE A _ ~i, ~
`t i, ~ ~ ~ 4 ~ ~ ? _ - 3. RESEED GRASSED SWALES, INCLUDING THE VEGETA S IMMEDIATELY. - ~~~~~"u? ~ m~~~~~~~~
a, i ~ ~ , f7 - 1 E / f. _ 4. AFTER STRIPPING OF FOUNDATIONS AND REMOVAL OF WEAK OR UNSUITABLE MATERIALS YEAR AS NECESSARY. REPAIR ERODED AREA = uwrl ~ r~ HAS BEEN COMPLETED, AND BEFORE START OF MATERIAL PLACEMENT, COMPACTED EARTH
~ ~ r,~ i S FOR = ~~q~nnampq~ `~~µpuu~iuuuy,~ SHAU. BE USED TO FlLL ALL STUMP HOLES, MINOR EXCAVATIONS AND DEPRESS ON -
i e_, ; 1. REMOVE ACCUMULATED SEDIMENT FROM 1NE BOTTOM OF THE OUTLET STRUCTURE. _ ~ ~~~ii,~ (;qR ~4i4 CAVITIES INSIDE THE EARTH FlLL LIMITS. - °0s ees ~ I ~ °a e° ~ ~
- ~ CONCRETE ARRQN & _ - ~ 12 ACCESS DRIVE w - PTH AT VARIOUS POINTS IN 1HE POND. IF-DEPTH IS REDUCED TO 75% _ ,.•°F,P1Gi/y 0°,•° .CHECK THE POND DE ° BE PLACED IN HORIZONTAL LAYERS OF NOT MORE THAN (9) LOOSE DEPTH. 2 = e ~ ;9 5. FILL SHALL OF ORIGINAL DESIGN DEPTH, SEDIMENT WILL BE REMOVED TO AT LEAST ORIGINAL DESIGN -
_ _ AS SOON AS FEASIBLE AFTER STARLING CONSTRUCTION OF A FILL. THE CENTRAL POR110N = a ~ e E DEPTH. _ ° ~ ~ ° - °
Y HIGHER THAN THE SIDES TO ALLOW FRE _ - e w ~ e = 8 • THEROF SHALL BE BUILT AND MAINTAINED SLIGHTL - C-157 - ;C-2235 aZ oQ,
~R ~ ~ ATER DUALl1'Y IN #4 DRAINAGE TO THE SIDE SLOPES. - ' D• GENERAL = % G ~ ~ ~ 8 Q
` ,,,,r ~ 1 \ ` ~ 7~ 1 ~ V~ fWL~ !ll'IVI~. WITH COMPACTION EQUIPMENT 1. MOW 1HE SIDE SLOPES, NOT INCLUDING NORMALLY SUBMERGED VEGETATED SHELF, _ ~ ~ eeV~ °e°. y ; ~ , 6. EACH LAYER OF FILL SHALL BE COMPACTED BY ROLLING TO THE SEASON. MAXIMUM GRASS HEIGHT WILL BE 6 . - y~ °°ee, p4' ! p0e•°° G~
i ti. ~ ' WHICH IS BEST SUITED FOR THE TYPES OF 501E ENCOUNTERED. FILL ADJACENT TO PIPE ACCORDING - G~ ~ (,S ~ HAND: EACH LAYER OF FlLL _ ~ G~ 0` ~~i /~MON O~ 0` CONDUIT AND ANTISEEP COLLARS SHALL BE COMPACTED BY - i /SI
i , ~ o TOR 2. CATTAILS, AND OTHER INDIGENOUS WETLAND PLANTS, ARE ENCOURAGED ALONG 1HE POND = ~ip~~~l ~N~~~`?~ iip~yp SHALL BE COMPACTED TO NOT LESS THAN 9596 MAXIMUM DRY DENSITY (STANDARD PROC ) REMOVED WHEN THEY COVER 1HE ENTIRE SURFACE - tmunu
~ ti './,.f.~ NV. OUT:: 702:00 ~ aaa ~ ~ ~ . ' as va~v ~ a. ~ \ _ ~"",l`'~.'l.- T..'v ~ ~ -CLASS. ~aya, a c a ° M MOISTURE CONTENT. WETTING OR DRYING OF 1HE MATERIAL AND MANIPULAl10N PERIMETER. HOWEVER, 1HEY MUST BE AT OPTIMU AREA OF THE POND. „ T
~ mt ~ 't ~ ~ " LENGTH 1B - ~ ~ ~ `1~~ 't ~ ° , , / !r r ~ tla ffaaa Caa4 tla`~` Y ` - „s, / n .aa C e'5aa~ aaG aaaa aa~a ~ 0 SECURE UNIFORM MOISTURE CONTENT 1HROUGHOUT EACH LAYER SHALL BE REQUIRED. THE DRAWINGS AND THE DESIGN SHOWN THEREON ARE INSTRUMENTS DENSITY TESTS WILL BE PERFORMED AT A FREQUENCY AS SPECIFIED BY THE SOILS ENgNEER. - AYS. IF DRAW DOWN IS NOT - ov TuRNBUU sIGMDN DESIGN, P.A. THE REPRODUCTION OR
A ~ ,rte , ~ ~ WIDTH. 23 . a a ~ SEE, DETAIL ~~a-~5 n Q ~ ' r TMa ~ .a rya acvaa"aaaa- a~~`a aa. a 4, y ~~.w .,r" r..e ~ .2 :h 4a~aaa~° gCaa ~ •4 A.S.,. 9~ as Fap fi F RMED ON EVERY THIRD LIFT OR EVERY 1000 CUBIC 3. THE ORIFICE IS DESIGNED TO DRAW DOWN THE POND IN 2 5 D AS A MINIMUM TESTS WILL BE PER 0 URCE OF CLOGGING - UNAUTHORIZED USE OF THE DOCUMENTSWITHOUT THE CONSENT OF ' ACCOMPLISHED IN 1HAT 11ME, THE SYSTEM MAY BE CLOGGED. THE SO
TURNBULL SIGMON DESIGN, P.A.1S PROHIBITED. 2004© YARDS WHICHEVER COMES FlRST. ALSO DENSITY TEST WILL BE PERFORMED WHENEVER FlLL - AL CHARACTERISTICS CHANGE. MUST BE FOUND AND ELIMINATED.
~ . ~ ~ y r.... ; , a~ Q a ,~y ~ a a C MATERI ~ TIN GOOD WORKING i~ ~~y:- 4. ALL COMPONENTS OF 1HE DETENTION POND SYSTEM MUST BE KEP -
• ~ ~ , ~;°.I ~ B. OUTLET DEVICE ORDER. - ulnlnerS Cl
~ ,n-- _x ~ ~ FABRICATED AS SHOWN ON THE PLANS.
p~:. a ~ ti DISPOSAL. .EA~ ~ F f , . ~~P a~ ~ ,,y 1. OUTLET DEVICE COMPONENTS ARE TO 5. UPON COMPLE110N OF THE POND AND PROJECT DEVELOPMENT, THE. SUMMERS WALK = r' A SUBDIVISION HOMEOWNER'S ASSOCIAl10N WILL BE THE RESONSIBLE PARTY FOR OPERATION AND
w. , ' , ti..`~ t t .fib /i• t' h r ..w ~ '~°i`"~s-;~~~`" i ' ~~31 Lf OF 30 RC ,,r4' ~r~` ~~.,~f. - 2. CONTRACTOR TO SUBMIT DESIGNED SHOP DRAWINGS TO THE CIVIL ENGINEER FOR APPROV L = ~ ~ . ° , OULD INCLUDE MAINTENANCE. ~ - PRIOR TO CONSTRUCTION TO THE OUTLET DEVICE. SHOP DRAWINGS SH =
, ;~3`.,~.~ P ECAST BOX DESIGN 1RACH RACK, GRATED COVER, ALUMINUM STEPS, AND ALL - ,.4..
~nn b,..ti ti.. V' t ~ i~l, r ,~,~~~~r~~~~~y,.~.'~" ~ DRAIN/ORIFICE PIPING REQUIRED.
...m d P ! v~ } i rte, i~"~{ ! 1',a: _~-~s - r 1-"„ , x< ~ ~ 11° . t J " ~ f e, n ~ ~ "4 4- , " rye' , ~ ~ ..I ~ . ~ ~ ~ ~.~;_:w:M.~_ BASIN INFORMATION = . WATER QUALITY - C. CONCRETE
_ .c-r:'t~ , ,;'"r! ` ~~-~r t! } i ' ~ '~"~f,.`"?} . '.yea , ~ ~`"t . "`~.,.r ~q~ !y'4+'t-;L „s ~ Y~ ` , ' ' t,r ~ ~.,J` l „ ° i is : ~'~jt. f ~ ! ...J"' . , r:,~','i" t S;r- r• , - ~.~,'R. _
' ,'t , ice` ` , 7~.,`'. ~,.y ~~'/t'•;n'... ! 1 ''~-...rS ~ F..,,,~ $ -ft( ~.r i '',-,-:y '~t,1 ^~alt TF, y~,'~!~' e . v w._ . ~ ~ ' "~'r~"` ~ ~..~___~.r: ~.M_.~ 1 ALL CONCRETE SHALL CONFORM TO THE STANDARD SPECIFICATIONS FOR READY MIXED BASIN NUMBER 4 -
v „ a ~ , IERGENCY~~PILLWAY. ~n V' ,,1/Sf` ~ ~ ~ F~ z ..r7 '^,;,r `'t i r srr€''N `ar ~70~4.OD. ~+TM mid:/' ° . ~"Y ~ ~ , .r ~ -s~., ' "ELEVATION -<~°~-y-'' CONCRETE, ASTM C 94. AN AIR-ENTRAINING ADMIXTURE SHALL SE ADDED. THE CONCRETE ~ POR110NED TO MEET THE FOLLOWING REQUIREMENTS: SHALL BE PRO BASIN TYPE EDW _
""ti. ' a ..,`t Jf S,a..!...>^°;' ~ ,"j °^S ! ~.~1 ' , if i .~,~xr's ti ,r~'~;1;,, ~ 1 ~_;f _ ~ f ~ r , as r't ~ ~ ~ r ~ ~ t , ~•dLEN BFI . ~ ! ~ r~` ! ; r.. '`ate,,. y ~ S n-°~. ~ ,~.,~r ! , .,f . ~ . PSI WATER-CEMENT RAT10: 0.40 - 0.50 _ ° COMPRESSIVE STRENGTH: MINIMUM 3600 = 13801 REESE BOULEVARD
fir'` i" ~r~,~, ~'n,,k-" ; i','^ s ~~r.~~ °Jo-.. , :'•`XC. i , _ . ~ 1 1 ) k , . : . " ~ / f=. 1,F. ~ ,!l'~;k-. ~ ! r "Y'"~i` Y,. /s•:'hi k ~~.k'f, i ! J' _6t 5 t..u.~.Yt '~:S ~,..~sv. ,r ' ~ ~ ' UM 3" MAXIMUM 5" SLUMP: MINIM DRAINAGE AREA (AC) 2.60 - SUITE 150 AIR CONTENT: MINIMUM 5% MAXIMUM 896
,~F1 ~ : .e ~ ,~'~,..yy- x , ~ a ,sta.. . `w.lr' T`, l 4 ! 1 ~ S 7~. j ~ 7 ~f i ~'y'r / ~.~~,I~ r i ~ ~r • .N';~ ~ v"r+,•-~' FI£ADWAI.L AGGREGATE: 1" - 1 1 2" = LLE NC 28078 COARSE / HUNTERSVI ,
w. m.'.F DESIGN IMPERVIOUS PERCENTAGE 44 ESQ .
: , 3 v>,~ i ~.~C. i ~ • INV: 'OUT; 69 _ ~ . ' ~ . , ,t,~. ' . S"'E` Wit.,, . INV: 'OUT; 698:70 D. GRASSING SA A 1.86
~'..d rx '~,r' S~, ~,,f1,' ~,~~'~-y VS _ ~ . r..; r- CLASS ~ II ~ APF '.:CU1SS,'.tI.APRQFC""~.'~"'-~;-°.. 1• GRASS ALL AREAS DISTURBED BY CONSTRUC110N PER SPECIFICATION OF EROSION CONTROL
th` : . DETAIL SHEET. REQUIRED SURFACE AREA (SF) 2,107
; ~ . ~ ,4.. ~ a~~. ~ . ~ S, ' . . - E. PLANI1NG PERMANENT POOL SURFACE AREA (SF) 3,763
_ti +`Y
.r ~ f f. . t . 1 li ~~ti. i~"".. fit;. 1'' .w _ • V..w~._;.,_w..,„ ADDED AS REQUIRED BY STORMWATER BEST MANAGEMENT ~~.;_.~,.w.:.v ' 1. WETLAND PLANTINGS SHALL BE PERMANENT POOL VOLUME (CF) 5,067 - CES. PLANTING SHALL BE BASED ON AVAIUBILITY OF PLANTS LISTED IN TABLE 2.2. PRACTI
~i "~F s ~s , ~ ~ r..,._„ ~ . ~ . , . . ro 1 : h..^w _ - TEMPORARY POOL VOLUME (CF) 4,209
./t°n 3 i'r..°. ~fi'~. »6 f l ~ F ~ ~ ~ ~ ~ sue,... ~ ~ „ . ,k y ~ ~ r ~~e^ n ~ ~ ~ ~ _ w ~ w, ~
< ~ . ;r t F v, ,
t , ...-~~n ~.r~
.'9 \
_ .,..._.,_.r..,.. - \
f =
\ - r
t`
~ e = SCALE.1.20
EXPENDED DEPENTION V~IE'iUWD?
t
D/PLANTING: WATER QUALITI( IFGEN -
QE$,~RIPIlQ)y,
_J~ _ ` RIP RAP APRON, SPILLWAY = .f= -
r~>
M A " / \ 5X5 X3/8 ~ \ ' _ ,r" ~~~r Y '`>~k;'f SUBMERGED AND PLANTED LITTORAL SHELF
STAINLESS STEEL \ ANGLE \ 6 FT. ~`~'~'+,~fu`'~,- 0"-9" LOW MARSH AREA
f ~ 0.5 FL 5.0 FT. 0.5 FT. / ~ _ " ~V - " 4" L; ~C~ bG V 6 =
~ ~ ; ~ • . ACCE ALUMINUM SUBMERGED AND PLANTED LITTORAL SHELF - 18 ,M.,,,~~r,R~„~r. - S STEPS Brie°""'"`',~j 9"-18" HIGH MARSH AREA ACCES -~4~~s~~~~~~~,r =
/ ~ ~ • / i ~ " T'~~. Y"IG °i 9'µG7
1 1 2-]/2 EDGE ~ •Y :.tl.: a'.r" fu 6 6"~ - 3"
~ / ` " ~ ~.0 / / TRASH RACK ~ •]2, , » ~ 18"-36" MICROPOOL OR FOREBAY AREA _ .12
TYPICAL \ ~ o .t - - - - ~ t`°~~ N DATA
, ~ RM DRAINAGE DESIG _ VEL MAINTENANCE OV 1 LG 1 STO GRA
/ \ ~ t0 • / i / ~ ~ ~ % 6 FT. 6 DIAM. 31 g`~'a,~ ACCESS DRIVE TH SIZE SLOPE 30" ",`~~y~,~'.\ UPSTREAM OWNSTREAM UPSTREAM DOWNSTREAM LENG =
~ ~ , ~ - INLET ORIFlCE TRUCTURE STRUCTURE INV. INV. _
\ / ~ HINGE. \ FE 698.80 698.70 31 30 0.32X - - * REFER TO PLANTING LEGEND FOR REQUIRED PLANTING IN VARIOUS ZONE DEPTHS
~ ~ 6 STAINLESS STEEL : ~ - - ANCHOR BOLT. EPOXY 1 8 STEEL \ (1) ALL PIPE TO BE CLASS III RCP, UNLESS NOTED OTHERWISE.
\ IN PLACE ANGLE PLATE \ R , ]2• 12" 3"
1"X1" ALUMINUM GRATING AND \ ~ 6 DIAMETE ~ \ , ~ BASIN DRAIN , 6" PLANT SCHEDULE. 6" -
HATCH TO BE DESIGNED AND • • ~ • CERTIFlED BY MANUFACTURER. \ , 6" GATE VALVE ~ ' ZONE LOCATION BOTANICAL NAME COMMON NAME SIZE SPACING AREA QUANTITY
GQNTR,4CT'!aR S!,IBMIT 2 GRATE VI~EcL ~uRIV
SHOP DRAWINGS TO ENGINEER " / W~ _ . • 6 STAINLESS STEEL EXTENDED TO TOP FOR APPROVAL PRIOR TO ANCHOR BOLT. EPOXY ~ OF STRUCTURE LOW MARSH Arncus effesus ~F i RUSH ,-'k.~ i PV i + r OC 327 SF 21
FABRICATION IN PLACE ~ r `,y ULRUSH PLUGS 4 FT. OC 327 5F 21 LOW MARSH scJrpus ~lidus SOFT STEM B = '•x: -
- -
"~j.,~';F;,~ LOW MARSH pontederia cordato PICKERELWEED PEAT POT 3 FT. OC 32
` % 3`~ BARE ROOT 2 FT. OC 327 SF 82
-<<, ~ LOW MARSH peltandra vlrgm~co ARROW ARUM = ~ I
:~s = ;'~`:'~~~4`"r~4= PEAT POT 4 FT. OC 327 SF 21 = mel N7 a, ' us effesus um a.:.. HIGH MARSH lunc SOFT RUSH -
STAINLESS STEEL ANGLE CUPS '"'",ry``"" HIGH MARSH sclrpus validus SOFT STEM BULRUSH PLUGS 4 FT. OC 327 SF 21 ~F~~~~„f ase
TYPICAL - ase r -"-V4 PICKERELWEED 3 FT. OC 327 SF 36
HIGH MARSH pontederia cordata PEAT POT - ;
M ROOT FT. OC 327 SF 82
w _ HIGH MARSH peltandra virgmico ARROW ARU BARE 2
MICROPOOL iris suedocorus YELLOW FLAG IRIS PEAT POT 8 FT, OC 767 SF 25
OUTLET STRUCTURE ANCHOR (_~2) -GRATING DET/YL LET STRUCTURE FLM FOREBAY P
NOTES: 6.0 DIAMETER ALUMINUM OR DIP = TOWNSHIP TO ENSURE THAT OUTLET BOX IS SET HARDWARE CLOTH ACROSS ALL OUTLET DEWEESE =
WALL SLEEVE, BEND & SPOOL TOP OF DAM ELEV: 705.00 1• CONTRACTOR TO ENSURE THA LEVEL AND FLUSH WITH SURF .USH WITH SURFACE OF BASE FOOTING OPENINGS. REFER TO DETAIL 'A' FOR TIE WIRE MESH/HARDWARE CLOTH TO REBAR.
i ._._•4 TO PROVIDE UNIFORM BEARIN, INIFORM BEARING PRIOR TO PLACING ADDITIONAL INFORMATION. CONTRACTOR ATTACH REBAR TO CONCRETE RISERS USING = DAVIDSON, NC H OF CONCRETE. GROUT IF TO REMOVE HARDWARE CLOTH, RIPRAP 1/4" WEDGE ANCHORS. USE WS-1422 ANCHORS
EMERGENCY SPILLWAY ELEVATION: . 704.00 GRATED COVER ~ SECOND BATCH OF CONCRETE ! ~ NECESSARY, ALL ORIFICE AN ALL ORIFICE AND PIPE OPENINGS INTO AND WASHED STONE AFTER SITE HAS ° BY REDHEAD OR EQUIVALENT
SEE DTL. #3/5.8 SO YEAR STORM EVENT HIGH WATER ELEV. 703.43 1 } r THE OUTLET STRUCTURE I ~ SRUCTURE SHALL BE SEALED LEAK BEEN STABILIZED. COORDINATE WITH = LI " MECHANICAL SEALS FOR CEPM LOCAL INSPECTOR.
TIGHT. USE "LINKSEAL" MECI AND S r Quality Plans " AND SMALLER. Water . -rr ° =
ALUMINUM STEPS I-- ALL PIPES 24" AND SMALLER d- TOP OF STRUCTURE TEMPORARY POOL ELEVATION: 702.97 12" O.C. TYPICAL
/5.8 FOR E I 2. REFER TO DTL. i5, ELEV. 703.00 #5,/5.8 FOR EROSION CONTROL ; • _ .t. 1'`•
MEASURES ASSOCIATED WITH ~ STRUCTURE DEVICE. ~ PERMANENT POOL ELEVATION. 702.00 SOCIAIED WITH THE OUTLET Details EVICE. #5 WASHED STONE
- _--i = ~11
3. REFER TO DTL / ..T•.r..~... i~a 1 FT' . MIN. 2 5.8 FOR f ,4 ANCHOR DEVICES. X2/5.8 FOR OUTLET STRUCTURE . _ ,ES. CLASS I RIPRAP
TRASH RACK AND ° { I 1 !
0.9" ORIFICE PLATE =1 I M I _ El I 1=1 I 1=1 I ( I I =-I I 1=1 4. REFER TO D1L. #3/5.8 FOR ALUMINUM STEPS GUIDERAIL ° ! { " _ - 6._ #3/5.8 FOR OUTLET STRUCTURE " 2 X4" CLEAN OUT STAKE AND INFORMATION. CLEAN OUT BASIN WHEN • - PROJECT NUMBER: 03-168
GRATE DETAIL AND INFORMAL TURNING ROD 1- 12 D.C., TYPICAL I
SUPPORTS AS NECESSARY o " DIAM. GATE VALVE L. 5.8 FOR OUTLET STRUCTURE SEDIMENT REACHES TOP ~ ° _ / OF STAKE. REFER TO
1=1 I { { { { { I 1-11 1=1 I 1=11 1= _ 5. REFER TO DTL. #4/5.8 FOR I PRECAST 5 X 5 VAULT 6 - CONCRETE ANTI-SEEP TO DRAIN POND, TURNING 1 --CONCRETE ANTI-SEEP COLLAR DIMENSIONS ARE TO INSIDE COLLAR PLAN VIEW. m = DRAWN BY: BDS EROSION CONTROL PLAN ° I
D TO _ iEE ROD TO BE EXTENDE ° ! i I CONTRACTOR TO SUBMIT • FOR SEDIMENT STORAGE ELEVATION. DESIGNED BY: BDS
SEALED SHOP DRAWINGS { { I I-- I I { ( I TOP OF STRUCTURE WITH - #4 REBAR -
PRIOR HANDWHEEL FOR OPERATION o _ - - - I FOR APPROVAL _ 1 6" TO CONSTRUCTION DIP POND DRAIN o I I - - - - - ISSUE DATE: 07.29.04 p 1" X 1" _ pie YY V'
WITH TRASH RACK I ° • _ ~ - - - WIRE MESH
I ( 31 LF OF 30" RCP SOLID FILL { ( I I 1 GROUT/CONCRETE NV OUT-1 1 00.32% I I { { 1 I b
- - - - - - - - - - - - 9 ; BOTTOM OF POND: 899.00 698.80.
-
~ Ad d ~ e * ~ •,e ~ ~ j{ ~ ' d o-I ~ 9-~; 1 S,-Il ! i---I f 1-~~ € ~ _I ~ i°._...'~ . fi & 'T 4 ''.5 k. 1 1~••-k 1 ~-l i i #5 REINFO.n - - - - - - - -
BARS ® 1 i 2 a { a -SECOND CONCRETE PLACEMENT TD-- g - 1 TRUCTURE iS ACROSS ALL OUTLET + a•' - HARDWARE CLOTH ~ + m• } -
• I' , -OCCUR AFTERS I- • , ' 1 • . . , ; • • ' -ANCHORED IN PLACE OPENINGS. REFER TO DETAIL 'A' FOR a + * - • . WATER QUALITY ADDITIONAL INFORMATION. CONTRACTOR =a -
:*4 V E t ! EE ANCHOR DTL. #2/5.8 ° 8.S05 REVISED .._TY BASIN INFO HARDWARE CLOTH, RIPRAP ~ . ' ~ • ' k. a• • 5 a TO REMOVE =
_1 o. °I I P_ _ I I-- E p THIS SHEET AND WASHED STONE AFTER SITE HAS 4 5 12 OS REVISED WATER QUALITY BASIN INFO • 3 5.16.05 MECK. CO & DAVIDSON COMMENTS
{ i 1 { CUT-OFF TRENCH r s F s- .1 i i---j I' (EXCHANGE AND BACKFlLL -lit I f i t BEEN - N STABILIZED. COORDINATE WITH CEPM LOCAL INSPECTOR. 2 3._3_1._05 MECK. CO S DAVIDSON_COMMENTS
9 W COMPACTED SOIL) _--i 1 p12.13.04 N MECK. CO. & DAVIDSON COMMENTS
NO. DATE: BY: REVISIONS:
TEMPORARY OUTLET STRUCTURE EROSION CONTROL ME-A.SURES (5A 50
OUTLET STRUCfURE AND DAM SECTION

N
r- J y - ..r~_T,
I ~ ~ t 1 ~ ~ ` ~ - Turnbull Sigmon Design
_ ~ _ , 1 . G~ ~ ~ ~ ' - I - rooT Morehead S uare Dr. WATER QUALITY BASIN = ~ q )r.
~ r ~ _ ~ ~ - CONSTRUC110N SPE - i CIFICATIONS. suite o OPERATION AND - 53 MAINTENANCE PUW. - - •
~ : f ~ ~ I ~ f , - I ~ ~ A. EARTHWORK _ Charlotte, NC 28203
~ I . ~ ~ _ ~ , ~ Ph one• - 0 .6 ~ 2 00 COMES FIRST 7 4.5 9 5 y ~ 1. THE FOUNDATION AREA SHALL BE CLEARED OF TREES, LOGS, STUMPS, ROOTS, BOULDERS, 1. REMOVE DEBRIS FROM THE = _ Fax: 0 .
r ~ ~ • SOD AND UNSUITABLE SOIL. IF NEEDED TO ESTABLISH VEGET TRASH RACK. - 7 4 522.0882 AT10N, THE TOPSOIL SHALL BE STOCKPILED AND SPREAD ON THE COMPLETED DAM AND SP
_ . . ILLWAYS. THE FOUNDATION AREA 2. CHECK AND CLEAR THE ORIFICE OF ANY OBSTRUCTIONS. IF A PUMP IS USED AS A ~ ~ " - ~ SHALL BE THOROUGHLY SCARIFIED BEFORE PLACEMENT OF THE FILL MATERIAL DRAW
- - - DOWN MECHANISM, CHECK FOR PUMP OPERATION. LAND DEVELOPMENT DESIGN
2. EXISTING STREAM CHANNELS IN THE FOUNDATION AREA SHALL = SERVICES BE SLOPED NO STEEPER 3. CHECK THE POND SIDE SLOPES, REMOVE TRASH, REPAIR ERODED AREAS BEFORE THE - NEXT THAN A RATIO OF ONE HORIZONTAL TO ONE VERT)CAL. THEY SHALL BE DEPEENED AND
I r WIDENED AS NECESSARY TO REMOVE ALL STONES GRAVEL SAND RAINFALL EVENT. ,STUMPS, ROOTS, AND -
~ / OTHER OB,~CTIONABLE MATERIAL AND TO ACCOMMODATE COMPACII ON EQUIPMENT. 4. IF THE POND IS OPERATED WITH A VEGETATED FlL1ER, CHECK THE FILTER FOR SEDI _ FOUNDATION AREAS SHALL BE KEPT FREE OF STANDING WATER WHEN FILL IS MENT
_ ^ PLACED ON ACCUMULATION, EROSION AND PROPER ORIENTATION OF THE FLOW SPREADER MECHANISM. THEM. THE BORROW AREAS SHALL BE CLEARED OF STUMPS, ROOTS AND UNSUITA BLE SOIL. REPAIR AS NECESSARY. um
_ ~ THE WATER QUALITY BASIN SHALL BE CLEARED AND ALL STUMPS REMOVED• = u~~~ ~?h
y r' \ ~ f' CO 3. BEFORE FIWNG OPERATIONS BEGIN THE SOILS B. QUARTERLY = ~1 ° ~ ENGINEER WILL TAKE REPRESENTATIVE Q• °
~ , 9 ~ ' 1. INSPECT THE COLLECTION SYSTEM (IE: CATCH BASINS, PIPING, GRASSED SWALES) FOR = O.•° SAMPLES OF EACH PROPOSED FILL MATERIAL AND TEST THEM TO DETERMINE THE - ~ ° ,
0 rf , - COMPACTION PROPER FUNCTIONING. CLEAR ACCUMULATED TRASH FROM BASIN GRATES BASIN - : OF AND CLASSIFICATION CHARACTERISTICS (PROCTOR TEST). ONLY THOSE MATERIALS AND CHECK PIPING FOR OBSIRUCTI ~ BOTTOMS, _ ~ ~
AS APPROVED BY THE SOILS ENGINEER WILL BE USED AS FILL ON THE DAM. GENERALLY SM DNS. s Q r t ° AL ~ = OR SC CLASSIFICATION SOILS WILL BE ACCEPTABLE. COMPACTED EARTH FILLS SHALL BE 2. CHECK POND INLET PIPES F = O 831 e ?
~ \ ~ ~ \ _ \ y CONCRETE APRON do ~ ~ a' OR UNDERCUTTING, REPLACE RIPRAP, AND REPAIR BROKEN CONSTRUCTED TO THE ELEVATIONS, LINES, GRADES AND CROSS SECTIONS INDICATED ON THE PIPES = ° °
\ ~ 12' ACCESS DRIVE ..w.,_~ y ~ _ w_~ PLANS °°F , °N ~4°~~
_ rte.. _ w._ _ t ~ . ' 3. RESEED GRASSED SWALES, INCLUDING THE VEGETATED FILTER IF APPLICABLE. TWICE A = ~i 9 4. AFTER STRIPPING OF FOUNDATIONS AND REMOVAL OF \ - WEAK OR UNSUITABLE MATERIALS YEAR AS NECESSARY. REPAIR = '~i ~
~ v ra~. ~ ERODED AREAS IMMEDIATELY. ~iy~ C. HAS BEEN COMPLETED, AND BEFORE START OF MATERIAL PLACEMENT, COMPACTED EARTH = ql +nnunn~
v ~ _ - pp r i v - t- 9 w.. T 2 , SHALL BE USED TO FILL ALL STUMP HOLES, MINOR EXCAVATIONS AND DEPRESSIONS Fat CAVITIES INSIDE THE EARTH FlLL LIMITS. 1. = unln
REMOVE ACCUMULATED SEDIMENT FROM 1HE BOTTOM OF THE OUTLET STRUCTURE. - 1~~~pu upq~i~ `~~UUnuluuNb~i
w \ - INV. OUT: 687.00 f~ " = N CARP \o``` CAR 5. FILL SHALL BE PLACED IN HORIZONTAL LAYERS OF NOT MOR - \ . . ~ E THAN (9) LOOSE DEPTH. 2. CHECK THE POND DEPTH - \ ~ ~ \ ~ ~ AS SOON AS FEASIBLE AFTER STARLING CONSTR AT VARIOUS POINTS IN THE POND. IF DEPTH IS REDUCED TO 75X = ~ ~ °•°Po
LL. THE CENTRAL PORTION OF ORIGINAL DESIGN DEPTH, SEDIMENT WILL BE REMOVED TO AT LEAST ORIGIN = 6~IN °°y THEROF SHALL BE BUILT AND MAIN AL DESIGN - ~ ° 'aP . , TAINED SLIGHTLY HIGHER THAN THE SIDES TO ALLOW FREE DEPTH. ~ ° 0 . ;9 , _ w
\ \ CLASS 13 \ 9~ ~ .LENGTH: 29 DRAINAGE TO THE SIDE SLOPES. _ = e?w- y; a e
9 \;~::w~` :WIDTH: 38 QsSE~E@AL e~-2235: ~ 7 -I °s C-157 a - 6. EACH LAYER OF FILL SHALL BE COMPACTED BY ROLLING WITH COMPAC110N EQUIPMENT 1. MOW THE SIDE SLOPES NOT INCLUDING = = ~ ~ : e ~ Q
, ~ \ ~ D P. 2 \ \ ~ ~ k WHICH IS BEST SUITED FOR THE TYPES OF SOIL ENCOUNTERED. FILL ADJACENT TO PIPE ~ NORMALLY SUBMERGED VEGETATED SHELF, - G sG ~ ; 4 RDING TO THE SEASON. M . ~ • ° ~ • °
~ A V _ k CONDUIT AND ANIISEEP COLLARS SHALL BE COMPACTED BY HAND. EACH LAYER OF FlLL AXIMUM GRASS HEIGHT WILL BE 6 . _ y ,
1 ~ v _N . ~ , \ ~ ~ ~ , ~ a ~ , SHALL BE COMPACTED TO NOT LESS THAN 95X MAXIMUM DRY DENSITY (STANDARD PROCTOR 2. CATTAILS AND 0TH ~ r \ \ AT OPTIMUM MOISTURE CON NT ) ~ ER INDIGENOUS WETLAND PLANTS, ARE ENCOURAGED ALONG THE POND - ~i, ~/S I G~0 0` ~i, Si 0~ TE .WETTING OR DRYING OF THE MATERIAL AND MANIPULATION PERIMETER. HOWEVER, THEY MUST BE REMOVED WHEN THEY COVER - '''rh ''~h ~N
a [r:.i ff a a A A 'n ~ ac vvv vva i TO SECURE UNIFORM MOISTURE CONTENT THROUGHOUT EACH LAYER SHALL BE REQUIRED. AREA OF THE POND. THE ENTIRE SURFACE = np~„I~nn~ 'nun~llll~pp"
V' aaQa aa9 \ gavO aQaa Qavao9a a j ~ \ ...Y- ~ .r i a y a as a a ~ y a ~r 5d ~ - aq~~avv p~za ~ v~'~°vav~°vvana~aR~4a DENSITY TESTS WILL BE PERFORMED AT A FREQUENCY AS SPECIFIED BY THE SOILS ENGINEER. AS A MINIMUM, TESTS WILL BE PERFORMED ON EVERY THIRD LIFT OR EVERY 1000 CUBIC 3. THE ORIFICE IS DESIG _ = THE DRAWINGSAND THE DESIGN SHOWN THEREON ARE INSTRUMENTS
- a F S N '3: l v v , seas".. a ap aaa v v aro a a a v ea , aaC q qa a ~ .e . ~ i 5 ~Q'r„4..gs a a Q v .,Baas v a v, s va v a Y' ..a ....._.._..._..........r., r...._..~. - - ~i. NED TO DRAW DOWN THE POND IN 2 5 DAYS. IF DRAW DOWN IS NOT = OF TURNBULL SIGMON DESIGN P.A. THE REP rs
_ ~ t~:.. vvaavvaaa °aaa e~avov~Qq,v~~~av~P~ ~ ~ u, 7 .QaaR aaa aq t' ffa aff~ .q..da'e q4~F c R. ''ti v R a a a a a V ~ 5, q a a R v a a v 't ~;a, R v T'.. tl a a as 5 aR 7 Y ~f as G V Q a f P a. G. - - YARDS WHICHEVER COMES FIRST. ALSO DENSITY TEST WILL BE PERFORMED WHENEVER FILL ACCOMPLISHED IN THAT T1ME THE SYSTEM MAY B - RoDUCTION oR - - MATERIAL CHARACTERISTICS CHANGE. ~ E CLOGGED. THE SOURCE OF CLOGGING = UNAUTHORIZED USE OF THE DOCUMENTS WITHOUT THE CONSENT OF MUST BE FOUND AND ELIMINATED. = TURNBULLSIGMON F
9 aaa raaa® qa aaa yGaF6=~ g4R4Raaaa,~aaaaQa ~qa a `,•~-.~~w' aa5q?vagsv~y'a ~ eav Qaff,.r~&a.,evovaFVaFVavas'vv .a~ = DESIGN, P.A. IS PROHIBITED. P004©
~ aRa QagP as a !X aaa. C'~Fa aaVa tl4R 4'F'Pa A t .-(1°...... .e+:..w-• M- ~ a 1. P a a a II k i g R r R a a s g 4' Q 5 w .r ~ yvaa~f v5~ a avWLQRaa as°vvaaQaAvaaaae.: • bvagagvIISVas a \ Qav °~i`°..avv"cv`~'~a~y°.~}t~°~ ea ~ f 4. ALL COMPONENTS OF THE DETENTION POND SYSTEM MUST BE KEPT IN GOOD - - - ORDER. WORKING
~ r ~w~M.Mf: w~ •:'.d@Vq QRQ5a,~Q 4 . raa ~p7agea IIaQ .~.aap Raa Qaaa v aaa ~aRCa..,: ~ '+a t v. `n ~ f 1. OUTLET DEVICE COMPONENTS ARE TO FABRICATED AS SHOWN ON THE PLANS. ummers a
..~..4. ~ ':~aaaQaa QaaP a t aaa. QaaRa U' aaa aaaQa "0 \ aa9 ovvaaq, ~ l w 5. UPON COMPLETION OF THE POND AND PROJECT DEVELOPMENT, THE SUMMERS WALK = ~ 2. CONTRACTOR TO SUBMIT DESIGNED SHOP DRAWINGS TO THE CIVIL ENGINEER FOR APPROVAL SUBDIVI I ~C
' ka,~ gv'tl'a'v ~ a aaa ~aaav ! ~ HapaRRac~P a a aaa+9oeav5R ~~.>._,~____~.__w..._-._.° ~ y U' ~ "yy opaQRaVOga F aP *~aaacaa~ r .f/ ..•FFF 7 aaa a 9 q ¢ ~ PRIOR TO CONSTRUCTION TO THE OUTLET DEVICE. SHOP DRAWINGS SHO SON HOMEOWNER S ASSOCIATION WILL BE THE RESONSIBLE PARTY FOR OPERATION AND ULD INCLUDE MAINTENANCE.
r a 9 y~, R a ~ l ~ as vaa'9ag0 A , apQt~QCnVYa ~ a / °a aQagvvv i PRECAST BOX DESIGN, TRACH RACK, GRATED COVER ALUMI NUM STEPS, AND ALL - DRAIN/ORIFCE PIPING REQUIRED.
_ ysva~®vaacaa w ' avvvava fJ
~ va°geagcaR~9 v~ ,lrvvv vvvaQava ` . ~h., a aa6ae a 74F aaa a°avaaII°atl J r av va 5v Qvv aaa va¢ `^r. a aaaac aR.aRa ~ r vea4 RFRV,~a°aa. OUTLET STRUCTURE C. CONCRETE W/~ TER QUALITY BASIN INFORMATION
Qaaa as vans' ' ayna aaa as aava ~ • a avvaa aaaaR,a SEE DETAIL ~1 ~ a v a4 ~ a t a a a~ ~ a a a~ aaa a 1. ALL CONCRETE SHALL CONFORM TO THE STANDARD SPECIFI CATIONS FOR READY MIXED
t i v ra aaa v sa Rv a R G . V" tl a _ 9 5 a s 9. ¢a a a a 4 a Q a v a ~ r- a....._.W. CONCRETE, ASTM C 94. AN AIR-ENTRAINING ADMIXTURE SHALL BE ADDED. THE CONCRETE BASIN NUMBER 5
. ~EOIMENT pp°aa as ~ SHALL BE .PROPORTIONED TO MEET THE FOLLOWING REQUIREMENTS: _ COMPRESSIVE STRENGTH: MINIMUM 3600 P I ° S WATER-CEMENT RATIO: 0.40 - 0.50 BASIN TYPE EDW
tSPOSA .:AREA _ a' °;,a ~ aQ a ~.44 LF OF 36" RCP li C L~ aaa ®1.14_ J y f SLUMP: MINIMUM 3", MAXIMUM 5"
~ OREBAY ~ SPILLWA W~ s ~ AIR CONTENT: MINIMUM 5~, MAXIMUM 8~ = 13801 REESE BOULEVARD DRAINAGE AREA (AC) 9.01
COARSE AGGREGATE: 1" - ? 1 /2" = SUITE 15 O
DESIGN IMPERVIOUS PERCENTAGE (X) 50 = HUNTERSVILLE, NC 2$07$
f 1. GRASS ALL AREAS DISTURBED BY CONSTRUCTION PER SPECIFlCATION OF EROSION CONTROL SA/DA 2.06
9 ~ DETAIL SHEET.
REQUIRED SURFACE AREA (SF) 8,084
E. PLANTING PERMANENT POOL SURFACE AREA (SF 6,112
_ 9Q 1. WETLAND PLANTINGS SHALL BE ADDED AS REQUIRED BY STORMWATER BEST MANAGEMENT
w~_ - _ PRACTICES. PLANTING SHALL BE BASED ON AVAILIBILITY OF PLANTS LISTED IN TABLE 2.2. PERMANENT POOL _ VOLUME (CF} 10,769 -
a, r ° ~ - EMERGENCY-SPILLWAY ~ - COLONIAL PIPELINE COMPANY = - ELEVAl10N: 690:00
70' GASLINE EASMEhIT F ,r' LENGTH: 56 _ FES-5 TEMPORARY POOL VOLUME CF 16,353 ( }
r INV: OUT::683.30
LASS II APRON - ~ . I - - "m _ ° PLUNGE POOL
f CMLDS X2024 ' _..v_.___m _ _ 1~hATER Ot~W1Y BASIN #5

PERMANEI~IT' POOL EIEVAl10N b81 r
* 1 r
EXTENDED DETENTION VVEIU~ND
I 1 ~ r ~ SC E.1.20
W ATFR QUALITY LEGEND/PUUVTI NG. -
SYMBOL .DESCRIPTION
/ ~ w w w ~ \
X X 5 5 3/8 ~ \ ~ STAINLESS STEEL \ ' RIP RAP AP ON R ,SPILLWAY - _-~~w~
ANGLE
~ 6 FT. ,x,;~',%~ SUBMERGED AND PLANTED .LITTORAL SHELF _
/ 0.5 FT. 5.0 FL 0.5 FT. ~ ~ ~ ' ' 0"-9" LOW MARSH AREA
/ , / ~ I .b. a 4' t , r N
q 18 / ~ ~ , . ACi ' 18" ALUMINUM " tt* SUBMERGED - ° AND PLANTED LITTORAL SHELF ACCESS STEPS ~~'~'T~'~
~ ~ 2-1 2" EDGE f ~ y' ~~d"~ 9"-18" HIGH MARSH AREA * ~:~~~.~g~ O
TYPICAL ~ 6" 4" _
TRASH RACK m " \ / .,,6 + •15.5 + 15.5" " " 18 -36 MICROPOOL OR FOREBAY AREA
I, HINGE S) ' \ ~ o r ~
/ ~ / `
~ ~ ~ a 6 FT. w ~ ~ ~ _ 6 DIAM. ~,'`''~.~'•.'4`,,`'~~'~ GRAVEL MAINTENAN ~ CE OU1°L.EI' STORM _ DRAINAGE DESIGN , , , _ ~ ACCESS DRIVE DATA
" INLET ORIFlCE \ , , 1 ~ 36 - UPSTREAM OWNSTREAM UPSTREAM DOWNSTREAM LENGTH SI
6" STAINLESS STEEL / ~ ~ HINGE ~ ; , ANCHOR BOLT. EPOXY ~ ZE SLOPE - TRUCTU STRUCTURE INV. INV.
~ ~ IN PLACE . : , : ; 1/8" STEEL \ :•c - - - - - - - - - - - - - - - - ~ REFER TO PLANTING LEGEND FOR REQUIRED PLANTING IN VARIOUS ZONE DEPTHS - ~ 683.60 683.30 44 36 1.14X -
G ~ ANGLE PLATE 1 '',C'i' A~vWIIIVIrNA uRAifNG Ah0 - b'' uIAMEfcri f'S:5' - (1 ALL PIPE TO BE CLASS III R I.~;~ ) CP, UNLESS NOTED OTHERWISE.
HATCH TO BE DESIGNED AND \ ~ ~ BASIN DRAIN , . . 14 6" P LANT SCHEDULE. -
CERTIFIED BY MANUFACTURER. \ I • CONTRACTOR TO SUBMIT 2 GRATE 6" GATE VALVE
~ • SHOP DRAIMNGS TO ENGINEER 6" T I .a . W/ WHEEL TURN . , • ZONE LOCATION BOTANICAL NAME COMMON NAME SIZE SPAC#NG AREA QUANTITY -
FOR APPROVAL PRIOR TO S A NLESS STEEL / EXTENDED TO TOP , FABRICA710N ANCHOR BOLT. EPOXY OF STRUCTURE LOW MARSH funcus effesus SOFT RUSH PEAT POT 4 FT.
IN PLACE ~ ~ , ~ i OC 714 SF 46 -
\`~x`~ LOW MARSH . r,,'~~ scirpus vaiidus SOFT STEM BULRUSH PLUGS 4 FT. OC 714 SF 46
~k`j. _
%~~j,~;;' LOW MARSH pontederia cordota PICKERELWEED PEAT POT 3 FT. OC 714 SF
J;,
STAINLESS STEEL ~yx LOW MARSH pelfandra virginica ARROW BARE ROOT 2 FL ~ , X, , ARUM OC 714 SF 179 -
ANGLE CLIPS ;~;e~n~~'~,° HIGH MARSH juncos effesus SOFT RUSH PEAT POT 4 FT. OC 976 SF 63 -
TYPICAL i P7?t' ummer ~~~ra _ s a
z , et\ HIGH MARSH scirpus volidus SOFT STEM BULRUSH PLUGS 4 FT. OC 976 SF 63 w5 Y„ E, V
VVIt D p 3 = ase
i Phu- HIGH MARSH pontederic cordotc PICKERELWEE V VII r EAT POT FT. OC 976 SF 107 - a s e
OUTLET STRUCTURE ANCHOR GRATING DET/YL OUTLET STRUCTURE PLAN HIGH MARSH peltandro vFrginica ARROW ARUM BARE ROOT 976 SF -
2FT. OC 244 -
IROPOO FOL iris psuedocorus YELLOW FLAG IRIS PEAT POT 8 FT. OC 2,115 SF 69
6.0" DIAMETER ALUMINUM OR DIP
NOTES: WALL SLEEVE, BEND do SPOOL TOP OF DAM ELEV. 691.00 ` 1. CONTRACTOR TO ENSURE THI TO ENSURE THAT OUTLET BOX IS SET
E _ _ LEVEL AND FLUSH WITH SURF JSH WITH SURFACE OF BASE FOOTING HARDWARE CLOTH ACROSS ALL OUTLET 1USH M BEARING PRIOR A PLACING OPENINGS. REFER TO DETAIL 'A' FOR
GRATED COVER EMERGENCY SPILLWAY ELEV I---S TO PROVIDE UNIFORM BEARIN - I AT10N: 690.00 ~ SECOND BATCH OF CONCRETI ADDITIONAL INFORMATION. CONTRACTOR TIE WIRE MESH/HARDWARE CLOTH TO REBAR. DEWEESE TOWNSHIP
SEE DTL X3/5.9 50 YEAR STORM EVENT HIGH WATER ELEV. 689.78 'H OF CONCRETE. GROUT IF TO REMOVE HARDWARE CLOTH RIPRAP ATTACH REBAR TO ALL ORIFICE AND PIPE OPENINGS INTO CONCRETE RISERS USING - DAV I D SO N
=71 1 JEJ I 1=1 I NECESSARY. ALL ORIFICE 1=1 I I- - i-- - THE OUTLET STRUCTURE SHA AND WASHED STONE AFTER SITE HAS o BY WEDGE ANCHORS. USE WS-1422 ANCHORS - N STRUCTURE SHALL BE SEALED LEAK BEEN STABILIZED. COORDINATE BY RED =
TIGHT. USE "LINKSEAL" MECI TOP OF STRUCTURE ALUMINUM STEPS ALL PIPES 24" AND SMALLER 'LINKSEAL" MECHANICAL SEALS FOR WITH HEAD OR EQUIVALENT " AND SMALLER. CEPM LOCAL INSPECTOR. o
TEMPORARY POOL ELEVATION: 688.79 12 O.C., TYPICAL ELEV: 688.80 6 E i--~€ I Er Z Ii P I °-°°-i 1 1-m"a•~ Y I•-•°•-° E
° I 2. REFER TO DTL. #5/5.9 FOR E PERMANENT POOL ELEVATION. 687.00 p _ I-- MEASURES ASSOCIATED WITH Water Quality #5/5.9 FOR EROSION CONTROL = Plans
I 11 I M I lEl I I I M I Ml I 1_= ° - 4 STRUCTURE DEVICE. SSOCIATED WITH THE OUTLET • EVICE. #5 WASHED STONE o = e tai s
1 FT. MIN. - lEl I 1=1 I =1 I lEl yv
3. REFER TO DTL. X2/5.9 FOR C TRASH RACK AND o - - ANCHOR DEVICES. #2/5.9 FOR OUTLET STRUCTURE a,•
1.5" ORIFICE PLATE - ALUMINUM STEPS SM1 O CLASS I RIPRAP
12" O.C., TYPICAL TURNING ROD GUIDERAIL - 4. REFER TO DTL. X3/5.9 FOR C #3/5.9 FOR OUTLET STRUCTURE P
SUPPORTS AS NECESSARY - GRATE DETAIL AND INFORMAT 0 AND INFORMATION. 2X4 CLEAN OUT STAKE CLEAN OUT BASIN WHEN ^r;p • :'r o
PRECAST 5 X 5' VAULT 6" DIAM. GATE VALVE - t: 5. REFER TO DTL. /5.9 FOR C DIMENSIONS ARE TO INSIDE TO DRAIN POND, TURNING -I #4/5.9 FOR OUTLET STRUCTURE SEDIMENT REACHES TOP
CONTRACTOR TO SUBMIT ROD TO BE EXTENDED TO - 1-- I PLAN VIEW. OF STAKE. REFER TO EROSION CONTROL PLAN
SEALED SHOP DRAWINGS TOP OF STRUCTURE WITH - FOR APPROVAL PRIOR HANDWHEEL FOR OPERATION ° TO CONSTRUCTION - - - - - - - ' FOR SEDIMENT STORAGE i -
DRAWN BY: BIDS ELEVATION,
6" DIP POND DRAIN o I- WITH TRASH RACK ~ i - - - - - - - - - - - SOUD FILL DESIGNED . ° = BY: BDS o #4 REBAR =
44 LF OF 36" RCP I I j GROUT/CONCRETE ~
INV OUT ! . ® 1.14X I BOTTOM OF POND: 684.00 683.801 ISSUE DATE: 07.29.04
- 0 1 WIRE MESH
- - - - - - - - - - - z -
X15 REINFO
BARS A 1 ----rte--- 2 - , • --~-.a . _ DETAIL 'A'
• a • ~ i • I ° i STRUCTURE IS IN PLACE - I HARDWARE CLOTH ACROSS ALL OUTLET ' h * ' ' , a'• • _
- 1 OPENINGS. REFER TO DETAIL 'A' FOR .-.n.._
i ANCHOR DTL. X2/5.9 --1 ADDITIONAL INFORMATION. CONTRACTOR a + a ~ .4 _ =wM.
- -I L _ t i ---1 ---I THIS SHEET TO REMOVE HARDWARE CLOTH, RIPRAP • . ~ ' • _ _ A. 5 AND WASHED STONE AFTER SITE HAS • • - 05 REVISED WATER QUALITY BASIN INFO
9 _ - I-- GIANGE AND BACKFlLL tit 11 - 9 W COMPACTED SOIL BEEN STABILIZED. COORDINATE WITH 4 M5.12.05 ~ REVISED WATER QUALITY BASIN INFO
CEPM LOCAL INSPECTOR. 5.16.05 Me CK. CO. D_AVIDSON COMMENTS _
2~3.31.05F„Y F^ ME_CK_. _CO. & DAVIDSON COMMENTS
I 1 12.13.04 MECK. Co. & DAVIDSON COMMENTS
STRUCTURE OUTLET i NO. DATE: BY: REVISIONS: TEMPORARY OLffLET STRUCTURE EROSION CONTROL MEASURES
,i R

i
j
ii
Turnbull Sigmon Design
I ~ i ~ ti 1 X001 Morehead S ware Dr. - q
+ r ' ° 1 • - Suite 530 WATER QUALITY BASIN CONSTRUC110N SPE IFI - C CATIONS. OPERATION AND MAI ~ NTFNANCE PLAN.
~t =t - i ' ~ Charlotte, NC 28203 A. EARTHWORK A.~NSPECT MONTHLY. OR AFTER EVERY RUNOFF-PRODUCING RAINFAI I FvFNT. wHIr.NFVFa = ~ Phone: O 2 .6 00
i r t _ 7459 5 COMES FIRST =
1. THE FOUNDATION AREA SHALL BE CLEARED OF TREES, LOGS, STUMPS, ROOTS, BOULDERS, 1. REMOVE DEBRIS FROM THE TRASH RACK. Fax: [phone] _ SOD AND UNSUITABLE SOIL. IF NEEDED TO ESTABUSH VEGETATION, THE TOPSOIL SHALL BE
1 ! ~ ' ~ STOCKPILED AND SPREAD ON THE COMPLETED DAM AND SPILLWAYS. THE FOUNDATION AREA 2. CH C - _ ~ _ A E K AND CLEAR THE ORIFCE OF ANY OBSTRUCTIONS. IF A PUMP IS USED AS A DRAW =
i I ~ i ~ ~ _ ~ SH LL BE THOROUGHLY SCARIFIED BEFORE PLACEMENT OF THE FILL MATERIAL. DOWN MECHANISM, CHECK FOR PUMP OPERATION.
` ~ ~ + . I LAND DEVELOPMENT DESIGN SERVICES 2. EXISTING STREAM CHANNELS IN THE FOUNDATION AREA SHALL BE SLOPED NO STEEPER 3. CHECK THE POND SIDE SLOPES, REMOVE TRASH, REPAIR ERODED AREAS BEFORE THE NEXT
1 ~ ;t i A THAN A RAT10 OF ONE HORIZONTAL TO ONE VERTICAL. THEY SHALL BE DEPEENED AND RAINFALL EVENT.
! • ~ f' ~ I j, WIDENED AS NECESSARY TO REMOVE ALL STONES, GRAVEL, SAND, STUMPS, ROOTS, AND . s OTHER OBJECTIONABLE MATERIAL AND TO ACCOMMODATE COMPACTION EQUIPMENT. 4. IF THE POND IS OPERATED WITH A VEGETATED FLTER, CHECK THE FILTER FOR SEDIMENT
i 1 r, ~ +t I \ j FOUNDATION AREAS SHALL BE KEPT FREE OF STANDING WATER WHEN FILL IS PLACED ON ACCUMULATION, EROSION AND PROPER ORIENTATION OF THE FLOW SPREADER MECHANISM.
i l / 1 1 ~ ~ , t ' i ' THEM. THE BORROW AREAS SHALL BE CLEARED OF STUMPS, ROOTS AND UNSUITABLE SOIL. REPAIR AS NECESSARY. = uni
l ~ " k ~w ~ w- t ' - O THE WATER QUALITY BASIN SHALL BE CLEARED AND ALL STUMPS REMOVED. - ````~~ti~ui uq
i " ' . / ~ I i t 3. BEFORE FIWNG OPERATIONS BEGIN, THE SOILS ENGINEER WILL TAKE REPRESENTATIVE = ~ O . 1. INSPECT THE COLLECTION SYSTEM (IE: CATCH BASINS, PIPING, GRASSED SWALES) FOR = t•
~ j ~ I ~ ~ ~ ~ SAMPLES OF EACH PROPOSED FILL MATERIAL AND TEST THEM TO DETERMINE THE _ e 0 PROPER FUNCTIONING. CLEAR ACCUMULATED TRASH FROM BASIN GRATES, BASIN BOTTOMS, _ ~ ; ;
COMPACTION AND CLASSIFICATION CHARACTERISTICS PROCTOR TEST . ONLY THOSE MATERIALS - r ( ) AND CHECK PIPING FOR OBSTRUC110NS. - : a EA ~ : _ AS APPROVED BY THE SOILS ENgNEER WILL BE USED AS FILL ON THE DAM. GENERALLY SM = 028314 s
i / ~ l fii / i , ;l 1 ~ ai i OR SC CLASSIFICATION SOILS WILL BE ACCEPTABLE. COMPACTED EARTH FlLLS SHALL BE 2. CHECK POND INLET PIPES FOR UNDERCUTTING, REPLACE RIPRAP, AND REPAIR BROKEN
t ~ ~ ~ ` ! F' CONSTRUCTED TO THE ELEVATIONS, LINES, GRADES AND CROSS SECTIONS INDICATED ON THE PIPES. _ °•,t~A, ` PLANS. = °°•e GIN V ee•° w\:
/ ~ r' 1 1 / ~ t ~ ~i F` ~ . 3. RESEED q~ASSED SWALES INC U IN - .,,~~,9 °°•°°°°°°.e ,~ti`~~a L D G THE VEGETATED FLTER IF APPUCABLE. TWICE A - , N o y
t 1 ~ ~ ~ ~ ~ m 4. AFTER STRIPPING OF FOUNDATIONS AND REMOVAL OF WEAK OR UNSUITABLE MATERIALS YEAR AS NECESSARY. REPAIR ERODED AREAS IMMEDIATELY. q~'iq C • .,-~'f HAS BEEN COMPLETED, AND BEFORE START OF MATERIAL PLACEMENT, COMPACTED EARTH
r( r II / ~ I F 1 f } 'y r 1 t I _ '~~nmaunnu SHALL BE USED TO FILL ALL STUMP HOLES, MINOR EXCAVATIONS AND DEPRESSIONS FOR C. EVERY SIX MONTHS =
I it d ~ ~ ~ ~ / i~ f CAVITIES INSIDE THE EARTH FILL UMITS. 1. REMOVE ACCUMULATED SEDIMENT FROM THE BOTTOM OF - ~~~~unm°iuNgi ~~~uwr,°°nnp~i THE OUTLET STRUCTURE. _ ~~i~i ~~~~i
1 f~, ,Jr Ft Y F - N ~0 CAR " _ \ °eeesee ? 'I jeeeeeeae 0 ~j 5. FILL SHALL BE PLACED IN HORIZONTAL LAYERS OF NOT MORE THAN 9 LOOSE DEPTH. 2. CHECK THE POND DEPTH AT VARIOUS POINTS IN THE POND. IF DEPTH IS REDUCED T e•° ~ ~ •e ~
~ I ~ ti ~ t I ` r~y ( ) 0 75X = AS SOON AS FEASIBLE AFTER TARTI ' S NG CONSTRUCTION OF A FlLL. THE CENTRAL PORTION OF ORIGINAL DESIGN DEPTH SEDIMENT WILL B ~~I~~°°° ~°•a''" ~ °°°e E REMOVED TO AT LEAST ORIGINAL DESIGN - ~ ; p F ; y ~ ;
.,4 F~ LL,. f ' ~ tf' i `SS 1 ~ J ` ~ 1 t+t A THEROF SHALL BE BUILT AND MAINTAINED SLIGHTLY HIGHER THAN THE SIDES TO ALLOW FREE DEPTH. - ? y~ : s
r , ~ e~ f7e ~ e° o DRAINAGE TO THE SIDE SLOPES. _ _ e _ e _ _ e _ ° • _ = o~ 2235 ; 2 _ . -I ; C 157 _
/,r ~ ' 6. EACH LAYER OF FILL SHALL BE COMPACTED BY ROLLING WITH COMPACTION EQUIPMENT 1. MOW THE SIDE SLOPES, NOT INCLUDING NORMALLY SUBMERGED VEGETATED SHELF, _ ; G e~ ~ r Q
~ m l ~ , WHICH IS BEST SUITED FOR THE TYPES OF SOIL ENCOUNTERED. FILL ADJACENT TO PIPE ACCORDING TO THE SEASON. MAXIMUM = : y e° : a°° GRASS HEIGHT WILL BE 6 . - y e°e °e. y ee0 e,. ~ CONDUIT AND ANTISEEP COLLARS SHALL BE COMPACTED BY HAND. EACH LAYER OF FILL = 9G ••e.°e°e.•0 p ee.,00e.e° ~G
i' r,. ~ - a , . r x SHALL BE COMPACTED TO NOT LESS THAN 95% MAXIMUM DRY N 2. << M0~ Si ~o DE SITY (STANDARD PROCTOR) CATTAILS, AND OTHER INDIGENOUS WETLAND PLANTS, ARE ENCOURAGED ALONG THE POND ii /SIG ~i AbpN
. ~ r.~ , t+, AT OPTIMUM MOISTURE CONTENT. WETTING OR DRYING OF THE MATERIAL AND MANIPULATION PERIMETER. HOWEVER, THEY MUST BE REMOVED WHEN THEY COVER THE ENTIRE SURFACE = ~~~~'~~wniunn+~~~~~ '~~~~~NN~ un+~~~~~~ ?un
_ i , TO SECURE UNIFORM MOISTURE CONTENT THROUGHOUT EACH LAYER SHALL BE REQUIRED. AREA OF THE POND. DENSITY TESTS WILL BE PERFORMED AT A FREQUENCY AS SPECIFIED BY THE SOILS ENGINEER. = THE DRAWINGS AND THE DESIGN SHOWN THEREON ARE INSTRUMENTS
r ~ ~ r AS A MINIMUM, TESTS HALL BE PERFORMED ON EVERY THIRD LIFT OR EVERY 1000 CUBIC 3. THE ORIFICE IS DESIGNED TO DRAW DOWN THE POND IN 2-5 DAYS. IF DRAW DOWN IS NOT OF TURNBULL SIGMON DESIGN, P.A. THE REPRODUCTION OR
YARDS WHICHEVER COMES FlRST. ALSO DENSITY TEST WILL BE PERFORMED WHENEVER FILL ACCOMPLISHED IN THAT T1ME, THE SYSTEM MAY BE CLOGGED. THE SOURCE OF CLOGGING = UNAUTHORIZED USE OF THE DOCUMENTS WITH UT THE 0 CONSENT OF
r~ a ~ I T. l ` BUFFfR •r~ " 100 - ~w.., r, , u.~,. MATERIAL CHARACTERISTICS CHANGE. MUST BE FOUND AND ELIMINATED. = TURNBULLSIGMON DESIGN P.A. I P HI I BUFFER = s RO B TED. 2004©
^"~"~z. B. OUTLET DEVICE 4. ALL COMPONENTS OF THE DETENTION POND SYSTEM MUST BE KEPT IN GOOD WORKING
C11: fES ~ ~ , ~,~r1 ~ "<,,i ~ _~a , ORDER. ' fi~ ,t.~, ` 1. OUTLET DEVICE COMPONENTS ARE TO FABRICATED AS SHOWN ON THE PLANS. = L1IY1ri1erS a
F I 1 ~ -.=.r ~ INV.:OUT: 676100„ ! ~t`~;~i " ~ ~ 5 ~ ~ ~ + ~ 0 CLASS 1 ~ ~ ~ r~l, ~ ..i. ~+°y/ ~ r~;.~~; ~ : b, ~ ~-,~.:,1 5. UPON COMPLETION OF THE POND AND - PROJECT DEVELOPMENT, THE SUMMERS WALK
J t'". i/ S 2f ~ 1 tf w., /~'~'F..~1 n" l+ t_ 1 d.~ ~ z. `if "'.i t ~ k .C r a , ~ ~ , i~ .r~~;~~.~~~,;,~i~ ~ 2. CONTRACT ~ ; ~ OR TO SUBMIT DESIGNED SHOP DRAWINGS TO THE CIVIL ENGINEER FOR APPROVAL SUBDIVISION HOMEOWNER S ASSOCIATION WILL BE THE RESONSIBLE PARTY FOR OPERATION AND = ,V~, ~ ~i~~-~ 1~i •,i, I ~ f~,~ i ; PRIOR TO CONSTRUCTION TO THE OUTLET DEVICE. SHOP DRAWINGS SHOULD INCLUDE MAINTENANCE.
~ ~w ~t~l . t .LENGTH: 29 r ~t~,C,t ~t• . fs .~".ji i`~~~,r ~ `~i / fir i ~ l r t 't ~ ; . ~ ,G~~' ` / . 1 5:,~ yi. y " f t ~ p t`~ y~'~`;>, <.,5. ` PRECAST BOX DESIGN, TRACH RACK GRATED COVER ALUMINUM STEPS AND A
~ r WIDTH. 36 r 1^,~~ t,~, 6 .E , DRAIN ORIFICE PIPING RE UIRED.- / Q
F r t l l y:.. ~ s , )j,,.~ :f : , ~ } { A A a ~ ,i + ~ ° qr ~ "7`` ~ y~' 1 s_L•1'",~,4 w. yf, / , 4 ' °!1 /i'~i i 2 Y.... ry;: ~ bob b f ~ ~ 4 ,t+'t ~ { i / - . • . WATER QUALJTY BASIN INFORMATION =
+ _ 1 't "i, 1 + ~ ~ n ~A+ # A A d fir, 1~ T ? +'i ~ y~~•S' i f ° ~t. Y' ..e.~... eS ~`C. .1., .Q "'ft /'~i'# ,l.u^.~ AAA 4A#d' Ad dA A b#AA A :l tt•• X f, ,%+r S ~`ti '^~F 'A. t. ~ k Ab pA 4.. k #a x11.:,,,. " 1 1 +m,,};.'., ,N. + +:"„t , 'd #n dA bA bb nA t • :a,.~ ,t _
N' 0 A b A A -A A .'r~ / 1 ~~,f;yl~'3.,, a K` Ad ®n +'q r i '~•.,f ' ~ • 1. ALL CONCRETE SHALL CONFORM TO THE STANDARD SPECIFICATIONS FOR READY MIXED
1 AP ~ - 1. ~r~ti /~htiif+~.'/~' i Nr. h a r! ' § t r f'7 ~ 7 r ~ . { ~ ~ . ' CONCRETE, ASTM C 94. AN AIR-ENTRAINING ADMIXTURE SHALL B BASIN NUMBER 6 E ADDED. THE CONCRETE ~ • . , : , ' ` SHALL BE PROPORTIONED TO MEET THE FOLLOWING REQUIREMENTS:
~ 'r ~ `K 'fa S~ jl' l ~h-.t! ;q v..4~~%i`,,;,?+~~`;/; ~ l~`... ' ) 4t t fl' Yom' /i 1 ~i` f V `A~ • ~ • COMPRESSIVE STRENGTH: MINIMUM 3600 PSI WATER-CEMENT RATIO: 0.40 - 0.50 BASIN TYPE EDW
$ ~ SLUMP: MINIMUM 3", MAXIMUM 5" = I 380) REESE BOULEVARD
3 Lf 'OF 36 RCP / t ' i w. . AIR CONTENL• .MINIMUM 5~, MAXIMUM 8~ DRAINA A 9 " " GE REA (AC) 6. B = S I T E _ COARSE AGGREGATE: 1 - 1 1/2 = U 50
` • . ° . ~ ~b t DESIGN IMPERVIOUS PERCENTAGE (X) 40 - HUNTERSVILLE, NC 28078
r f r:. 1 A D. GRASSING =
,4 .t 4 ~Y. . • . . • 1. GRASS. ALL AREAS DISTURBED BY CONSTRUCTION PER SPECIFICATION OF EROSION CONTROL SA/DA (f~ 1.73 , _ , DETAIL SHEET.
f , '~'I w. . , • . . REQUIRED SURFACE AREA (SF) 5,227
i i ,y~ 'r..:.:. I FES A'! E. PLANTING
1~1.~6. I ~ i. i INV. '.OUT:" 622.00 F PERMANENT POOL SURFACE AREA (SF) 5,306
EIfV t10 . GE •P N PLU 001 A 6: P001. "~OIV: b PQ~Nla~tf . wry,' CLAS . OIL , ' . z AY' LL EM R GY.'. GEN 1N ~ 5P1 S' 11 .APR 1. WETLAND PLANTINGS SHALL BE ADDED AS REQUIRED BY STORMWATER BEST MANAGEMENT PRACTICES. PLANTING SHALL BE BASED ON AVAIUBILITY OF PLANTS LISTED IN TABLE 2.2. PERMANENT POOL VOLUME (CF) 7,427
f LEYATI ON> . X7.9.00 . , . . LENGTH' b9. , ~
E~ (~1. I~ TEMPORARY P0~ VOLUME (CF) 10,386
Z i ~ .p: US ~~E 45.

~'1l
1 ~ ` ~ 1'
~ r ,t ~ ?p~f ` J s
k
DED DETEN110N WEIlAND SCAI EXTEN SCALE:1"•2 ' d
WATER QUALlIY LEGEND/P LANTING.
~dB41. DESCRIPTION
~ ~
i ~ _ RIP RAP APRON, SPILLWAY
5"X5"X3 8" ~ \ / /
STAINLESS STEEL \ ANGLE \
~ 6 FT. ' ~':~y SUBMERGED AND PLANTED LITTORAL SHELF
0.5 FT. 5.0 FT. 0.5 FT. 0"-9" LOW MARSH AREA -
/ ~ I / ~ ~ ~ ~ . .
M UM ."'a°°~°~~,~.~~ SUBMERGED AND PLANTED LITTORAL SHELF tS'+'L'"ICaV VGti^4 ' ACCESS STEPS ,°,',"~'„~,~'a~~VUy~'r 9"-18" HIGH MARSH AREA
/ I " / t 2-1/2 EDGE •.,.,aa.s..~ . ; , . "49Y"LV'7C VWGO
1.0 1 6 6"' 4"
TYPICAL 1 TRASH RACK " . 5.5" • \ ~ HINGE(S) . 5.5". 18"-36" MICROPOOL OR FOREBAY AREA * O -
0
/ \ ~ ~ - - Att1`~.'tti - :\`~',A~ GRAVEL MAINTENANCE
~ ~ 6 DIAM. " , ~ , ~ . OUTLET STOI~III DRAINAGE DESIGN DATA ACCESS DRIVE
~ " ~ ~ . INLET ORIFICE ~ ~ ' 1 UPSTREAM OWNSTREAM UPSTREAM OWNSIREAM LENGTH SIZE SLOPE TRUCTURE STRUCTURE INV. .INV.
~ 6"' STAINLESS STEEL / ~ HINGE ~ • \ ~ ~ ~ ANCHOR BOLT. EPOXY - - - - - - _ _ . _ _ REFER TO PLANTING LEGEND FOR REQUIRED PLANTING IN VARIOUS ZONE DEPTHS ~ ~ 67 25 67200 36 36 0.70X
F ~ 1/8 STEEL \ ~ , lI~J LACE ANGLE PUTS \ " ~ ' " (1) ALL PIPE TO BE CLASS III RCP, UNLESS NOTED OTHERWISE.
RATING AND ~ I 6 DIAMETER tb:5'• ~ 1X1 ALUMINUM G ~ , 5:5"~. 4"
HATCH TO BE DESIGNED AND ~ BASIN DRAIN 6 A PLANT SCHEDULE: .6 -
CERTIFIED BY MANUFACTURER. ~ ~ ' ONTRACTOR TO SUBMIT 2" GRATE 6" GATE VALVE C / , ZONE LOCATION BOTANICAL NAME COMMON NAME SIZE SPACING AREA UANTITY
R " W/ WHEEL TURN . SHOP DRAWINGS TO ENGINES 6 STAINLESS STEEL ~ 'e:. / . • Q ,C
FOR APPROVAL PRIOR TO ANCHOR BOLT. EPOXY EXTENDED TO TOP FABRICATION OF STRUCTURE :~w% LOW MARSH ,iuncus eNesus SOFT RUSH PEAT POT 4 FT. OC 463 SF" 21
IN PLACE ~ ~ , ~ :'`,>'x' ;r LOW MARSH scirpus ?~lidus SOFT STEM BULRUSH PLUGS 4 FT. OC 463 SF 21
„ ,
,y' : , , a~;'s~;~. LOW MARSH pontederla cordota PICKERELWEED PEAT POT 3 FT. OC 463 SF 36
t~ ~ ~ _
LOW MARSH peltondro virglnica ARROW ARUM BARE ROOT 2 FT. OC 463 SF 82 .,r ~ -
~n~rongst = w $ ~ ~ HIGH MARSH ~iuncus effesus SOFT RUSH PEAT POT 4 FT. OC 463 SF 21 -
STAINLESS STEEL ANGLE CLIPS ^.'S'tl7 Y'J - ummers a
I TVIU & HIGH MARSH scirpus valldus SOFT STEM BULRUSH PLUGS 4 FT. OC 463 SF 21
'GSCUry YV
a HIGH ontederia cordato PICKERELWEED = Phase Phase ~ t MARSH p PEAT POT 3 FT. OC 463 SF 36 - vse ~ y' v ~er•y -
CV'ACtC~e3 Y s ~'r r 4 HIGH MARSH peltandra virginica ARROW ARUM BARE ROOT 2 FT. OC 463 SF 82 =
'1G S°V V::n
OUTLET STRUCTURE ANCHOR GRATING DET/YL OUTLET STRUCTURE PLAN MICROPOOL
FOREBAY iris psuedocorus YELLOW FLAG IRIS PEAT POT 8 FT. OC 1,321 SF 43
6" DIAMETER ALUMINUM OR DIP
WALL SLEEVE, BEND do SPOOL TOP OF DAM ELEV. 680.00 NOTES: 1. CONTRACTOR TO ENSURE THATi ENSURE THAT OUTLET BOX IS SET
LEVEL AND FLUSH WITH SURFACI .H WITH SURFACE OF BASE FOOTING HARDWARE CLOTH ACROSS ALL OUTLET OPENINGS. REFER TO DETAIL 'A' FOR = D EW E ES E T OW N S H I P
- GRATED COVER EMERGENCY SPILLWAY ELEVATION: 679.00 TO PROVIDE UNIFORM BEARING F - SECOND BATCH OF CONCRETE =ORM BEARING PRIOR TO PLACING ADDITIONAL INFORMATION. CONTRACTOR TIE WIRE MESH/HARDWARE CLOTH TO REBAR, OF CONCRETE. GROUT IF TO REMOVE HARDWARE CLOTH, RIPRAP ATTACH REBAR TO CONCRETE RISERS USING DAVIDSON NC
SEE DTL3/5J0 80 YEAR STORM EVENT HIGH WATER ELEV: 678.69 NECESSARY. ALL ORIFICE AND I ,L ORIFICE AND PIPE OPENINGS INTO 1/4 WEDGE ANCHORS. USE WS-1422 ANCHORS =
THE OUTLET STRUCTURE SHALL TIGHTALL.PIPESUSE24""UNKSEALSMALL 'UCTURE SHALL BE SEALED LEAK AND WASHED STONE AFTER SITE HAS ° BY BEEN STABILIZED. COORDINATE WITH REDHEAD OR EQUIVALENT - IKSEAL" MECHANICAL SEALS FOR CEPM LOCAL INSPECTOR.
AND " MECHERM ALUMINUM STEPS I ND SMALLER.
TOP OF STRUCTURE ti TEMPORARY POOL ELEVATION: 677.70 Y 12 D.C., TYPICAL ELEV: 677.75 ? 1 ! ! I--- I ----I ---~I I 2. REFER T0 DTL. #5/510 FOR ER Water Quality Plans
I PERMANENT POOL ELEVATION: 676.00 1=1 MEASURES ASSOCIATED WITH THI /5.10 FOR EROSION CONTROL " WITH THE OUTLET
STRUCTURE DEVICE. Details CE. #5 WASHED STONE
1 FT. MIN. - 3. REFER TO DTL. #2/5.10 FOR OU' F2/5.10 FOR OUTLET STRUCTURE
TRASH RACK AND ANCHOR DEVICES.
f 1.25" ORIFICE PLATE -I -I ALUMINUM STEPS CLASS I RIPRAP <<.
" D.C.. TYPICAL TURNING ROD GUIDERAIL 4. REFER TO DTL3/5.10 FOR OU 12 1=1 ~GRATE DETAIL AND INFORMATION 5.10 FOR OUTLET STRUCTURE VD INFORMATION. 2X4 CLEAN OUT STAKE
SUPPORTS AS NECESSARY 1=1 I I-- Ed I - - CLEAN OUT BASIN WHEN + "1: o
PRECAST 5' X 5' VAULT 6 DIAM. GATE VALVE `r - - - 5. REFER TO DTL. 5.10 FOR OU' - PLAN VIEW. DIMENSIONS ARE TO INSIDE TO DRAIN POND, TURNING -11 1=71 X4/5.10 FOR OUTLET STRUCTURE SEDIMENT REACHES TOP PROJECT NUMBER: 03-168 OF STAKE. REFER TO
- - CONTRACTOR TO SUBMIT a. ROD TO BE EXTENDED TO ° 1=1 I EROSION CONTROL PLAN
SEALED SHOP DRAWINGS TOP OF STRUCTURE WITH - ' = = TI ON ° - - FOR APPROVAL PRIOR HANDWHEEL FOR OPERA _ - - - - _ - FOR SEDIMENT STORAGE DRAWN BY: BDS
TO CONSTRUCTION _ _ _ _ "6" DIP POND DRAIN I - - - - - - - - - - - - - ELEVATION. D P o DESIGNED BY: BIDS
WITH TRASH RACK i 14 REBAR
SOLID FILL :,t } o I I 36 LF OF 36" RCP I ( GROUT/CONCREIE INV OUT:j 1 0 0.70X ISSUE DATE: 07.29.04 X in
11 , BOTTOM OF POND 673.00 672.25. ° 1 1 WIRE MESH =
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
4 UW7, IV 'A
» 2 ' l - - - - t -I BARS 0 1 •r - . + a i
STRUCTURE S - , HARDWARE CLOTH ACROSS ALL OUTLET - - w
j--- 1 I iEl r , ' LIJ IN PLACE ;._Ili fit I I OPENINGS. REFER TO DETAIL A FOR ADDITIONAL INFORMATION. CONTRACTOR a - • . -P = - - - - -
= - -I l~ CH 5.10 -I EE AN OR D1L 2/ TO REMOVE HARDWARE CLOTH, RIPRAP % • ' " m: a _ ` : -5 8.5.05
1=11 I I--! _ THIS SHEET - C~IANGE AND BACKFILL AND WASHED STONE AFTER SITE HAS REVISED WATER CUALITY BASIN INFO 4_5.12.05 REVISED WATER QUALITY BASIN INFO
9 W/ COMPACTED SOIL) BEEN STABILIZED. COORDINATE WITH ' ' • ' ' ' 3_5.16.0_5 MECK. CO. & DAVIDSON COMMENTS CEPM LOCAL INSPECTOR. ww
2 3,31.0_5 MECK. CO. &_DAVIDSON COMMENTS
1 12.13.04 MECK. CO.W& DAviDSON COMMENTS
I NO. DATE: BY: REVISIONS:
0 LE T. SFRUCTURE SECTION TEMPORARY OUTLET STRUCTURE EROSION CONTROL MEASURES
5*10
I

i
i
:.j I
I Turnbull Si on Desi n
I - Ste' g 1:001 Morehead S uare Dr.
I ~ ~ ~ ~ t ,,a = q / = Suite 530
t i 1 , ' i 1 t a ~ i` ~ t ~ ~ ~ r i ~ r~ _ ~ N . OPERATION AND MAINTENANCE PLAN. - Charlotte NC 2820 WATER (1UALIT'Y BASIN CONSTRUCTION SPEGFICATIO S 3
r i , ~ i . l i I 't / - , ~ r` Phone: 0 2 .6 00 A. EARTHWORK A INSPECT 6?ONTHLY OR AFTER EVERY RUNOFF-PRODUCING RAINFALL EVENT. WHICHEVER = ~ < 'J 4.5 9 5
J ~ 1 , / , ! ~ i r „ t- ~ ~ t . s a i ~ _ COMES FlRST = Fag: 704.522.0882
9 r ~ f ; _ i ~ ~ r _ __~..~..d~ ,i , ~ j -r ~ 1. THE FOUNDATION AREA SHALL BE CLEARED OF TREES, LOGS, STUMPS, ROOTS, BOULDERS, 1. REMOVE DEBRIS FROM THE TRASH RACK. , SOD AND UNSUITABLE SOIL. IF NEEDED TO ESTABLISH VEGETATION, THE TOPSOIL SHALL BE
i~~' + w '4 1 i I d/ nl PILED AND SPREAD ON THE COMPLETED DAM AND SPILLWAYS. THE FOUNDATION AREA 2. CHECK AND CLEAR THE ORIFICE OF ANY OBSTRUCTIONS. IF A PUMP IS USED AS A DRAW ~ STOCK H CK FOR PUMP OPERATION.
+ ~ - I R i ~ 1 _ ~ A i. ~ ! ' h_ SHALL BE THOROUGHLY SCARIFlED BEFORE PLACEMENT OF THE FILL MATERIAL. DOWN MECHANISM, C E LAND DEVELOPMENT DESIGN SERVICES
I + ~ 1 CK THE POND SIDE SLOPES REMOVE TRASH, REPAIR ERODED AREAS BEFORE THE NEXT i 2. EXISTING STREAM CHANNELS IN THE FOUNDATION AREA SHALL BE SLOPED NO STEEPER 3 CHE -
+ 1 i i ! . r i f.~ i ~ ! ? s a ` THAN A RATIO OF ONE HORIZONTAL TO ONE VERTICAL. THEY SHALL BE DEPEENED AND RAINFALL EVENT. _
i ( ~ , ~ ~ + WIDENED AS NECESSARY TO REMOVE ALL STONES, GRAVEL, SAND, STUMPS, ROOTS, AND ~ OTHER OBJECTIONABLE MATERIAL AND TO ACCOMMODATE COMPACTION EQUIPMENT. 4. IF THE POND IS OPERATED NflTH A VEGETATED FLTER, CHECK THE FILTER FOR SEDIMENT
r r ~ . i ~ ! , t FOUNDATION AREAS SHALL BE KEPT FREE OF STANDING WATER WHEN FILL IS PLACED ON ACCUMULATION, EROSION AND PROPER ORIENTATION OF THE FLOW SPREADER MECHANISM.
~ ~ r r. 1 1 ~ ' ` ? t l . r' i } r"'~ 'i THEM. THE BORROW AREAS SHALL BE CLEARED OF STUMPS, ROOTS AND UNSUITABLE SOIL. REPAIR AS NECESSARY. p~~~N~~~~~~~ggr y
_ J I~ r i ~ ' P : y ti. ~ ' ' w._.... ~ ~ ~ r 1 ~ THE WATER QUALITY BASIN SHALL BE CLEARED AND ALL STUMPS REMOVED. - Q ~'~i \ ~ es @. QUARTERLY - ~°e°•°° ° e
r _ •-`E 1 - , ~ ~ t , ~ ~ . ~ 3. BEFORE FILLING OPERATIONS BEGIN, THE SOILS ENGINEER WILL TAKE REPRESENTATIVE 1. INSPECT THE COLLECTION SYSTEM (IE: CATCH BASINS, PIPING, GRASSED SWALES) FOR = ~ s
s . ^ k~ N. 'x ti ~ ~ ~ ti ~w• ~ ~ . _ r"" _ - f r ~ SAMPLES OF EACH PROPOSED FlLL MATERIAL AND TEST THEM TO DETERMINE THE PROPER FUNCTIONING. CLEAR ACCUMULATED TRASH FROM BASIN GRATES, BASIN BOTTOMS, ~ s y a
. ~ r _ COMPACTION AND CLASSIFICATION CHARACTERISTICS (PROCTOR TEST). ONLY THOSE MATERIALS AND CHECK PIPING FOR OBSTRUCTIONS. = g a SEA ~ Y THE SOILS ENGINEER WILL BE USED AS FlLL ON THE DAM. GENERALLY SM - s 283 4 a = AS APPROVED B -
~ i i f . 1 . i / r . , ~ • ~S - f PAC DEARTH FILI.S SHALL BE 2. CHECK POND INLET PIPES FOR UNDERCUTTING, REPLACE RIPRAP, AND REPAIR BROKEN - e OR SC CLASSIFICATION SOILS WILL BE ACCEPTABLE. COM TE {//~~r ' °y\ \ r, CONSTRUCTED TO THE ELEVATIONS, LINES, GRADES AND CROSS SECTIONS INDICATED ON THE PIPES. _ •eti~~N~F.,°• <v??.
+ ~ 1 t ! / I G t M1 f ~ t l ~ ~ / _ ~ PLANS. /,i .Q °0eeasee°°0
; - , . { [ ~ 3 r s 3. RESEED GRASSED SWALES, INCLUDING THE VEGETATED FILTER IF APPLICABLE. TWICE A = ~i,,~~ C
- I ~ I i ~ ~ ~ ~ ~ / ~ r ~ ~ C ~ i 1 ~ ~ "r i ~ ~ f ~ 4. AFTER STRIPPING OF FOUNDATIONS AND. REMOVAL OF WEAK OR UNSUITABLE MATERIALS YEAR AS NECESSARY. REPAIR ERODED AREAS IMMEDIATELY. - rr~rrnq~ii~~p~n~``~ -
I ..W ~ ~ ~ ! ~ t` ~ -1" C 'r /f r HAS BEEN COMPLETED, AND BEFORE START OF MATERIAL PLACEMENT, COMPACTED EARTH H S MINOR EXCAVATIONS AND DEPRESSIONS FOR C. EVERY SIX MONTHS SHALL BE USED TO FlLL ALL STUMP OLE , _ ,,~~pinu?uurrrp ```~g1NW~uNgrrii
CAVITIES INSIDE THE EARTH FILL LIMITS. 1. REMOVE ACCUMULATED SEDIMENT FROM THE BOTTOM OF THE OUTLET STRUCTURE. _ ~ ri~~G ri,,~~ Q y seeee l •eseeee Q
! S ~ t 1' ~ ° \ • LNG ~ ° i ? O ee e° e . , . e ° 5. FILL SHALL BE PLACED IN HORIZONTAL LAYERS OF NOT MORE THAN (9) LOOSE DEPTH. 2. CHECK THE POND DEPTH AT VARIOUS POINTS IN THE POND. IF DEPTH IS REDUCED TO 75~
~ } f ? f i i ~ A r,r - ~ + O i S A ~ , TH DIMENT WILL BE REMOVED TO AT LEAST ORIGINAL DESIGN = ~ e~°0 a°: ~ f' AS SOON AS FEASIBLE AFTER STARTING CONSTRUCTION OF A FlLL. THE CENTRAL PORTION OF ORIGINAL DESIGN DEP , SE _ ~ e 4, ~ ~ ~ ~ o
\ , ~ E J ~ 1 ' ~ v f' 3 J ! i', i ti~ .mfg-' f', OF SHALL BE BUILT AND MAINTAINED SLIGHTLY HIGHER THAN THE SIDES TO ALLOW FREE D~~• _ ? :W Zg ? _ e THER -
^ 1 t ~ r i ~~ti t . ~ i 1 ~ J ~ j' I a ~ ~ r r . _ , ~ ~ ~ I f j / ! t ~ i i i ~ `i DRAINAGE TO THE SIDE SLOPES. ~ °sNC-2235". Z _ _ C-157 °s ' pj GENERAL i ~ of o ~ ` ~ G e a
1 J f f 1 F ` Y MERGED VEGETATED SHELF = ; G • ~ , 4 , ~ ° ~ e° s°. ° 6. EACH LAYER OF FILL SHALL BE COMPACTED BY ROWNG WITH COMPACTION EQUIPMENT 1. MOW THE SIDE SLOPES NOT INCLUDING NORMALL SUB =
r - . , J Il J` ~ rtt r ,f +1 1\ xyf j t ( 1 ~ ~ f / J t ADJACENT TO PIPE ACCORDING TO THE SEASON. MAXIMUM GRASS HEIGHT WILL BE 6". = y °°°•e ,e°°° ~ °°°e, ,e•°° WHICH IS BEST SUITED FOR THE TYPES OF SOIL ENCOUNTERED. FILL - 9G ..,e0°,,,e 0 ~G CONDUIT AND ANTlSEEP COLLARS SHALL BE COMPACTED BY HAND. EACH LAYER OF FlU. _ Ot' S ~~c, ~p
r f ? i ~ fir ~ , ~i /S I GM ~i 1 GtipN ~ SHALL BE COMPACTED TO NOT LESS THAN 95~ MAXIMUM DRY DENSITY (STANDARD PROCTOR) 2. CATTAILS, AND OTHER INDIGENOUS WETLAND PLANTS, ARE ENCOURAGED ALONG THE POND - ~iyr ~~w ~irr
i -~...n.- , S • ~ i f / r ! t _ r 1-.. IAL AND MANIPULATION PERIMETER. HOWEVER, THEY MUST BE REMOVED WHEN THEY COVER THE ENTIRE SURFACE - nrnmuunq~ hprmm~m~~` AT OPTIMUM MOISTURE CONTENT. WETTING OR DRYING OF THE MATER -
t F~ i r' ? ~ A ~ 1 I ~ rr TO SECURE UNIFORM MOISTURE CONTENT THROUGHOUT EACH LAYER SHALL BE REQUIRED. AREA OF THE POND. ~ DENSITY TESTS WILL BE PERFORMED AT A FREQUENCY AS SPECIFIED BY THE SOILS ENGINEER. = THE DRAWINGS AND THE DESIGN SHOWN THEREON ARE INSTRUMENTS
r Flo: ~s r' i ~ ~ AS A MINIMUM, TESTS WILL BE PERFORMED ON EVERY THIRD LIFT OR EVERY 1000 CUBIC 3. THE ORIFCE IS DESIGNED TO DRAW DOWN THE POND IN 2-5 DAYS. IF DRAW DOWN IS NOT _ OF TURNBULL 51GMON DESIGN, P.A. THE REPRODUCTION OR r'
r`INV:OUT: 678:Ogi I ._..,ti..~._, r 0 YARDS WHICHEVER COMES FlRST. ALSO DENSITY TEST WILL BE PERFORMED WHENEVER FILL ACCOMPLISHED IN THAT TIME, THE SYSTEM MAY BE CLOGGED. THE SOURCE OF CLOGGING _ UNAUTHORIZED USE OF THE DOCUMENTS WITHOUT THE CONSENT OF
I l , ~ CLJt~S ~ ~ I ' ) .r'" ..-f'~ MATERIAL CHARACTERISTICS CHANGE. MUST BE FOUND AND ELIMINATED. = TURNBULL SIGMON DESIGN, P.A. IS PROHIBITED. zpp4© .r'"
i _ _ WIDTH' '37. r GP ~ 4. ALL COMPONENTS OF THE DETENTION POND SYSTEM MUST BE KEPT IN GOOD WORKING B. OUTLET DEVICE ORDER. = mmers a
~p D !5a ~ i` ^ ' _ ~ 1. OUTLET DEVICE COMPONENTS ARE TO FABRICATED AS SHOWN ON THE PLANS. _
~•~''s' ; P COMPLETION OF THE POND AND PROJECT DEVELOPMENT, THE SUMMERS WALI( S. U ON
ii ! , a , , , l . J 0 >t , . 1. + a ~ ~ ,v , - r . R APPROVAL SUBDIVISION HOMEOWNER'S ASSOCIATION WILL BE THE RESONSIBLE PARTY FOR OPERATION AND 2. CONTRACTOR TO SUBMIT DESIGNED SHOP DRAWINGS TO THE CIVIL ENGINEER FO - PRIOR TO CONSTRUCT10N TO THE OUTLET DEVICE. SHOP DRAWINGS SHOULD INCLUDE MAINTENANCE.
~ qa9 ! i : i~v~"""s,, t'S."~.1~.'y ~ i~`4;..T ".c {/y, l,~ ~~'r~ 't,~t^ a ' ' a a 0 t a ~kr 1 + tiL~ 1, T'~"^. ,M,.~ ` j ' ;;t„J.,'i ' ` / . ~,r ~,L, a o a t a r a a ~ 1 ' V t ~?e~ .,,1 l - r" , ! r . Y . 1. ~ 1 `t"" ','~Y"Ysw PRECAST BOX DESIGN, TRACH RACK, GRATED COVER, ALUMINUM STEPS, AND ALL
aaa ~ r ,4 ~s, i?t + ~ ~.w t+; , ,%~t`~ may, , a v a a a v 1 ] 1~ J `4 ~ jY~...~ ~ . t ' .~f,. ~F'~" i~».. ~?Y t 1 , ~ , l 1 ' 1,~••.~ .y .,..r...', ~ y a a a aQ v v a v ' 9 a v 9 ° a 9 fi?" / / t^~ / : 1: r ,r~'.- , ~ - t ~ t ,.~,,,L. +'1 ' , ~ 4 s ` . DRAIN/ORIFICE PIPING REQUIRED. _
v va a r' r r a ~i + ~ t ~ { y9~ J` aqa 9t a P J .Y~ ~~..y4 '3;-~ F, I f'~...~ '1'*,.+,p k,. .~y~~. .f aaaa°aat•v a a aaa vv vvvaa ! 1^' s' r ~ 1;x,4 ~'7t~.;1. t,'~,tf! ~;a'! i. ~ i~!-.~/~`'^t/,~.,:`°, ~i WQ vas e9v 9 9 aaa o aar a ! ~t. /';"~-~.'~if`'>k t 5 r' ?t, i f.. ..j~'~''r `tr ~>,~~i,~ qa a9vv aa9 a a aqa aaa aaa / r,/r - , j;.{ , r,., , i a t,' t;~.,.. "x.., t -t. ~ ^C-.i~• .~s . ~ X~" WATER QUALITY BASIN INFORMAl10N = ~~L~L. ~ C. CONCRETE
a av as a as ao i + 1 _,t,yw. : / • , t , ~~~s: t 7r._./ y ~ K . ter: ~s a a a o a v ,r' a v a a v v / / 4". , ~ Y, r , r , x, ! ; / , /T° a: t i a a a e ,r"v'a v ~a v a e v a ~ n, t J ~ ~ . ~ , f, „ / , 1, . ~ s i { :.r $EEDETAIL ~IN~ 5.1 qa a ~,~9 a as vq as a~ a a da ri 5 _ ~ , 1f'/ ,a yr _ v a a a a a v ~ ,e„iJ'1 v a a a e_~,y as a a a s~ ~s~. ~ i ~ v ' S ~ ~y:`~~ "~.~r t i a as av a v e as qa a , r" n , ~ 'i ,a, ,t'
z av K` q a roa a a a va t~ ;i^. t ti r 9r a r R oa qa a $ o %t"+' 7~F t..;;a5a S.'i'° t? ! _°7,t•~ .f va aq aq as apP^'aa as w av I ~fi t/ 1. 1, Sr t `s. t ~ i~ 1 C. !7i w'P o v v a a e v v a a a a 9 a r ~ t ! . 7 ,'3 ~ .*~'`~-nt:~ .s.1c.s . .:.:r_i`~~.~ ?'c~LF=. "y 'C` ~ ~ ` v a aaa a a n.1 V aqa ,y a a 4 a a Q a a qaa 7t y`,'•..t/ f h'r ~ a_.. %l `•^i- i .i Qa a1 as qa a # as atl a'6 ..6a 3 k°~`f' ~'~~J / f' h r i .'t ~ v t/• .-has' 's: oa aaaa 9oaa aaa aaaa aaaa gala ayes aqa, Caq° aqa i l i if,«~ - ;C' j, ir?-~' ,~,3, v 1. ALL CONCRETE SHALL CONFORM TO THE STANDARD SPECIFlCATIONS FOR READY MIXED
: t ..p4a aaa aaa 4aa aaa +W'& a9G aaa 4 a6V as S S ~ '^'r T / ~ ^ (,j~, ~ ' t~ ~~i' CC%i`~,.r^.~, i as aaa as as aa.~ a9 as q~o`b as as l j~ ~ ~ ~ ,l,~_4Jr` ,f ~~^,F f 4 a a a a c a a a a° y~~+n, +C ,r' w it i r "C.,.. i ft ';z.4,^ ~ } S" a aaa t9aa aaaa .aaaa 'va aaa aaa say Gaps aaa Z: l ~ 6'1~"'' 1 -`nr'< +'1•'ti„„M'hi t; ,i^,f.,~., "J . s , 1 as 0 q a a~ a as ,t ~k !f '~V,."~r , / ~ s ~ .~''t tea„! 1 i ,dra aaav a a a as aaa •~'ri- t a , §~y ~~'s 1.5~' . '7-•., ~ i .tti ?-~-a - AINING ADMIXTURE SHALL BE ADDED. THE CONCRETE BASIN NUMBER 7 = CONCRETE, ASTM C 94. AN AIR ENTR F' `r''~ 1 'c-- R IREMENTS: s'%~.•; I; i, ~ SHALL BE PROPORTIONED TO MEET THE FOLLOWING EQU =
1~ , a q v a a a v a a aaa . ,*.:t~ i , _ ^1"^,„ 7; S ~ • r . , 'aaaa nova ma aaa aura da v as av'.,' r r r,~'. %`P ~ w l j~~, ~ ~ ~;~~.+'a..+,~~ r~ 9^ ~ a avarvrt~agva a qaa a. f, ~ _ ii ~+f t ~"t'f ! , ' i ~ ! n. ' ~ t v v as a r r~'-k,..' t ~y t+ ~ ~ ' . COMPRESSIVE STRENGTH. MINIMUM 3600 PSI WATER-CEMENT RAT10: 0.40 - 0.50 BASIN TYPE, EDW t~.,.~:.. ! , " - 13801 REESE BOULEVARD
' ~ 4. ,t~ 6 r a as ~ ! ~~'1. - y~ ~ , ~ " SLUMP: MINIMUM 3 ,MAXIMUM 5
AIR CONTENT. MINIMUM 5~, MAXIMUM 8~ DRAINAGE AREA (AC) 5.96 S U i T E 15O . ! , , COARSE AGGREGATE: 1" - 1 1 /2"
~~iJt„ i t 1 ~ ~'Y` ~~x~is'r t i • 4 , ; _ i , l ,d'~.1 r ice,. • i'*i 1 s~ y`F r;~ l , l • ' ' ~ ~ + DESIGN IMPERVIOUS PERCENTAGE (70) 42 - H U N T E R S V I L L E, N C 2$ O 7 8
~ , ~ ~ij`~;~!~;~„:r:~~~,,t SA A 1.80
; 1;~',;~ ~ 1. GRASS ALL AREAS DISTURBED BY CONSTRUCTION PER SPECIFlCATION OF EROSION CONTROL
i OF 30 :RCP ; t . ~ - DETAIL SHEET. REWIRED SURFACE AREA (SF) 4,792 -
0.10 ~ : " E. PLANTING
A., ~ ' ~ PERMANENT POOL SURFACE AREA (SF 5,38 =
~ O r. 'INV. OUT: 67444 ; f , ~ ~ f i;' . ~ t 11 • • ' A' ; 1. WETLAND PLANTINGS SHAD. BE ADDED AS REQUIRED BY STORMWATER BEST MANAGEMENT PRACTICES. PLANTING SHALL BE BASED ON AVAIUBIUTY OF PLANTS LISTED IN TABLE 2.2. PERMANENT POOL VIX.UME (CF) 7,395
l f OL ~ r' NGE:PO PLU 1-' CLASS. 11 APRON ' EMERGENCY :SPILLWAY ~ ;1'' ' -
. ~ ELEVATION: 681.00 ~ ^ ' ~ .y~~ ,r', I TEMPORARY POOL VOLUME CF) 9,260 (

- WATER dW411TY SIN #7 /x - - ~
.v~,..._~~. . 4 -
x,
i r ~,x
f ~I ~ ~ ~ ~ _
? ;..r....
I . ~ ~ SCALE.1.20
D(TENDED DETEN110N WE~IAND)
ND/PIANTING: WATER QUALITY LEGE
SYMBOL DESCRIPTION
I _ i / ~ ~`1
- RIP RAP APRON, SPILLWAY
/ \ 5"X5"X3/8" ~ \ ~
STAINLESS STEEL y
I ANGLE \ I 6 FT. -.:~.>,Y` SUBMERGED AND PLANTED LITTORAL SHELF = >
i 0.5 FT. .0 FT. 0.5 FT. ~ 0"-9" LOW MARSH AREA _ r.v,.,. _
/ 5 ~ ~ / r • - " ,
~ ~ r / ACCES ' 18 ALUMINUM ,a, 7,~° SUBMERGED AND PLANTED LITTORAL SHELF ACCESS STEPS ~ -.,,'q 9"-18" HIGH MARSH AREA
' ~ ' / I " eC~'9°e '^C9'?Gtl
~ 2-1/2 EDGE ~ , ~ 6 . 6"~ 3.5" " = '
• •15.5 TYPICAL ` TRASH RACK • I 5.5" ~ 18 -36 MICROPOOL OR FOREBAY AREA
/ \ / ~ ~ HINGE(S) I \ o - - 'ti
i / \ ~ ~ GRAVEL MAINTENANCE STORM DRAINAGE DESIGN DATA ~ , OUTLET
~ \ ~ i a 6 FT. 6 DIAM. 30' " ~s`~~`,~ ~ ACCESS DRIVE 30 ` ~ ~ ~ UPSTREAM WNSTREAM UPSTREAM DOWNSTREAM LENGTH SIZE SLOP =
~ ~ ~ ~ - - . r • • INLET ORIFlCE \ ~ ~ ~ . TRUCTUR STRUCNRE INV. .INV.
~ ~ 8" STAINLESS STEEL / ~ HINGE \ \ : . WKa 674.80 674.44 45 O.BOX _ _ _ _ _ _ REFER TO PLANTING LEGEND FOR REQUIRED PLANTING IN VARIOUS ZONE DEPTHS
ANCHOR BOLT. EPOXY - - - - - - ; . • 1/8 STEEL \ :w (1) ALL PIPE TO BE CLASS III RCP, UNLESS NOTED OTHERWISE.
\ r ~ IN PLACE ANGLE PLATE ~ " 13:5". 3:5"~ 3.5"
~ 1"X1" ALUMINUM GRATING AND \ ~ 6 DIAMETER \ . ~ BASIN DRAIN • ~ • y. . d . , e • ~ . " HATCH TO BE DESIGNED AND ' ~ _ • . , . ~ 6 PLANT SCHEDULE: 6 =
CERTIFlED $Y MAMUFACTIARFR.. \ , ZONE LOCATION BOTANICAL NAME COMMON NAME SIZE SPACING AREA QUANTITY
R TO SUBMIT 2" GRATE 6" GATE VALVE CONTRALTO / W WHEEL TURN • • • • • SHOP DRAWINGS TO ENGINEER /
6 STAINLESS STEEL / EXTENDED TO TOP , ~ • ~ • FOR APPROVAL PRIOR TO f~: LOW MARSH ,juncos effesus SOFT RUSH PEAT POT 4 FT. OC 471 SF 31 ,4 -
FABRICATION ANCHOR BOLT. EPOXY ''d OF STRUCTURE IN PLACE ~ ~ ~
I s 1 us validus SOFT STEM BULRUSH PLUGS 4 FT. OC 471 SF 31 LOW MARSH crp - ~
LOW MARSH pontederia cordata PICKERELWEED PEAT POT 3 FT. OC 471 SF 52
i ~ '
f % ! ~ LOW MARSH peltondra a'r'glnlca ARROW ARUM BARE ROOT 2 FT. OC 471 SF 118 y, r -
I a~K~'~~..~, - mmers a
STAINLESS STEEL ° ` ` ~ ` ~ " HIGH MARSH juncos effesus SOFT RUSH PEAT POT 4 FT. OC 465 SF 40 - U ^:rr*xrw
I ANGLE CLIPS TYPICAL HIGH MARSH scirpus ?rolidus SOFT STEM BUU2USII PLUGS. 4 FT. OC 465 SF 40
ase = ase
HIGH MARSH pontederia cordata PICKERELWEED PEAT POT 3 Fl'. OC 465 SF 68 - '.'Y9 7 : Y F" t -
i 'CV3"tltiJ^ C4 ? v r HIGH MARSH peltandra virginica ARROW ARUM BARE ROOT 2 FT. OC 465 SF 154
r iI6~G47G0^
OUTLET STRUCTURE ANCHOR 2 GRATING DETAJL OUTLET STRUCTURE PLAN MICROPOOL s YELLOW FLAG IRIS PEAT POT 8 FT. OC 1,425 SF 93
FOREBAY iris psuedocoru
i
6.0" DIAMETER ALUMINUM OR DIP NOTES:
WALL SLEEVE, BEND & SPOOL TOP OF DAM ELI:V: 682.00 1. CONTRACTOR TO ENSURE THAT ENSURE THAT OUTLET BOX IS SET HARDWARE CLOTH ACROSS ALL OUTLET
LEVEL AND FLUSH WITH SURFA( -p SH WITH SURFACE OF BASE FOOTING OPENINGS. TO DETAIL 'A' FOR - D EW E ES E TOWNSHIP
TO PROVIDE UNIFORM BEARING EMERGENCY SPILLWAY ELEVATION: 681.00 SECOND BATCH OF CONCRETE. ORM BEARING PRIOR TO PLACING TIE WIRE MESH/HARDWARE CLOTH TO REBAR. IF ADDITIONAL INFORMATION. CONTRACTOR ATTACH REBAR TO CONCRETE RISERS USING = DAVIDSON, NC OF CONCRETE. GROUT IF TO REMOVE HARDWARE CLOTH, RIPRAP
GRATED COVER SEE DTL. #3/5.11 SO YEAR STORM EVENT HIGH WATER ELEV. 680.44 - NECESSARY. ALL ORIFICE AND LL ORIFICE AND PIPE OPENINGS INTO AND WASHED STONE AFTER SITE HAS ° 1/4" WEDGE ANCHORS. USE WS-1422 ANCHORS _
THE OUTLET STRUCTURE SHALL RUCTURE SHALL BE SEALED LEAK COORDINATE NTH BY REDHEAD OR EQUIVALENT
_ TIGHT. USE "UNKSEAL" MECHA ALUMINUM STEPS € ALL PIPES 24 AND SMALLER. " SEALS FOR BEEN STABILIZED ° NKSEAL MECHANICAL CEPM LOCAL INSPECTOR. _ AND SMALLER. Water Quality Plans - 0
TOP OF STRUCTURE TEMPORARY POOL ELEVATION: 679.55 12" O.C., TYPICAL --ff - - I
ELEV. 679.60 2. REFER TO DTL. #5/5.11 FOR EF MEASURES ASSOCIATED WITH TF #5/5.11 FOR EROSION CONTROL ',.{a ; r•, :;i ° 1 -6 = Details )CIATED NTH THE OUTLET
p PERMANENT POOL ELEVATION: 678.00 p - - a'• STRUCTURE DEVICE. o - - E. WASHED STONE
1 FT. MIN. - -
0 3. REFER TO DTL 2/5.11 FOR OL `.fir [#~2/5.11 FOR OUTLET STRUCTURE 41.
TRASH RACK AND ANCHOR DEVICES. 'd 25" ORIFICE PLATE ! - - M CLASS I RIPRAP
ALUMINUM STEPS 1' o ! - - - _ 4. REFER TO DTL. #3/5.11 FOR Ol 5.11 FOR OUTLET STRUCTURE kND INFORMATION. 2X4 CLEAN OUT STAKE
12" O.C. TYPICAL 0 00 TURNING ROD GUIDERAIL - GRATE DETAIL AND INFORMATIOI SUPPORTS AS NECESSARY o - - CLEAN OUT BASIN WHEN 'a.~ =
1 .S• 41 - 6" DIAM. GATE VALVE - 5. REFER TO DTL. X4/5.11 FOR Ol PRECAST 51 X 5I VAULT PLAN VIEW. I 1=1 I M I X4/5.11 FOR OUTLET STRUCTURE PROJECT NUMBER: 03.168 SEDIMENT REACHES TOP ° OF STAKE. REFER TO
ROD TO BE EXTENDED TO EROSION CONTROL PLAN_'` ° = DRAWN BY: BIDS
CONTRACTOR DIMENSIONS TO ARE TO SUBMIT INSIDE TO DRAIN POND, TURNING - - - t o - I I --f 0. ~o SHOP DRAWINGS TOP OF STRUCTURE WITH SEALED SHOP DRAWINGS TOP OF STRUCTURE WITH - - { FOR SEDIMENT STORAGE
HANDWHEEL FOR OPERATION o _ i _ _ - FOR APPROVAL PRIOR TO CONSTRUCTION ' a ` CA D ° ELEVATION. • - DESIGNED BY: BDS REBAR -
6" DIP POND DRAIN - _ - - - - - - - ISSUE DATE: 07.29.04
WITH TRASH RACK t SOLID FILL c, t t 45 LF OF 30" RCP li t t - - - - WIRE MESH =
GROUT/CONCRETE INV OUT-.1 t 0 0.8Ox i t
\N1 / BOTTOM OF POND: 675.00 674.80 _ _ - - -
u%.... :•+.•w'; `a` - - - - - - - - - - - - - - _
,
#5 REINFO
BARS 0 1 2 g.- T I T ~ • ~ -I 1 • " ° ® STRUCTURE ti HARDWARE CLOTH ACROSS ALL OUTLET " ' . `
t . r 4' • . . « a' IN PLACE OPENINGS. REFER TO DETAIL 'A' FOR - . _ r .._.u n._e._ - - ADDITIONAL INFORMATION. CONTRACTOR -„----•-~---~------~~~----°---°.W,~•----°--~"~~---.-.--°~,~~~°T
EE ANCHOR DTL. #2/5.111 TO REMOVE HARDWARE CLOTH, RIPRAP • , ,t A•' 5 8595 REVISED WATER QUALITY BASIN INFO -Roe
I - t i,-~ ; € THIS SHEET t t b AND WASHED STONE AFTER SITE HAS • ! ! ! ! A ' • ® 4 5 12 05 REVISED WATER QUALITY BASIN INFO 11 .11 BEEN STABILIZED. COORDINATE WITH 3_S_.116.05 MECK. -11 C_0 & DAVID SON COMMENTS
--I ! 1--- t---! I It + ' - +__T G~ IANG(E AND BACKFILL 9 W/ COMPACTED SOIL) CEPM LOCAL INSPECTOR. 2_ _3.31.0_5_ M_ECK.mmCO. & DAVIDSON COMMENTS
1 12.13.04 MECK. CO. & DAVIDSON COMMENTS
Tj TEMPORARY OUTLET STRUCTURE EROSION CONTROL MEASURES NO. DATE: BY: REVISIONS:
OUTLET STRUCTURE Ad ND

~ Turnbull Si mon Desi
- ~ g gn I:o01: Morehead Square Dr.
I ~ . Suite 0 53
~ i . ~ r r r . e p - •M PERATION AND MAINTENANCE LAN. Charlotte NC 2820 IN N UCTION SPECIFICATIONS. 0 - F 3 WATER QUALITY BAS CO STR
G 1 , ' ~ ~ - ~ F i Phone: 0 2 .6 00 d IN~.pEGT 6~ONTHLY OR AFTER E~~'RY RUNOFF-PRODUCING RAINFALL EVENT. WHICHEVER = 7 4.5 9 5 gL, EARTHWORK =
_ Fag: o .088 COMES FIRST = _ 7 4.522 2
• - r' ~ - ' 1. THE FOUNDATION AREA SHALL BE CLEARED OF TREES, LOGS, STUMPS, ROOTS, BOULDERS, 1. REMOVE DEBRIS FROM THE TRASH RACK. _
-6 i ~I a ~ ~ i - -..-w....._ , i ,r"~ °`ti,. ~ - SOD AND UNSUITABLE SOIL. IF NEEDED TO ESTABLISH VEGETATION, THE TOPSOIL SHALL BE y TRUC110NS. IF A PUMP IS USED AS A DRAW STOCKPILED AND SPREAD ON THE COMPLETED DAM AND SPILLWAYS. THE FOUNDATION AREA 2. CHECK AND CLEAR THE ORIFICE OF ANY OBS
~ ~ ~ i - , SHALL BE THOROUGHLY SCARIFIED BEFORE PLACEMENT OF THE FILL MATERIAL. DOWN MECHANISM, CHECK FOR PUMP OPERA110N. = LAND DEVELOPMENT DESIGN SERVICES
~ a r _ , R MOVE TRASH REPAIR ERODED AREAS BEFORE THE NEXT _ 2. EXISTING STREAM CHANNELS IN THE FOUNDATION AREA SHALL 8E SLOPED NO STEEPER 3. CHECK THE POND SIDE SLOPES, E -
c,_ . ~ ~ r ~ ~ " c~ ~ r THAN A RATIO OF ONE HORIZONTAL TO ONE VERTICAL. THEY SHALL BE DEPEENED AND RAINFALL EVENT. _
l i f I JF ---~--w WIDENED AS NECESSARY TO REMOVE ALL STONES, GRAVEL, SAND, STUMPS, ROOTS, AND
y ~ , ~ i . r r _ r ~ r • ECTIONABLE MATERIAL AND TO ACCOMMODATE COMPACTION EQUIPMENT. 4. IF THE POND IS OPERATED WITH A VEGETATED FILTER, CHECK THE FILTER FOR SEDIMENT OTHER OBJ = FOUNDATION AREAS SHALL BE KEPT FREE OF STANDING WATER WHEN FILL IS PLACED ON ACCUMULATION, EROSION AND PROPER ORIENTATION OF THE FLOW SPREADER MECHANISM.
1 ~ o f r r ! t r I V .~.r~ _~.a M. THE BORROW AREAS SHALL BE CLEARED OF STUMPS, ROOTS AND UNSUITABLE SOIL. REPAIR AS NECESSARY. _ ``~~~n~ununu /~i ~ THE _ ~
1 r , ~ ~ ~r t > 1 f w.tt. r° THE WATER QUALITY BASIN SHALL BE CLEARED AND ALL STUMPS REMOVED. 0.'~N O B. QUARTERLY = ` °e•°
>r ~ o t i - r / , r ~ , y ~ ~ y - , 3. BEFORE FILLING OPERATIONS BEGIN, THE SOILS ENGINEER WILL TAKE REPRESENTATIVE 1. INSPECT THE COLLEC110N SYSTEM (IE: CATCH BASINS, PIPING, GRASSED SWALES) FOR = ` 0 J ey
- r' ~ r J- r , i r _I' w- , i SAMPLES OF EACH PROPOSED FILL MATERIAL AND TEST THEM TO DETERMINE THE PROPER FUNCTIONING. CLEAR ACCUMULATED TRASH FROM BASIN GRATES, BASIN BOTTOMS, _ e Q- -y oe
? ~ lr ~ ~ v _ ? r' f% i l ~ 1 i 4 NAND CLASSIFICATION CHARACTERISTICS PROCTOR TES .ONLY THOSE MATERIALS AND CHECK PIPING FOR OBSTRUC110NS. - g a SEA ~ ; COMPACTIO ( ~ - e 2831 s = AS APPROVED BY THE SOILS ENGINEER WILL BE USED AS FlLL -0N THE DAM. GENERALLY SM
' r % ~ 7 _,we..- i f ~ i PAIR BROKEN - ° ` C SSIFICATION SOILS WILL BE ACCEPTABLE. COMPACTED EARTH FILLS SHALL BE 2. CHECK POND INLET PIPES FOR UNDERCUTTING, REPLACE RIPRAP, AND RE _ e
r` K 3 e / t CONSTRUCTED TO THE ELEVA110NS, LINES, GRADES AND CROSS SECTIONS INDICATED ON THE PIPES. - e.°N~,~NE~°.e w~~~
w. ~ • . A~-- r 1 - ~ ~ ~ ( ~ PLANS. = '/i q ~0~ VEGETATED FILTER IF APPLICABLE. TWICE A iii N 0` 3. RESEED GRASSED SWAIES, INCLUDING THE _ r,,rr
> .r a.,~,. ~ •1 ~ ` ~ j f ~ 4. AFTER STRIPPING OF FOUNDATIONS ANO REMOVAL OF WEAK OR UNSUITABLE MATERIALS YEAR AS NECESSARY. REPAIR ERODED AREAS IMMEDIATELY. = rrgpr~i~i~~~~n~
~ ~ t HAS BEEN COMPLETED, AND BEFORE START OF MATERIAL PLACEMENT, COMPACTED EARTH SHALL BE USED TO FILL AU_ STUMP HOLES, MINOR EXCAVATIONS AND DEPRESSIONS FOR C. EVERY SIX MONTHS = ~tipunnu~ppr ~~1u~ue~urargr
ARTH FlLL LIMITS. 1. REMOVE ACCUMULATED SEDIMENT FROM THE BOTTOM OF THE OUTLET STRUCTURE. _ C rrri,, ~ rrii,~ CAVITIES INSIDE THEE _ ARC/ RO _ \ oooeeeee° ? p0eeeoeee~ //I
j r 7 ~ ...y ~ , r/' ~ f ~°v. 2. CHECK THE POND DEPTH AT VARIOUS POINTS IN THE POND. IF DEPTH IS REDUCED TO 75X - °e NGI Oee °°ti
CED IN HORIZONTAL LAYERS OF NOT MORE THAN 9 LOOSE DEPTH. _ E NF ~ e ' e , 5. FLU. SHAD. BE PLA ( ) TO AT LEAST ORIGINAL DESIGN - 0 F ~ 9 AS SOON AS FEASIBLE AFTER STARTING CONSTRUCTION OF A FILL THE CENTRAL PORTION OF ORIGINAL DESIGN DEPTH, SEDIMENT WILL BE REMOVED = a ~A~°9 ~ ~ a
TH ROF SHALL BE BUILT ANO MAINTAINED SLIGHTLY HIGHER THAN THE SIDES TO ALLOW FREE DEPTH. - e W ~ e ? g a E - s~C-2235 : = a
~ \ - - -INV, OUT.. 886:0 u? z `"`4 DRAINAGE TO THE SIDE SLOPES. = C-157 _ o. a eQ- ~ D. GENERAL _ ~ e~ d ~ : e~ 8 Q
J i, _ti._.-__ - cLass~n~ 0 r ~ / t r r O ti CH LAYER OF FILL SHALL BE COMPACTED BY ROLLING WITH COMPACTION EQUIPMENT 1. MOW THE SIDE SLOPES, NOT INCLUDING NORMALLY SUBMERGED VEGETATED SHELF, - ~ e,: y c ~ `°e e' . Q 6. EA - 2 ?
9 .:LENGTH: 27 ; ,f WID r ~ 9 IM M GRASS HEIGHT WILL BE 6 . _ °ee ee° ~ °°e WHICH IS BEST SUITED FOR THE TYPES OF SOIL ENCOUNTERED. FILL ADJACENT TO PIPE ACCORDING TO THE SEASON. MAX U - - °peeoeeesp0 0 °peeeseo°°° \G
D TH~,:.2 r CONDUIT AND ANTISEEP COLLARS SHALL BE COMPACTED BY HAND. EACH LAYER OF FLU. - 4i, V<( 0~ ~~i, S/ p~' p\ 2. CATTAILS AND OTHER INDIGENOUS WETLAND PLANT, ARE ENCOURAGED ALONG THE POND - airy ~S I GM irrr GMON SHALL BE COMPACTED TO NOT LESS THAN 95~ MAXIMUM DRY DENSITY (STANDARD PROCTOR) _
.r . ~ PERIMETER. ~ HOWEVER, THEY MUST BE REMOVED WHEN THEY COVER THE ENTIRE SURFACE - rrrnnmm~a~~~ rrrrrmnnn?~~~~ ~ AT OPTIMUM MOISTURE CONTENT. WETTING OR DRYING OF THE MATERIAL AND MANIPULATION
_ - ~ t ~ TO SECURE UNIFORM MOISTURE CONTENT THROUGHOUT EACH LAYER SHALL BE REQUIRED. AREA OF THE POND.
w yam.. -J l rPPp p ~ 1 1r '-~+rr. P ~Y° P ~4 F" P p P t °~u a w f r P p P D p Pp PDp pgpP r.. / r t DENSITY TESTS WILL BE PERFORMED AT A FREQUENCY AS SPECIFIED BY THE SOILS ENGINEER. - THE DRAWINGS AND THE DESIGN SHOWN THEREON ARE INSTRUMENTS y AS A MINIMUM TESTS WILL BE PERFORMED ON EVERY THIRD LIFT OR EVERY 1000 CUBIC 3. THE .ORIFICE IS DESIGNED TO DRAW DOWN THE POND IN 2-5 DAYS. IF DRAW DOWN IS NOT OF TURNBULL SIGMON DESIGN, P,A. THE REPRODUCTION OR
y. D P P P ,5 1 I ~ ~ 1 Pp PD `~"'+wr~, Pc4apP p p,Spp4Dp4b 1' ' C p Pp "~r~~. P npp4pp D'P4 pp F ~ ~ ~ .•,t •y~P PAP y 4p yay4Py y4~'P 4b PnP44P , \ 1, ~ - YARDS WHICHEVER COMES FIRST. ALSO DENSITY TEST WILL BE PERFORMED WHENEVER FILL ACCOMPLISHED IN THAT TIME, THE SYSTEM MAY BE CLOGGED. THE SOURCE OF CLOGGING UNAUTHORIZED USE OF THE DOCUMENTS WITHOUT THE CONSENT OF
• pp ?p 4y. ? 44ap 4P~,9bp4Pp4ppCP ..,r~':'•. f SEE.:DETAiL X1/5:1 ~ R'D pP Pp pays pyP4pP Dp 4,,pP.Pp ppy4Pp Cay 4a it MATERIAL CHARACTERISTICS CHANGE. MUST BE FOUND AND ELIMINATED. = TURNBULL sIGMON DESIGN, P,A. IS PROHIBITED. 2004© ~
by PY Py Py p y??} pyPPp DyPSpPp Pa ap Pq {e ~,E - yna pCPpnpyp y 2d"p~pP .a f f p Yy yy p0 ~p Ppp4 pppa pC?q ,x F , P P P P b Py PP PP ?a yb P P p ''~E 4. ALL COMPONENTS OF THE DETENTION POND SYSTEM MUST BE KEPT IN GOOD WORKING ~ 8. OUTLET DEVICE
~'~rr1 Pp Pp Dp Pk ay Dp Py pp py ?y qy pyy4p, ~q PCPaCP pgDq bapb.4'p 4 F', 'P P D~ ~ 'P P D D P P ~ P P P P4 y4Pp .`.a... ab pA p. it p pP PP Ph - ~ )",'.'`r "w jv,. ` Pp pp b.4 a pP Pa p"d pV pp qD p Y, I~ j : y~ P b .3"p PP pb Pp. D „g'P ~W pP vp ~ '.~,y'` y a p'p 4 b 44 Pp P ~P Pp pp '::r P ^P ~ .P f+ ~ a P V u. Py !r R PD Pp pppPP Pp Pp Y"-Sr'"~\'' hi r ^i yR PD P PP app P~G~a by ppP P'pp /r ~ ~ 'eP b PP PC. ? p ~'S C b' by' PPP ,'V ? P b P e ti p 4 p p f ,s,.---'''~ ORDER. - ummers a , 1. OUTLET DEVICE COMPONENTS ARE TO FABRICATED AS SHOWN ON THE PLANS.
pk yP?yP PyPb a PP y~* PD bb.PP PP 'R R7p pC p. bP,.9 COp PpP pp P ~"P~~"6~pt°PD ~ k P rp 7 ' p pPw?y pp ap 4 .4~ bD tiP Pt' ~ ?p pp by F D 4 pP "U by ~ ! ~5 e 5. UPON COMPLETION OF THE POND AND PROJECT DEVELOPMENT, THE SUMMERS WALK t ~ ~ _
~P PP~PP "p as aq g' p ~'P PPrb by ?p Dy D Pp Py Pb Pp £^2 .IIp l r p. P D 4 F b p b D P D p ~ P C p cy 4p Py Py,.. P'p D Pp by Pp'b~, h. ~ ~ Py a~'T^pP P4L^pP PP a.p °~P ` r P P A'~ ' b D b P C P "a b D P P P P p ! 5, ~ P O py Py 4yP 7'Sa~C bP pDPp THE RESONSIBLE PARTY FOR OPERATION AND = - 2. CONTRACTOR TO SUBMIT DESIGNED SHOP DRAWINGS TO THE CIVIL ENGINEER FOR APPROVAL SUBDIVISION HOMEOWNER S ASSOCIATION WILL BE - _
~ Pp by p9D"?P+p tiP Ppp pPPpyP p?P pPP J~ b P p p .t..,.~, ~ ~~~M+"Y~M YI Pp y,P pp pp p yp pp pp p pp pp pp p P Pp r Jr J a '.'Pp,~P'p4b y44p > ypayPCP P py,b?yp Pp qD yo-?p ,4 ~ ~PpPpp yDD ypp pPy 4 BPD pPPy pa ppP .~'~.r /r .rn'~ PRIOR TO CONSTRUCT10N TO THE OUTLET DEVICE. SHOP DRA4NNGS SHOULD INCLUDE MAINTENANCE. 4 PRECAST BOX DESIGN TRACH RACK GRATED COVER, ALUMINUM STEPS, AND ALL , -
4pyDyC y4ay ~ bpC PD r 4 p P p P DRAIN ORIFICE PIPING REQUIRED. /
pppn.IIp4p , ,.,p ~ 1 r ~ ` , WATER QUAIJIY BASIN INFORMAl10N
1 Y ~r _ I - ~ . 1 ~ ~t , ~r \ i C. CONCRETE
. r r 1. ALL CONCRETE SHALL CONFORM TO THE STANDARD SPECIFlCAT10NS FOR READY MIXED
4. AN AIR-ENTRAINING ADMIXTURE SHALL BE ADDED. THE CONCRETE BASIN NUMBER 8 CONCRETE, ASTM C 9 - SHALL BE PROPORTIONED TO MEET THE FOLLOWING REQUIREMENTS:
, r j. t m"r{,~( l~,-~ r~ y~,~~..:wT"'J z r~ ~t ~,tr4! , 'J' » 'r~'~?'~~f-~;"' r i - 0.50 BASIN TYPE EDW COMPRESSIVE STRENGTH: MINIMUM 3600 PSI WATER-CEMENT RAT10: 0.40 = I3H01 REESE BOULEVARD
,:.w f~l ~;;t~; w-~, t~,t~~, \ 1'i~.. r ~ ~ a~-'T~.b-~ r,.~ ~ f r~ ~ ~ 7 I ~ S..-' v ~ ;~~v' Arr ~.r ~\-"`~F ` ~ r ' $~M ~R:~, ___h SLUMP: MINIMUM 3", MAXIMUM 5" . ~ ~ ~ t~ NAGE AREA AC 8.96 DRAI ( ) - SUITE 150
; , r .t.... ; ,v 3 . ~ , : _ , ~ , ~ , ~ , ~ M..~r-"?~ ,..a '~i~ .a,. r` ~ ,..ac s 1;."""",."+.7 ~ t~,~Vl L~~ t _`+y~ t t ~ y..'~, ~ ~ \r i ..k"", ry,{„_,~,.;- , `f.. ~ ~ ty',t .F' , k r :,t, .1 r 4'}, wJ x~ ~ . ~~,-f 1, r, ~ ~t "t .i..~•` .-.L~'L ~y^" F' ~......u~~'r,, ~`,y F~~w'„ ..<<~, AIR CONTENT. MINIMUM 5~, MAXIMUM 8~ - ;_`~.~'~,y~.~.-a?~ t;~~~~~..:~~~* ~ COARSE AGGREGATE: 1 - 1 1/2
, , ~ ,..:,t , „ , ~ ,~y~' „tr.„- ,„,a ,l af,„o, ~ ~ r ~'r f'-: A ,-a;,„-~ . 1 ~ ~ , ! ,r•'-^~, j , „.y .-'r-7, y~~ t r,.. , , ~w,.x,- A ~~..+-w _~;..:~'~'~C, J' ~r„t, :,,„1 \t r~, r`\( ~ y,. r ~ ~ , . , ~ r ~ ~ mix=` .q.- j . , . ~ ! 1~ , r'. . ! ~h "~f'"~ r r,~ r ^r:. .f.?'~ .~'-+'r.;..,_-..r..:.,.... ,,r.,.{....k~~i r.-^ +~,i~ -~"?~.r A, A •-"t -F:r~h _;r-~"''1'', d+~A ~r ?.w;'t~ ~tt* DESIGN IMPERVIOUS PER~ITAGE ~ 42 - HUNTER$VILLE, NC 28078
_ -!..•c~< ~ K ~ I r, M `C ;`yet , r ~~r,~, 1`. r . rA ~ l ~1r s `-f ..+r-iJ. , 1 ;t -'S;1`. , ~ . °"T`^' r.. ' ;'S r ~ r (t, , - ~ ~:r SA~DA 1.80 =
i r r ' , ~ `p r , 7 . , w, . ~ . . Tr , i~~, t 1. GRASS ALL AREAS DISTURBED BY CONSTRUCTION F'trt SPECI'r1CATI0N of EROSION CONTROL
M-. _ . . . . . . 1~IA`tER C1UI1liTY i3P~IN~ #8 , ~ ~ r. 5. ~ ~ r . , DETAIL SHEET. AREA 7,013 = REQUIRED SURFACE (Sf') r , •r
~ : fLIfIr1I~~GVi. ~FIIM\.: DDO.W ~ ~ .5,.~r' r' ~ ,i.. ~ r " rV ! 1' ' ~ a~',)YC-.`!. .t~ : ~~-,x,. ~ ~ d~"f',~°%~,t `r ~ ' ~1
`3`C ~GENCYSPILLWAY_~ , , ~ , ~ . ~ EMER 3. ~ OF ~38 RCP ~ ~''"~~r . , ~ . ~ PERMANENT POOL SURFACE AREA SF) 7,035 ( ~ - ! ~
- ELEVATfON: 889:~~ . ..~'t;00X -~=".s.~...%. . _ r. . _ ~ . :.4 ~ ' ~ r 1. WETLAND PLANTINGS SHALL BE ADDED AS REWIRED BY STORMWATER BEST MANAGEMENT - PERMANENT POOL VOLUME (CF) 9,433
78 GTH: N I.E ' 1r <....__;~_w~ r. PRACTICES. PLANTING SHALL BE BASED ON AVAIUBIUTY OF PLANTS LISTED IN TABLE 2.2. -
TEMPORARY POOL VOLUME (CF) 13,921 _
HEAOVYALI: ~ i . _ ~ _ g
FE ,i . 6 GO (N .OUT: 67 - " is i
PLUNGE POOL ~5' MW~°I~ED:USE.70NE . ~
, . CLAS'8 II ,APRON . ' y . . y'
- : w;;, . T.::.; :r ::r ' . , . _
. _ _ _ w_ W.._.~ . _ - ~~.r; _
~ w. _ ~ s ~..M _ _ Y' - r" -
_ , . . ~A.
~7V~ i D(TENDED DETENTION 1~?ETl1WD) I ALE:1"o20' SC
i
i
.WATER aUAUIY LEGEND/PLANIING:
~gQj, DESCRIPTION
~,r,
i ~ RIP RAP APRON, SPILLWAY =
M ° / \ 5X5 X3/8 ~ \
STAINLESS STEEL \
ANGLE 'r SUBMERGED AND PLANTED LITTORAL SHELF
1 8 FT. 0.5 FT. 5.0 FT, 0.5 FT. .`%:,1~ r'~~~~t~%°,,.- 0"-9" LOW MARSH AREA
~ ~ / ~ V " it.V ~tl4
18 ALUMINUM ~ ° ~ , , w~ SUBMERGED AND PLANTED LITTORAL SHELF
~ ~ ACCE / I ° ACCESS STEPS 9"-18" HIGH MARSH AREA j v^cz `7 "7 :tier '~~'r~G9
` ( 2-1/2 EDGE ~ 6»: 1.0 ~ ~ , 6"~ _ . 4"
TYPICAL 1 TRASH RACK 15.5° \ ~ ~ .i 15.5" 18"-36" MICROPOOL OR FOREBAY AREA
/ HINGE(S) - -
~ \ o - / \ ~ ~o - .1.,,:,,,, ANCE ~ m ~ RM DRAINAGE DESIGN DATA GRAVEL MAINTEN OV i LG 1 STU -
~ ~ i ~ ` ` ~ ~ _ 6 FT. 6 DIAM. 31 ~ ' ACCESS DRIVE _
~ ~ - - ~ INLET ORIFlCE 36" UPSTREAM OWNSTREAM UPSTREAM DOWNSTREAM LENGTH SIZE SLOPE TRUCTURE STRUCTURE INV.... .INV. _
\ ~ ~ 6" STAINLESS STEEL / ~ HINGE ~ " FE 676.34 676.00 34 36 1.OX _ _ _ _ _ _ _ _ _ REFER TO PLANTING LEGEND FOR REQUIRED PLANTING IN VARIOUS ZONE DEPTHS
~ ANCHOR BOLT. EPOXY ~ ~ - - - - - - 1 ALL PIPE TO BE CLASS III RCP, UNLESS NOTED OTHERWISE.
~ ~ IN PLACE • i..... 1 /8 STEEL \ ~'g ANGLE PLATE G » \ I~i~' I~i~'
1°X1 ALUMINUM GRATING AND ~ ~ 8° DIAMETER HATCH TO BE DESIGNED AND \ BASIN DRAIN ~ : , : , @~ 6" 4" PLANT SCHEDULE: - 6"
CERTIFlED BY MANUFACTURER. » \ ~ ° ~ ' ZONE LOCATION BOTANICAL NAME COMMON NAME SIZE SPACING AREA QUANTITY
CONTRACTOR TO SUBMIT 2 GRATE 6 GATE VALVE ~ ~ ' ~ W WHEEL TURN ' ~ ' . SHOP DRAWINGS TO ENGINEER TAIN / . _
FOR APPROVAL PRIOR TO 6 S LESS STEEL ~ EXTENDED TO TOP ~ „ ~ , LOW MARSH ~uercus effesus SOFT RUSH PEAT POT 4 FT. OC 615 SF 40 f1
FABRICATION ANCHOR 80LT. EPOXY OF STRUCTURE IN PLACE ~ ` ~ LOW MARSH sc' us validus SOFT STEM BULRUSH PLUGS 4 FT. OC 615 SF 40 = ~ rrp =
~ -
`:y';;`,°;`%° LOW MARSH pontederlo cordata PICKERELWEED PEAT POT 3 FT. OC 615 SF 68 -
I ' " elfondra vir inka BARE ROOT 2 FT. OC 615 SF 154 LOW MARSH p g ARROW ARUM - ;r _
HIGH MARSH pncus effesus SOFT RUSH PEAT POT 4 FT. OC 615 SF 40 = r a
STAINLESS STEEL ~r~_ umme s Ptlpt"t C'Ci -
ANGLE CUPS vwwracv = c''r"° ` HIGH MARSH sclrpus validus SOFT STEM BULI2USH PLUGS 4 FT. OC 615 SF 40 r '^ats lJ~ w w w Z- V M A !YA ¦ 1
TYPICAL
i PICKERELWEED SF se = 11daC 1 OL 1 11daC rs • = HIGH MARSH pontederia cordata PEAT POT 3 FT. OC 615 =
n " =
OUTLET STRUCTURE ANCHOR GRATING DET/YL OUTLET STRUCTURE PLAN C4 2. HIGH MARSH peltandro virginico ARROW ARUM BARE ROOT 2 FT. OC 615 SF 154 ROPOOL FO PEAT POT 8 FT. OC 1809 SF 59
FOREBAY iris psuedocorus YELLOW FLAG IRIS =
6.0" DIAMETER ALUMINUM OR DIP NOTES: WALL SLEEVE, BEND do SPOOL TOP OF DAM ELEV: 690.00
1. CONTRACTOR TO ENSURE THA LEVEL AND FLUSH WITH SURF, 1`0 ENSURE THAT OUTLET BOX IS SET HARDWARE CLOTH ACROSS ALL OUTLET USH WITH SURFACE OF BASE FOOTING OPENINGS. REFER TO DETAIL A FOR = DEWEESE TOWNSHIP =
- I I:::--I I F:_-I fl~~ GRATED TO PROVIDE UNIFORM BEARIN( NIFORM BEARING PRIOR TO PLACING ADDITIONAL INFORMATION. CONTRACTOR TIE WIRE MESH/HARDWARE CLOTH TO REBAR. -1 OF C _ ATTACH REBAR TO CONCRETE RISERS USING - DAVIDSON, N
COVER EMERGENCY SPILLWAY ELEVATION: 689.00 SECOND BATCH OF CONCRETE SEE DTL 3/5.12 - i OF CONCRETE. GROUT TO REMOVE HARDWARE CLOTH, RIPRAP ALL ORIFICE AND PIPE OPENINGS INTO o 1/4" WEDGE ANCHORS. USE WS-1422 ANCHORS =
~ SO YEAR STORM EVENT HIGH WATER ELEV. 688.86 - - NECESSARY. ALL ORIFICE ANI THE OUTLET STRUCTURE SHAL E SEALED LEAK AND WASHED STONE AFTER SITE HAS BY REDHEAD OR EQUIVALENT TRUCTURE SHALL B BEEN STABILIZED. COORDINATE WITH -
{ - TIGHT. USE "LINKSEAL" MECH 'JNKSEAL MECHANICAL SEALS FOR CEPM LOCAL INSPECTOR. ° - AND SMALLER. Water Quality Plans
TOP OF STRUCTURE TEMPORARY POOL ELEVA110N: 687.71 ALUMINUM 12" O.C., STEPS TYPICAL I II ` ALL PIPES 24" AND SMALLER. o
ELEV. 687.75 _ s t-III-s I s----- -s I I - o i 2. REFER TO DTL. X5/5.12 FOR I X5/5.12 FOR EROSION CONTROL 1 -6 = Details
f - MEASURES ASSOCIATED WITH PERMANENT POOL ELEVATION: 686.00 p _ o STRUCTURE DEVICE. 30CIATED WITH THE OUTLET r. ' a WASHED STONE :VICE. #5 t•?`'
'1• 1 FT. MIN. -
• ° - - - ---°S 3. REFER TO DTL. #2/5.12 FOR ANCHOR DEVICES. #2/5.12 FOR OUTLET STRUCTURE .ES. c. J a o =
TRASH RACK AND o - _ i 1.5 ORIFICE PLATE CLASS I RIPRAP
ALUMINUM STEPS -I 4. REFER TO DTL 5.12 FOR » TURNING ROD GUIDERAIL 'k•' `F`• O - . #3/5.12 FOR OUTLET STRUCTURE » »
12 O.C., TYPICAL ;t? ;M - GRATE DETAIL AND INFORMAT) SUPPORTS AS NECESSARY „ o - - AND INFORMATION. 2X4 CLEAN OUT STAKE _ CLEAN OUT BASIN WHEN •r; -
PRECAST 5' X 5' VAULT 6 DIAM. GATE VALVE 't; - - 11=11 1=71 - 5. REFER TO DTL. #4/5.12 FOR . #4/5.12 FOR OUTLET STRUCTURE SEDIMENT REACHES TOP PROJECT NUMBER: 03-168 p =
DIMENSIONS ARE TO INSIDE TO DRAIN POND, TURNING II - - PLAN VIEW. E EXTENDED TO !-I - - - I OF STAKE. REFER TO EROSION CONTROL PLAN ° - DRAWN BY: BIDS
CONTRACTOR TO SUBMIT ROD TO B o I- - TOP OF STRUCTURE WITH - - SEALED SHOP DRAWINGS FOR SEDIMENT STORAGE
APPROVAL PRIOR HANDWHEEL FOR OPERATION FOR i- - - - - ELEVATION. - DESIGNED BY: BDS •i #14 REBAR
TO CONSTRUCTION -z Ell / ti o 1 6 DIP POND DRAIN - = ISSUE DATE: 07.29.04
;<< WITH TRASH RACK i ~ 41 SOLID FILL 1, 34 LF OF 36" II RCP -10 X in , - - - - - WIRE MESH ~ .....".P M".. _ .._..~__W.........
GROUT/CONCRETE INV OUT: 0 1.OX 1 n. ,
/ BOTTOM OF POND: 683.00 676.34 l I IN: o I
- - - - - - - - - - - - - - -
G DETAIL 'A'
REINFO '4
BARS ®1 - 1' . a ! 4 . •1 1 AFT. ' 1 ' a.. STRUCTURES d HARDWARE CLOTH ACROSS ALL OUTLET
j. - ~1 • ,•a' i • • , e ti - IN PLACE - ii . ^ ' ` • ; " - .._._y._~~.~.~._.__...~._.",~,_..~w~ _ "~~...~~._n.w.___~-_ OPENINGS. REFER TO DETAIL 'A' FOR A a -
ADDITIONAL INFORMATION. CONTRACTOR • . d _ $ 8.5A5 REVISED WATER QUALITY BASIN INFO TO REMOVE HARDWARE CLOTH, RIPRAP < yg• ea = °--r
1=1 113-11 I EE ANCHOR DTL. #2/5.12 I I-- + - , ` THIS SHEET b 4 5.12.05 REVISED WATER QUALITY BASIN INFO AND WASHED STONE AFTER SITE HAS
-""III-'-4 (1._._,.I 6 I---I I f...°' •-'E 1 6 9 if 9 _~a E AND BACKFILL -4 BEEN STABILIZED. COORDINATE WITH _3 5.16_.05 MECK. CO. & DAViDSON COMMENTS CEPM LOCAL INSPECTOR. 2 3.31.05_ MECK. CO. DAviDSON COMMENTS
I - COMPACTED /M SOIL) MI„ 12.13.04 MECK. CO. & DAVIDSON COMMENTS
NO. DATE: BY: REVISIONS:
I TEMPORARY OUTLET STRUCTURE EROSION CONTROL MEASURES
OUTLET STRUCPJRE AND DAM SECTION 5*12
I

i
i
I
Turnbull Si mon Desi g ~
f ~ s t 1001 Morehead S uare Dr. q
1 ~ ! I % ` ~ j Suite 0 • _ - ~ ~ _ 53 WATER OUALRY BP~SIN CONSTRUC'110N SI~CIFICATIONS. OPERATION AND MAINTENANCE PLAN: -
i - : Charlotte, NC 28203
7~, - - - - ; I I ~ ~ ~ ~ ~ „ l - ~ Phone: 0 .6 00 A. EARTHWORK ~ 7 4.529 5 COMES FIRST = x, ` Fax: 0 .088
I 1 ~rl, ...,w- y'' ~ TRA H ACK. _ • 7 4 522 2 1. THE FOUNDATION AREA SHALL BE CLEARED OF TREES, LOGS, STUMPS, ROOTS, BOULDERS, 1. REMOVE DEBRIS FROM THE S R _
V r _ ,R I ~ r i SOD AND UNSUITABLE SOIL IF NEEDED TO ESTABLISH VEGETATION, THE TOPSOIL SHALL BE -
I I I ' I - 4 ` 3 S ~ , ~ } , _ _ STOCKPILED AND SPREAD ON THE COMPLETED DAM AND SPILLWAYS. THE FOUNDATION AREA 2. CHECK AND CLEAR THE ORIFICE OF ANY OBSTRUCTIONS. IF A PUMP IS USED AS A DRAW - SHALL BE THOROUGHLY SCARIFIED BEFORE PLACEMENT OF THE FlLL MATERIAL DOWN MECHANISM, CHECK FOR PUMP OPERATION. LAND DEVELOPMENT DESIGN SERVICES
1 1 v f° 1 . 1
, ~ ~ ~i •`r ' ~ ~ ~ , __u ~ _ : \ 2. EXISTING STREAM CHANNELS IN THE FOUNDATION AREA SHALL BE SLOPED NO STEEPER 3. CHECK THE POND SIDE SLOPES, REMOVE TRASH, REPAIR ERODED AREAS BEFORE THE NEXT = THAN A RAT10 OF ONE HORIZONTAL TO ONE VERTICAL THEY SHALL BE DEPEENED AND RAINFALL EVENT.
I , r 1 f ~ ~ WIDENED AS NECESSARY TO REMOVE ALL STONES, GRAVEL, SAND, STUMPS, ROOTS, AND
f ~ ~ I ~ ~ OTHER OBJECTIONABLE MATERIAL AND TO ACCOMMODATE COMPACTION EQUIPMENT. 4. IF THE POND IS OPERATED WITH A VEGETATED FLTER, CHECK THE FLTER FOR SEDIMENT = FOUNDAl10N AREAS SHALL BE KEPT FREE OF STANDING WATER WHEN FlLL IS PLACED ON ACCUMULATION, EROSION AND PROPER ORIENTATION OF THE FLOW SPREADER MECHANISM.
r ~ 1 ° } ~ I t ~ I THEM. THE BORROW AREAS SHALL BE CLEARED OF STUMPS, ROOTS ANO UNSUITABLE SOIL. REPAIR AS NECESSARY. _ ``,`~~~~uuwuui
' / ~ ~ , ~ I I 1 I r ; ~ THE WATER QUALITY BASIN SHALL BE CLEARED AND ALL STUMPS REMOVED, ~~o y / B. QUARTERLY = ~
r _ ~ ~ } . r , - 3. BEFORE FILLING OPERATIONS BEGIN, THE SOILS ENGINEER WILL TAKE REPRESENTAl1VE 1. INSPECT THE COLLECTION SYSTEM IE: CATCH BASINS PIPING GRASSED SWALES FOR = 0
I I _ t I ~ f j \ j j l ~ ~ SAMPLES OF EACH PROPOSED FILL MATERIAL AND TEST THEM TO DETERMINE THE PROPER FUNCTIONING. CLEAR ACCUMULATED TRASH FROM BASIN GRATES, BASIN BOTTOMS, _ ~ ; ~0
~ ~ ~ ~ f. ! I ~ ~ . ~ i I l l COMPAC110N AND CLASSIFICATION CHARACTERISTICS PROCTOR TES .ONLY THOSE MATERIALS AND CHECK PIPING FOR OBSTRUC110NS. = ~Q. '9r ( ~ _ EA AS APPROVED BY THE SOILS EN(~NEER WILL BE USED AS FILL ON THE DAM. GENERALLY SM = ; .028314
I } ~ ~ ,.,y / ~ e I C r~ 4 OR SC CLASSIFICATION SOILS WILL BE ACCEPTABLE. COMPACTED EARTH FILLS SHALL BE 2. CHECK POND INLET PIPES FOR UNDERCUTTING, REPLACE RIPRAP, AND REPAIR BROKEN =
I /f f` ~ti / ~ r' ~ S ~ ! ~ , 1 t j, r CONSTRUCTED TO THE ELEVATIONS, ONES, GRADES AND CROSS SECTIONS INDICATED ON THE PIPES. - ',F Q;f ••~ci E N.
PLANS. = qi .9 •.«...r r' z 3. RESEED GRASSED SWALES, INCLUDING THE VEGETATED FILTER IF APPLICABLE. TWICE A - /q~ N
y f r I I p y,r ~ i- i E v ~ /r 1~ ~ 4. AFTER STRIPPING OF FOUNDATIONS AND REMOVAL OF WEAK OR UNSUITABLE MATERIALS YEAR AS NECESSARY. REPAIR ERODED AREAS IMMEDIATELY. _ ~~~ii C • q~~~ ~ ? = Hi~uninu~Nt
f f ! ~ 1 HAS BEEN COMPLETED, AND BEFORE START OF MATERIAL PLACEMENT, COMPACTED EARTH = SHALL BE USED TO FILL ALL STUMP HOLES, MINOR EXCAVATIONS AND DEPRESSIONS FOR C. EVERY SIX MONTHS - 0p~ iip~
' ~ ~ ~',t r ? ~ ~ h ~ i ~ ~ i CAVITIES INSIDE THE EARTH FlLL LIMITS. 1. REMOVE ACCUMULATED SEDIMENT FROM THE BOTTOM OF THE OUTLET STRUCTURE. = nNggi~i `~~~t~u~° 1gNpig'
r t 3 I } ~ ~ eeeseoe ~ /I 0. ••eoseeoe O ~j
5. FlLL SHALL BE PLACED IN HORIZONTAL LAYERS OF NOT MORE THAN (9) LOOSE DEPTH. 2. CHECK THE POND DEPTH AT VARIOUS POINTS IN THE POND. IF DEPTH IS REDUCED TO 75% - ~ ,•°°ENGI ee• Q j,. a°0 • e , AS SOON AS FEASIBLE AFTER STARTING CONSTRUCTION OF A FlLL THE CENTRAL POR110N OF ORIGINAL DESIGN DEPTH, SEDIMENT WILL BE REMOVED TO AT LEAST ORIGNAL DESIGN - ~ rp : y ~ : ;
1 1 I r - THEROF SHALL BE BUILT AND MAINTAINED SLIGHTLY HIGHER THAN THE SIDES TO ALLOW FREE DEPTH. - ~ ~ ye
1 ~ f ~ ~ i ~ ti ti.~ r' DRAINAGE TO THE SIDE SLOPES. - ~ _ ~i ~ 2235 Z _ _ -I C 157 ~
S f ' ~ ~ ~ ~ t 1 Q.~ENE6AL - _ 6. EACH LAYER OF FILL SHALL BE COMPACTED BY ROLLING WITH COMPACTION EQUIPMENT 1. MOW THE SIDE SLOPES, NOT INCLUDING NORMALLY SUBMERGED VEGETATED SHELF, y G e,~ 4
WHICH IS BEST SUITED FOR THE TYPES OF SOIL ENCOUNTERED. FlLL ADJACENT TO PIPE ACCORDING TO THE SEASON. MAXIMUM GRASS HEIGHT WILL BE 6 . _ tiB p~ ~s ••.e G~
; ? _ CONDUIT AND ANTISEEP COLLARS SHALL BE COMPACTED BY HAND. EACH LAYER OF FlLL - ~/'i, GC '•a"ee.•' t~ '4i <~S ~ ATTAILS AND OTHER INDIGENOUS WETLAND PLANTS ARE ENCOURAGED ALONG THE POND - iii ~~S I G~ .0 iii /gbpN ~ SHALL BE COMPACTED TO NOT LESS THAN 95~ MAXIMUM DRY DENSITY (STANDARD PROCTOR) 2 C
1 • - \ > - 1~ ~ a ~tl PERIMETER. ~ HOWEVER THEY MUST BE REMOVED WHEN THEY COVER THE ENTIRE SURFACE - ~~~~~'+nnnnnn~'~~'~ ~~~~~«ni f'>N~~~,`: AT OPTIMUM MOISTURE CONTENT. WETTING OR DRYING OF THE MATERIAL AND MANIPULATION ~ pmn
\ ~ ~ TO SECURE UNIFORM MOISTURE CONTENT THROUGHOUT EACH LAYER SHALL BE REQUIRED. AREA OF THE POND.
f ! DENSITY TESTS WILL BE PERFORMED AT` A FREQUENCY AS SPEgFlED 8Y THE SOILS ENGINEER. - THE DRAWINGS AND THE DESIGN SHOWN THEREON ARE INSTRUMENTS AS A MINIMUM, TESTS WILL BE PERFORMED ON EVERY THIRD LIFT OR EVERY 1000 CUBIC 3. 1HE ORIFICE IS DESIGNED TO DRAW DOWN THE POND IN 2-5 DAYS. IF DRAW DOWN IS NOT = pf TURNBULL SIGMON DESIGN, P.A. THE REPRODUCTION OR
___.._u_.__.... , Y~~ ! ~ r ~ _ YARDS WHICHEVER COMES FRST. ALSO DENSITY TEST WILL BE PERFORMED WHENEVER FlLL ACCOMPLISHED IN THAT T1ME, THE SYSTEM MAY BE CLOGGED. THE SOURCE OF CLOGGING = UNAUTHORIZED USE OF THE DOCUMENTS WITHOUT THE CONSENT OF
~ I ~ I 1 r' ~ _.1 1O0'~3WINLBUFFER ~~p MATERIAL CHARACTERISTICS CHANGE. MUST BE FOUND AND ELIMINATED. TURNBULL SIGMON DESIGN, P.A, IS PROHIBITED. pp04 1'fGl\ ABU -
r~ ; B. OUTLET DEVICE 4. ALL COMPONENTS OF THE DETENTION POND SYSTEM MUST BE KEPT IN GOOD WORKING
. ! ~ ORDER. _ . = u e s a
4 ~ INV.~:OUT: 676:00 ~ t~." .~`•-1!i. ~ ~ 1. OUTLET DEVICE COMPONENTS ARE TO FABRICATED AS SHOWN ON 1HE PLANS. _ ~ , 5. UPON COMPLE110N OF 1HE POND AND PROJECT DEVELOPMENT, THE SUMMERS WALK -
CLA$$'1 ~ 3 ~ ..1~ t ~ t, ` ' ` ~ .CONTRACTOR TO SUBMIT DESIGNED SH A N A PROV SUBDIVISION HOMEOWNER'S ASSOCIATION WILL BE 1HE RESONSIBLE PARTY FOR OPERAl10N AND , ti 2 OP DR WINGS TO THE CIVIL E gNEER FOR P AL -
~ . r ` LENGTH: 29 0 ~ ~ ~ .~ir a PRIOR TO CONSTRUCTION TO THE OUTLET DEVICE. SHOP DRAWINGS SHOULD INCLUDE MAINTENANCE. -.ir i - ~`i' PRECAST BOX DESIGN, TRACH RACK, GRATED COVER, ALUMINUM S1EPS, AND ALL
` ~ WIDTH;:: ~ ~ !i~r.~ ~ x~l` ~~~Y~`~'7~~ ~ DRAIN~ORIFlCE PIPING REQUIRED.. -
~ k ~ 1 'D' ~ t ~'w P. , ~w ~ r 1 , it / ~ _:~.^"F~ `/`'>"'~,t i ~,`ti' A pDD D { tik ~ ' S / ~ ~ "'7r" ~ / ,l r ~ ti ? . . . ~ ~ ~ ~ WATER DUALITY B~ISIN INFORMATION
y ~ • h~.~ 7h,y ~~"'^~S ..r, aw y.~ ~ ppDOD .:7 ....V•~ ~ g~ • r y' r}:~ t f j "'4 . , / - .,~,f i ~ r.. } ' ~ . ro .p D D p p D ~ : • . ~ ' ~ y t ~ "4. u, h} • 1, . ~ ~ C. CONCRETE - - ' _
? 1 :,'w r~.• i,~..7_ 'D. pDpb AD DDAD DDD pD D D DppDD ~.r f~'y ~r ~ i'~ ?r, .•',~^,~rl~!,'•`~ ~ 1` Y.7i " '1 • 1. l.~: D ,~PA? 1DpD pDDd DDDD PDDA r2 ! ; ...4. f~~ ~ ~ ' ~ i 1 ~ A D OD DD D ~~-,{~1L ty l!.t~ I + yn~ S S i t DY DDAD bb ~"'fi. ~ Y• ? y 1 l lv ' ~ ' ~ ' ~ ~ ~ ' ~ 1. ALL CONCRETE SHALL CONFORM TO THE STANDARD SPECIFlCAl10NS FOR READY MIXED -
t , ! ~ }r9. ~d ~s: ~ D'si DD DD d~ ~tQ a } , CRE BASIN NUMBER B = ' s: , . . CONCRETE, ASTM C 94. AN AIR-ENTRAINING ADMIXTURE SHALL BE ADDED. THE CON TE SHALL BE PROPORTIONED TO MEET THE FOLLOWING REQUIREMENTS. -
D rp vy.,ti / fast ~'1 ,l~;a h t' ~:~4. *~'\'4,,. ~ ."`~a'' COMPRESSIVE STRENGTH: MINIMUM 3600 .PSI WATER-CEMENT RAT10: 0.40 - 0.50 BASIN TYPE EDW 13801 RELSE BOULEVARD
~ F t 1 ti,. t ~ S . : ' . ' ~ ' SLUMP: MINIMUM 3", MAXIMUM 5" _
3 ' L~'. '36' RGP t v~ 0 ' AIR CONTENT: MINIMUM 5~, MAXIMUM 8% DRAINAGE AREA (AC) 8.G8 - SUITE 15 " "
y J , ' , ~ • . ~ ' ~ ' ~ COARSE AGGREGATE: 1 - 1 1 2 = DESIGN IMPERVIOUS PERCENTAGE = H U N T E R S V I L L E, N C 2 8 0 7 8 -
h., , T1 / 4` 'i' ' f Q . D. GRASSING
V Q ~Z I ~ . ,~4. OF'. D A M''. I 6 80 .O 0'. SA/DA (7th 1.73 . 1. GRASS ALL AREAS DISTURBED BY CONSTRUCTION PER SPEgFlCAl10N OF EROSION CONTROL
. DETAIL SHEET. , REQUIRED SURFACE AREA (SF) b,221

t f'ES 6. I INV. '.OU.T:. 672:00 ' . ,i , E~-PJ.8dI11~ PERMANENT POOL SURFACE AREA (SF) 5,308 -
~ . P0,., 0 • EiVt' ' ~•EIEV . b PH~N POOL W . '~6 z. •w~~•~. NCY. k1 , ' SPI bl 1. WETLAND PLANTINGS SHALL BE ADDED AS REQUIRED 8Y STORMWATER BEST MANAGEMENT
CLASS'.II'.AP.RO~!''.".'".'.•.",''."."' " ~ . , r . i fLEyATION: fiZ9:00' • , PRACTICES. PLANTING SHALL BE BASED ON AVAIUBIUTY OF PLANTS LIS1ED IN TABLE 2.2. PERMANENT POOL VOLUME (CF) 7,421
lfN~TH: '.59. . , i . . r TEMPORARY POOL VOLUME C 10,388 -
~E I z us • ~D
45.
• ~ ; w,

F
I
I
i I i
.1¦ ~
~DRENDED DETEN110N WEitAND) SCALE. •~20 -
WATER DUALITY L.EGEND/I'LANIING:
,$~QL DESCRIPTION

~ i ~ y. ' f ~ RIP RAP APRON, SPILLWAY
5"X5"X3 8" ~ \ / / \
STAINLESS STEEL \ lk
ANGLE \ %~~'4'>~~' SUBMERGED ANO PLANTED LITTORAL SHELF -
6 FT. ~ 1 0.5 FT. 0.5 FT. / I 5.0 FT. F~~r:," ,ti7~,.: 0"-9" LOW MARSH AREA - e, ~ -
/ ~ .
~ F a• . . 18" AU ' 18 ALUMINUM SUBMERGED AND PLANTED LITTORAL SHELF °aa DC'YaC'0U'4' -
/ ~ ~ ACCESS STEPS '""°°"vp°'~° 9"-16" HIGH MARSH AREA P VV aeaaaaVO avvvvvvavvv =
~.o / ~ • 6": _ 4"
TYPICAL 1 ''j • TRASH RACK ~~5.5". / ~ / ~ 5.5" ~ 18"-36" MICROPOOL OR FOREBAY AREA
\ ~ HINGE(S) - - - _ / o ~ -
\ ~ m
/ ~ ~ i 6 FT. 6 DIAM. ~ ~ ` GRAVEL MAINTENANCE - ~ OUTLET STORM DRAINAGE DESIGN DATA " ~ ACCESS DRIVE
INLET ORIFlCE ~ . 1 i~-• . 36 ' ° ; UPSTREAM OWNSTREAM UPSTREAM DOWNSTREAM LENGTH SIZE SLOPE _ TRUCTURE STRUCTURE INV. .INV.
~ ~ 6"' STAINLESS STEEL ~ ~ l HINGE ~ 67 25 672.00 38 38 0.70x
ANCHOR BOLT. EPOXY - - ~ ~ ~ ~ IN PLACE •z•• p • 1/8 STEEL \ _ _ _ REFER TO PLANTING LEGEND FOR REQUIRED PLANTING IN VARIOUS ZONE DEPTHS (1) ALL PIPE TO BE CLASS III RCP, UNLESS NOTED OTHERWISE.
ANGLE PLATE \ p G , 5:5" 4•
1"X1" ALUMINUM GRATING AND ~ J 6 DIAMETER ' 18:5 " \ e ~ BASIN DRAIN ~ . ' , , . A ~ HATCH TO BE DESIGNED AND • . 6 I A PLANT SCHEDULE: _ 6
CERTIFIED BY MANUFACTURER. \ .
CONTRACTOR TO SUBMIT 2 GRATE ~ 6 GATE VALVE ~ . SHOP DRAWINGS TO ENGINEER " W/ WHEEL TURN ~ ' ZONE LOCATION BOTANICAL NAME COMMON NAME SIZE SPACING AREA QUANTITY f.
TAI 6 S NLESS STEEL / 0 TOP XTENDED T ~ FOR APPROVAL PRIOR TO ANCHOR BOLT. EPOXY E ;~':N°~~'% ncus effesus SOFT RUSH PEAT POT 4 FT. OC 463 SF 21 ti, . LOW MARSH Iu = -
FABRICAl10N IN PLACE ~ , ~ OF STRUCTURE ~ y;y~
i ` " LOW MARSH scirpus validus SOFT STEM BULRUSH PLUGS 4 FT. OC 463 SF 21 _
. f, r~~% PICKERELWEED PEAT POT 3 FT. OC 463 SF 36 ry~~ LOW MARSH pontederk cordata -
fv
i i~~ .LOW MARSH peltondra virginlca ARROW ARUM BARE ROOT 2 FT. OC 463 SF 82
i rv t'avavv m •~y~ y~~+
STAINLESS STEEL i : rc HIGH MARSH Juncos efiesus SOFT RUSH PEAT POT 4 FT. OC 463 SF 21 = u1111i1e 11.7 a e°vva,y+a =
ANGLE CLIPS TYPICAL vvrevv:.• 9 ` ° ' " HIGH MARSH sclrpus wolldus SOFT STEM BULRUSH PLUGS 4 FT. OC 463 SF 21
SSGVV - '?a7 aa74°
~~a~-raa~ - - ase ase
v v - HIGH MARSH pontederla cordata PICKERELWEED PEAT POT 3 FT. OC 463 SF 36 =
v N W: C'fi4 G 4 HIGH MARSH peltandra vlrginlco ARROW ARUM BARE ROOT 2 FT. OC 463 SF 82 - P~IggYV - cvrerva =
OUTLET STRUCTURE ANCHOR GRATING DET/YL OUTLET STRUCTURE PLAN C4 MICROPOOL 1321 SF
FOREBAY iris psuedocorus YELLOW FLAG IRIS PEAT POT 8 FT. OC 43 =
6" DIAMETER ALUMINUM OR DIP s
WALL SLEEVE, BEND do SPOOL TOP Of DAM ELEV 680F-L711 00 NOTES:
1• CONTRACTOR TO ENSURE THAT LEVEL AND FLUSH WITH SURFA( ENSURE THAT OUTLET BOX IS SET HARDWARE CLOTH ACROSS ALL OUTLET SH WITH SURFACE OF BASE FOOTING OPENINGS. REFER TO DETAIL 'A' FOR - DEWEEsE TOWNSHIP
# . ! - TO PROVIDE UNIFORM BEARING (FORM BEARING PRIOR TO PLACING TOR TIE WIRE MESH/HARDWARE CLOTH TO REBAR.
GRATED COVER EMERGENCY SPILLWAY ELEVATION: 679.00 SECOND BATCH OF CONCRETE. SEE DTL X3/5.10 EVEN V - NECESSARY. ALL ORIFICE AND RIPRAP ATTACH REBAR TO CONCRETE RISERS USING = D"i Ds0 N, NC OF CONCRETE. GROUT IF TO ADDITIONAL REMOVE HARDWARE INFORMATION. CLOTTHH, CONTRACTOR - LL ORIFICE AND PIPE OPENINGS INTO HAS c, 1/4 WEDGE ANCHORS. USE WS-1422 ANCHORS
50 YEAR STORM T HIGH WATER ELE 678.69 - - THE OUTLET STRUCTURE SHALL WCTURE SHALL BE SEALED LEAK AND WASHED STONE AFTER SITE BY REDHEAD OR EQUIVALENT
TIGHT. USE "LINKSEAL" MECHAI ALUMINUM STEPS ALL PIPES 24" AND SMALLER. KS A ' IC A F BEEN STABILIZED. COORDINATE WITH = N E L MECHAN AL SE LS OR CEPM LOCAL INSPECTOR. AND SMALLER. Water Quality Plans
TOP OF STRUCTURE TEMPORARY POOL ELEVATION: 677.70 12" O.C. TYPICAL - I I B-- P I-~ I--- I I--
ELEV. 677.75 I-! { E-III-! ! I i- 2. REFER TO DTL.5/5.10 FOR EA -6» #5/5.10 FOR EROSION CONTROL 1
PERMANENT POOL ELEVATION: 676.00 w MEASURES ASSOCIATED WITH V v v - _ - ° _ - - - STRUCTURE DEVICE. K;IAIED WITH THE OUTLET Details ICE. #5 WASHED STONE °'r •
1 FT. MIN. :'v - - - - -
t ,1_ - _ 3. REFER TO DTL. #2/5.10 FOR OL - - ANCHOR DEVICES. #2/5.10 FOR OUTLET STRUCTURE
TRASH RACK AND ' r 1.25 ORIFICE PLATE - CLASS I RIPRAP
ALUMINUM STEPS i M I Ml e 4. REFER TO DTL3/5.10 FOR Ol 12" O.C., TYPICAL TURNING ROD GUIDERAIL #3/5.10 FOR OUTLET STRUCTURE
SUPPORTS AS NECESSARY GRATE DETAIL AND INFORMAT10r ND INFORMATION. 2X4 CLEAN OUT STAKE CLEAN OUT BASIN WHEN Mso=
' ' 6" DIAM. GATE VALVE - - - - - - T D 5.10 F PRECAST 5 X 5 VAULT .j ° - - 5. REFER 0 TL #4/ OR Ol 5,10 F OUTLET STRUCTURE SEDIMENT REACHES TOP PROJECT NUMBER: 03-168
DIMENSIONS ARE TO INSIDE TO DRAIN POND, TURNING - PLAN VIEW. CONTRACTOR TO SUBMIT ROD TO BE EXTENDED TO o OF STAKE. REFER TO EROSION CONTROL PLAN ~z . o to = DRAWN BY: BDS
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TO CONSTRUCTION - 6DIP POND DRAIN - - - - - - - - ISSUE DATE: 07.29.04
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I 12.13.04 MECK. CO. & DAVIDS0 COMMENTS
RG OUNTY - - NBIJRG C - - NO. DATE: BY: REVISIONS: