20081328 Ver 1_More Info Received_20081009

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All
\ T O W E R
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ENGINEERING
PROFESSIONALS
North Carolina Division of Water Quality
2321 Crabtree Boulevard, Suite 250
Raleigh, N.C., 27604
Office - [phone]
Pre-Construction Notification Application Cover Letter
Second Submission
October 08, 2008
J$- 13ag Page Iof I
Subject: Quest Fellowship Church - 5120 Raynor Road
To Whom It May Concern:
Tower Engineering Professionals is submitting a response to NCDWQ comments received on September
18, 2008 for Quest Fellowship Church (DWQ Project # 2008-1328). The following items have been
revised as needed
1. Owner information and signature has been added to the application.
2. All buffer impacts have been shown on sheet C-5.
3. All protected riparian buffers have been shown on sheet C-5.
4. The level spreader and construction details have been added on sheets C-5 and C-13.
5. The Level Spreader Supplement Form has been attached with required information.
Sincerely, j
N,
John B. Goins, P. E.
Tower Engineering Professionals, Inc.
0 C T 9 2008
DENR - `JYAYER QUALITY
WETLANDS AND STORMWATER BRANCH
3703 Junction Boulevard, Raleigh, NC 27603-5263 o) 919.661.6351 f) 919.661.6350
www.tepgroup.net
o?0F W ATFRPG Michael F. Easley, Governor
.y William G. Ross Jr., Secretary
t - North Carolina Department of Environment and Natural Resources
4 C Coleen H. Sullins, Director
Division of Water Quality
September 18, 2008
DWQ Project # 2008-1328
Wake County
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Tower Engineering
Attn. Mr. John Goins
3703 Junction Blvd
Raleigh, NC 27603
Subject Property: Quest Fellowship Church, Garner, NC
White Oak Creek [030402,27-43-11, C, NSW]
REQUEST FOR MORE INFORMATION
Dear Mr. Goins:
On August 28, 2008, the Division of Water Quality (DWQ) received your application dated August 29,
2008 to impact 420 square feet (ft) of Zone 1 protected riparian buffers and 280 square feet (ft) of Zone
2 protected riparian buffers to construct the proposed church at the subject property. The DWQ has
determined that your application was incomplete and/or provided inaccurate information as discussed
below. The DWQ will require additional information in order to process your application to impact
protected wetland, streams and/or buffers on the subject property. Therefore, unless we receive the
additional information requested below, we will have to move toward returning your application as
required by 15A NCAC 2H .0506 and 213 .0233(8) and will place this project on hold as incomplete until
we receive this additional information. Please provide the following information so that we may continue
to review your project.
Additional Information Requested:
Section 11. 1 must contain the owner's information and the owner must sign the application. Please
resubmit the application form with the owner's information completed in Section I1.1 and either
submit an agent authorization letter for Tower Engineering to sign the application, or have the
owner sign..
2. Please enumerate all buffer impacts on the site plan and clearly label impacts (Buffer Impact 1, etc).
3. Please locate all protected riparian buffers on the site plan, clearly showing Zones 1 and 2.
4. Please clearly show the level spreader on your plan sheet. You must also provide construction
details in the plan sheets for the level spreader.
5. Please submit a Level Spreader Supplement Form with all required items for the level spreader (see
littp://h20.enr.state.nc.us/su/binp_forms.htm).
401 Oversight/Express 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: http://h2o.enr.state. nc us/ncwetlands
No ehCarolina
Naturally
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper
John Goins
Page 2 of 2
September 16, 2008
Please respond within three weeks of the date of this letter by sending this information to me in writing
and Lauren Witherspoon of the DWQ Raleigh Regional Office. If we do not hear from you within three
weeks, we will assume that you no longer want to pursue this project and we will consider the project as
withdrawn.
This letter only addresses the application review and does not authorize any impacts to wetlands, waters
or protected buffers. Please be aware that any impacts requested within your application are not
authorized (at this time) by the DWQ. Please call Mr. Ian McMillan or Amy Chapman at 919-733-1786
if you have any questions regarding or would like to set up a meeting to discuss this matter.
Since y, L4
yndi Karoly, Supervisor
1 Oversight/Express Review Permits Unit
CBK/ijm/asc
cc: Lauren Witherspoon, DWQ Raleigh Regional Office
DLR, Raleigh Regional Office
File Copy
Matt Matthews, DWQ Wetlands and Stormwater Branch
Filename: 081328QuestFellowshipChurch(Wake)NBR_On_Hold
Office Use Only: Form Version March 08
USAGE Action ID No. DWQ No. g -- 13 a- $
(If any particular item is not applicable to this project, please enter "Not Applicable" or 'NIA".)
1.
II.
Processing
1. Check all of the approval(s) requested for this project:
? Section 404 Permit [J] Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
? 401 Water Quality Certification ? Express 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) requested:
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 Ecosystem Enhancement Program (NCEEP) is proposed
for mitigation of impacts, attach the acceptance letter from NCEEP, complete section VIII,
and check here: 0
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: ?

I . Owner/Applicant Information O i 19 2008
Name: Quest Fellowship Church _ CEROUALITY
Mailing Address: P.U. Box 40057 wEnANDsgoSTORM . m4eli
Raleigh, NC 27629
Applicant Information
Telephone Number: [phone] Fax 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:
Company Affiliation:
Mailing Address:
Telephone Number:
E-mail Address:
Fax Number:
Page 5 of 12
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 USES Topographic Quad Map and MRCS 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
USAGE requires information to be submitted on sheets no larger than I 1 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: Quest Fellowship Church
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN): 1730238361
4. Location
County: Fake Nearest Town: Garner
Subdivision name (include phase/lot number): N/A
Directions to site (include road numbers, landmarks, etc.): From Raleigh, travel East on
US 70 past 1-40. Once past 1-40, Continue to the second right (Raynor Road).
Site is on the Northwest comer of the intersection of Raynor Rd. & Waterlield Dr.
5. Site coordinates (Lat/Long or decimal degrees): N 35d 40.917', W 078d 33.125'
(Note --- If project is linear, such as a read or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres): 15
7. Name of nearest receiving body of water: White Oak Creek
8. River Basin: Neuse
(Note this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: Vacant site- Neuse Riparian Buffer through the parcel
in the middle of the parcel. Buffer runs northeast to the southwest. Residences to
the west. Industrial to the South. Vacant/wooded to the West. Field to the forth.
Page 6 of 12
10. Describe the overall project in detail, including the type of equipment to be used:
Gradinq for church development. Wet detention pond will be added to the south
All development will be outside and to the East of Buffer
11. Explain the purpose of the proposed work: Proposed church and required parking and
utility services
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.F. project, along with
construction schedules. N/A
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.
Future development may add addtional impervious surface; however, this will not occur
any time soon, if at all. Stormwater Calculations mention future development.
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. Each impact must be
listed separately in the tables below (e.g., culvert installation should be listed separately from
riprap dissipater pads). Be sure to indicate if an impact is temporary. All proposed impacts,
permanent and temporary, must be listed, and must be labeled and clearly identifiable on an
accompanying site plan. All wetlands and waters, and all streams (intermittent and perennial)
should 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: No wetland impact
Palo 7 o 12
2. Individually list wetland impacts. Types of impacts include, but are not limited to
mechanized clearing, grading, fill, excavation, flooding, ditching/drainage, etc. For dams,
senarately list impacts due to both structure and flooding.
Wetland Impact
Site Number
(indicate on map)
Type of Impact Type of Wetland
(e.g., forested, marsh,
herbaceous, bog, etc.) Located within
100-year
Floodplain
es/no Distance to
Nearest
Stream
linear feet Area of
Impact
(acres)

Total Wetland Impact (acres)
3. List the total acreage (estimated) of all existing wetlands on the property: Approx. 1
4. Individually list all intermittent and perennial stream impacts. Be sure to identify temporary
impacts. Stream impacts include, but are not limited to placement of fill or culverts, dam
construction, flooding, relocation, stabilization activities (e.g., cement walls, rip-rap, crib
walls, 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. To calculate acreage. multinly length X width, then divide by 43.560.
Stream Impact
Number
indicate on ma
Stream Name
Type of Impact
Perennial Intermittent? Average
Stream Width
Before Im act Impact
Length
linear feet Area of
Impact
acres

Total Stream Impact (by length and acreage)
5. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.). Open water impacts include, but are not limited to
fill, excavation, dredging, flooding, drainage, bulkheads, etc.
Open Water Impact
Site Number

indicate on ma Name
of Waterbody
(if applicable)
Type of Impact Type of Waterbody
(lake, pond, estuary
? p ? , sound, bay,
ocean, etc. Area of
Impact

acres

Total Open Water Impact (acres)
Page 8 of 12
6. List the cumulative impact to all Waters of the U.S. resulting from the project:
Stream Impact (acres):
Wetland Impact (acres):
Open Water Impact (acres):
Total. Impact to Waters of the U.S. (acres)
Total Stream Impact (linear feet):
7. Isolated Waters
Do any isolated waters exist on the property? ? Yes ? No
Describe all impacts to isolated waters, and include the type of water (wetland or stream) and
the size of the proposed impact (acres or linear feet). Please note that this section only
applies to waters that have specifically been determined to be isolated by the USACE.
8. 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.):
Current land use in the vicinity of the pond:
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 haw impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
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.
Page 9 of 12
USAGE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on January 15, 2002, 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 NCEEP 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
1 .,I/ ')o.etir.state.nc.rrrs/iicwetiatids/`sti-iiip,ide.htiTil.
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.
N/A
2. Mitigation may also be made by payment into the North Carolina Ecosystem Enhancement
Program (NCEEP). Please note it is the applicant's responsibility to contact the NCEEP at
[phone] to determine availability, and written approval from the NCEEP indicating
that they are will to accept payment for the mitigation must be attached to this form. For
additional information regarding the application process for the NCEEP, check the NCEEP
website at litter //1.2o.errr.state.(1C r.rsAv /index.htm. If use of the NCEEP is proposed, please
check the appropriate box on page three and provide the 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):
Page 10 of 12
IX. • Environmental Documentation (required by DWQ)
1. Does the project involve an expenditure of public (federal/state/local) funds or the use of
public (federal/state) land? Yes ? No Q
2. 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 ?
3. 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 ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
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.
1. Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 02B .0243 (Catawba) 15A NCAC
2B .0250 (Randleman Rules and Water Supply Buffer Requirements), or other (please
identify --- )? Yes J, J No ?
2. If "yes", 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
,.? Multiplier I Required.
1 420 3 (2 for Catawba) N/A
2 280 1.5 N/A
Total 1 700 1 I
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
3. If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e.,
Donation of Property, Riparian Buffer Restoration / Enhancement, or Payment into the
Riparian Buffer Restoration Fund). Please attach all appropriate information as identified
within 15A NCAC 2B .0242 or .0244, or .0260. N/A
Page i 1 of 12
XI.. Stormwater (required by DWQ)
Describe impervious acreage (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. If percent impervious surface exceeds 20%, please provide calculations
demonstrating total proposed impervious level. 39.8% of the 4.65 acres of development.
A wet pond is proposed. Stormwater calculations are included.
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.
Sewage disposal accomplished by extending sewer to municipal system.
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No Q
Is this an after-the-fact permit application? Yes ? No Q
XIV. Cumulative Impacts (required by DWQ)
Will this project (based on past and reasonably anticipated future impacts) result in additional
development which could impact nearby downstream water quality? Yes 0 No Q
If yes, please submit a qualitative or quantitative cumulative impact analysis in accordance with
the most recent North Carolina Division of Water Quality policy posted on our website at
ht! :/ h2o.enr.sta e.nc.us/ncwetlands. If no, please provide a short narrative description:
XV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).

Applicant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 12 of 1.2
Quest Fellowship Church Authorization Letter
September 25, 2008
Russell Talley
Public Utilities Department
P.O. Box 590
Raleigh, NC, 27602
Office: (919) 8574550
Subject: Quest Fellowship Church Signature Authorization
Mr. Talley:
Mr. Allen Hicks is authorized to act on behalf of the collective interest for Quest Fellowship
Church. His capacity with the church is Chairman of The Elders. He has the authority to act on behalf of
Quest Fellowship Church per Article IV, Section 2 of the by-laws.
Sincerely, -?
O?O? WAT eR?G
? -y
WDENR Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)I
1. PROJECT INFORMATION
Project name Quest Fellowship Church
Contact name Mr. John Goins
Phone number 919-661-6351
Date October 1, 2008
Drainage area number 1
IL DESIGN. INFORMATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP Wet Pond
Drawdown flow from the BMP 0.10 cfs
For Level Spreaders Receiving Flow from the Drainage Area Do not complete this section of the worksheet.
Drainage area ftz Do not complete this section of the worksheet.
Impervious surface area ft2 Do not complete this section of the worksheet.
Percent impervious % Do not complete this section of the worksheet.
Rational C coefficient Do not complete this section of the worksheet.
Peak flow from the 1 in/hr storm cfs Do not complete this section of the worksheet.
Time of concentration min
Rainfall intensity, 10-yr storm in/hr Do not complete this section of the worksheet.
Peak flow from the 10-yr storm cfs Do not complete this section of the worksheet.
Where Does the Level Spreader Discharge?
To a grassed bioretention cell? N (Y or N)
To a mulched bioretention cell? N (Y or N)
To a wetland? N (Y or N)
To a filter strip or riparian buffer? Y (Y or N) Please complete filter strip characterization below.
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass 0.00 ft
Width of dense ground cover 0.00 ft
Width of wooded vegetation 54.00 ft
Total width 54.00 ft
Elevation at downslope base of level lip 296.20 fmsl
Elevation at top of bank of the receiving water 293.00 fmsl
Slope (from level lip to to top of bank) 5.93 % OK
Are any draws present? N (Y or N) OK
Level Spreader Design
Forebay surface area 25.00 sq ft No forebay is needed.
Feet of level lip needed per cfs 65 ft/cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm? N (Y or N)
Length based on the 10-yr storm? N (Y or N)
Length based on the BMP discharge rate? Y (Y or N)
Design flow 0.10 cfs
Is a bypass device provided? Y (Y or N) OK
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and ll. Design Summary, page 1 of 2
Length of the level lip
Are level spreaders in series?
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
y
Peak velocity in the channel during the 10-yr storm
Channel lining material
13.00 ft
N (Y or N)
N (Y or N)
Y (Y or N)
3.00 ft
2.00 ft
14.00 ft
2.00 ft
8.64 cfs
Vegetation w/ matting
#VALUE!
t
M
1
M
B l
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 2
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Inip"pls Sheet No.
GL 4 1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Forebay (if applicable),
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW), and
- Boundaries of drainage easement.
C-5 ?O 2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
- Proposed drainage easement, and
- Design at ultimate build-out.
G_ 3. Section view of the level spreader (1" = 20' or larger) showing:
Underdrain system (if applicable),
- Level lip,
Upslope channel, and
Downslope filter fabric.
%7l 4. A date-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
`0 5. A construction sequence that shows how the level spreader will be protected from sediment until the entire
drainage area is stabilized.
6. The supporting calculations.
A ` 7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
N!h 8. A copy of the deed restrictions (if required).
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5
Part III, page 1 of 1
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OPERATIONS AND MAINTENANCE MANUAL
November 2004
BEST MANAGEMENT PRACTICES
Garner, NC
Project Name: Date: 5 A- o P
Property Owner/Responsible Party: &%esj?
Address: PO. Aox 0n1Z-7 J
Telephone: ?gi9)
The maintenance of any Best Management Practice (BMP) installed to achieve nitrogen loading and/or
flow attenuating requirements for a development shall be the responsibility of the property owner or
other identified responsible party. In the case of residential or commercial subdivisions, Home Owners
Associations or Merchants Associations must be established in order to identify the responsible party.
This manual establishes general procedures for maintenance and operation of the allowed BMP types in
accordance with the Town of Garner Stormwater Program for Nitrogen Control. It is important to note
that only general maintenance tasks are identified here. All devices shall be maintained to original
design standards. This agreement shall be signed and notarized by the responsible party to perform the
tasks specified in the plan, including inspeetions, operation, and any needed maintenance activities.
L BMP
Identify the types of BMPs located on the site and give a brief description on their design. Ifyou
need additional space please attach separate pages to this document.
BMP Type Check which Brief Description
apply
Wet Pond ? Two oil- St ?i we-- non ds elf
Phase J E PAa s e- Z
Stormwater Wetland
Sand Filter
Bioretention
Grass Swale
Vegetated Filter Strip ?rw5 S CAA nC t cti7 ntr leoo f*rtior?
w/Level Spreader o
41-9
58' Restored or Additional
Riparian Buffer w/Level
Spreader
Dry Detention
Page I of 4
OPERATION AND MAINTENANCE
North Carolina stormwater rules require annual Inspections by the regulating agency of wet detention ponds as a minimum. More
frequent inspections by the land owner or pond operator are strongly encouraged to ensure the proper operation of a wet detention
pond. The Town of Gamer can require more frequent Inspections. All Town of Gamer and North Carolina Department of Environment
and Natural Resources codes shall be consulted.
The Town of Garner will Inspect BMP's on an annual basis and forward a list of any required deficiencies or repairs to the property
owner/responsible party. The property owner/responsible party will have 90 days to correct all deficiencies and make all repairs to the
satisfaction of the Town Engineer. Failure to satisfactorily complete the repairs within the 90 days will cause the bmp to be declared a
nuisance as provided for in Section 6-17 of the Gamer Town Code. Abatement of the nuisance will proceed as provided for in Chapter 6,
Article II of the Gamer Town Code.
A. Rainfall Event
1. Inspect the basin after every runoff-producing rainfall event.
2. Remove debris from the trash rack, inlet pipes and outlet pipes.
3. Check and clear the orifice of any obstructions.
B. Monthly Inspection
1. Inspect the basin monthly
2. Remove debris from the trash rack, inlet pipes and outlet pipes.
3. Check and clear the orifice of any obstructions.
4. Check the pond side slopes; remove trash and repair eroded areas before the next rainfall event.
5. Check the vegetative and rock filters for sediment accumulation, erosion and proper operation of the flow spreader
mechanism and repair as necessary.
C. Quarterly inspection
1. Inspect the collection system (i.e. catch basin, pipes and grass swales) for proper functioning. Clear accumulated trash
from basin grates and basin bottoms. Check piping for obstructions.
2. Check pond inlet pipes for undercutting, replace rlprap and repair broken pipes.
3. Reseed grassed swales, Including the vegetated filter If applicable, twice a year as necessary. Repair eroded areas
immediately.
D. Six Month Inspection
1. Remove accumulated sediment from the bottom of the outlet structure or other areas where accumulated sediment Is
noted.
2. Check the pond depth at various points in the pond. If the depth Is reduced to 75% of the original design depth,
sediment Is to be removed to at least the original design depth.
3. Operate any valves or mechanical components to verify they are in working order.
4. Inspect the embankment taking note of any wet areas where water may be seeping through the soil. Contact the Town
Engineering Department If seepage is noted.
5. Remove deposited sediment along vegetated filter strip and concrete level spreader, especially from the upstream edge,
to maintain original contours and grading. Repair channels that form and regrade the filter strip to ensure that the runoff
flows evenly in a thin sheet over the concrete level spreader. Repair concrete level spreader as necessary and reseed and
regrade the filter strip to maintain a dense growth of vegetation.
E. General Inspection
1. Mow the side slopes, not Including normally submerged vegetated shelf, according to the season. Maximum grass height
is to be 61n.
2. Cattails and other Indigenous wetland plants are encouraged along the perimeter; however, they must be removed when
they cover the entire surface area of the pond.
3. No woody vegetation shall be allowed to grow on the embankment without special design provisions.
4. Debris shall be removed from blocking the inlet and outlet structures and from areas of potential clogging.
5. Periodic removal of dead vegetation shall be accomplished.
6. The orifice is designed to draw down the pond in 2-5 days. If draw down is not accomplished in that time, the system
must be clogged. The source of the clogging must be found and eliminated,
7. All components of the detention pond system must be kept In good working order.
STORMWATER BEST MANAGEMENT PRACTICES
OPERATIONS AND MAINTENANCE AGREEMENT
Property Ow r/Responsible Party
Sign: a? 4.4
Print: L ICJ zo ???1• -
STATE OF NORTH CAROLINA
COUNTY OF WAKE
I, C16( • t7 eg+e ? a Notary Public for said County and State, do hereby certify
tbat ' r- Al-en Ad c personally appeared beFore me this day and acknowledged
the due execution of the foregoing instrument.
Witness my hand and official seal, this theh day of klal-, Qa.
?. GAP H. Iq ?.
Official Seal fQ?.?,r•"' TARS ?F•?
r ?
-n ?r
t
U
9
Notary Public
.
My commission expires t;
Page 4 oF4
Stormwater & Erosion Control Design
Calculations
11 July 2, 2008
?I Quest Fellowship Church
Raynor Road'
Garner, NC
Prepared for:
Quest Fellowship Church
P.O. Box 40057
Raleigh, NC 27629
[phone]
Prepared by:
Triangle Site Design, PLLC
165 Trantham Trail
Clayton, NC 27527
(919) 55
3-6570 0 [; ;
OCT 9 2008
DOC - WAFER QUALI V RC;;'s
tMF ? LAICS AP10 STORMWATER BRA
?>
1A C 1? 0,
e ®ea?oc?c® s
V
SEAL
244 .?S
?N lh?E,. %
5/16/08 Revised per Town
review comments
6/16/08 Revised site
drainage, storm
water
management &
erosion control
7/2/08 Revised per Town
review comments
7/11/08 Revised per Town
review comment
r

U
?I
TABLE OF CONTENTS
OVERVIEW
FIGURES
WAKE COUNTY GIS MAP
SOILS SURVEY & SOIL INFORMATION
PRE-DEVELOPMENT & POST-DEVELOPMENT DRAINAGE AREAS
FUTURE DEVELOPMENT MAP (FUTURE PHASE 2)
STORM SEWER CALCULATIONS
INLET DATA FOR DRAINAGE STRUCTURES
PIPE DESIGN DATA
STORM PIPE PROFILES
WATER QUANTITY/QUALITY
POND OPERATION AND MAINTENANCE PLAN
PHASE i POND
'TIME OF PEAK'
CN VALUES
PRE-DEVELOPMENT HYDROGRAPHS
POST-DEVELOPMENT HYDROGRAPHS
TIME VS. VOLUME (STORAGE)
TIME VS. ELEVATION (STAGE)
ELEVATION-VOLUME-FLOW SUMMARY
POND OUTLET/STRUCTURE SUMMARY
a NITROGEN CALCULATIONS
EROSION CONTROL CALCULATIONS
TEMPORARY BASIN DESIGN
RIP-RAP APRON DESIGN
1
OVERVIEW
Background
This report contains the storm water and erosion control calculations for the proposed Quest
Fellowship Church site. The project site is located at the intersection of Raynor Road and
Waterfield Drive. The project consists of approximately 15 acres of undeveloped area.
Approximately 4.9 acres will be developed to construct Phase 1 of Church building, the
associated parking areas, and the storm water management facility. The seating capacity for
i Phase 1 inside the building is 300 seats. The remaining site area includes existing
streams/wetlands/Neuse River buffers as well as future development areas. The proposed
i storm water management facility outlined in this report has been designed to treat 4.65
's acres of the site. The storm water management facility has been designed to treat the
runoff associated with the development of Phase 1 of the development.
The conceptual site plan for future development of the site shows a building expansion in
the area of the proposed storm water management pond. When and if the building is
expanded the storm water management facility will need to be relocated and resized to
accommodate the water quality and quantity requirements for the site. It is anticipated that
the site will require two storm water management facilities - one located along WaterFeld
Drive to the south of the utility easement and the other across the stream that bisects the
property. The new storm water management facilities will need to be in place before storm
water runoff from the site is routed to them and the existing pond constructed as part of
Phase 1 is removed.
Erosion Control
Erosion control measures have been designed in accordance with the NCDENR, Wake County
and Town of Garner erosion control standards and regulations to minimize sediment laden
runoff from exiting the site. Silt fence will be installed along the low sides of the site prior to
construction. The construction entrance will be installed prior to construction commencing.
Inlet protection will be installed around all existing inlets and will be utilized for the proposed
curb inlets and drop inlets.
Soils
The Wake County Soils Survey indicates that Appling sandy loam and Worsham sandy loam
soils are present onsite. Appling sandy loam is classified as Soil Hydrologic Group B and
Worsham sandy loam is classified as Soil Hydrologic Group D.
Site Stabilization
After final grading is completed, permanent vegetation shall be applied in accordance with
the seeding requirements and landscape plan for this site.
A
1

I Stormwater Analysis
Runoff from the site currently drains to an existing stream/wetland area that bisects the
property via existing topography. Approximately 11.6 acres drains to the site from off-site
properties to the north. This area drains through the site within the existing stream/wetland
area. A wetland/stream delineation has been prepared to show the limits of existing
wetland/stream features as shown within the civil construction drawings.
Storm water runoff from the developed areas of the site will be treated within a wet
detention pond. The pond has been designed to treat a drainage area of 4.65 acres. The
site grading and storm drainage pipe systems are used to divert storm water runoff from the
site to the wet pond. The storm water management pond is designed for an impervious
area of 1.85 acres that includes the Phase 1 improvements as shown in the civil construction
drawings.
Water Quantity
Post-development peak flows from the site will not exceed pre-development flows for the 1-
year and 25-year storms. The wet detention pond will utilize a concrete riser structure with
a low flow orifice, intermediate weir, and an open top riser will serve as the principal and
emergency spillway to reduce peak flows. Please reference the Water Quantity section of
this report for details regarding drainage areas and stormwater routing.
Water Quality
For water quality purposes the site is designed so that storm water runoff is treated in a wet
detention BMP pond (the existing on-site wetlands are not included in the water quality
calculations for additional treatment credit). The proposed wet detention pond will provide a
Total Nitrogen removal efficiency of 25% and 85% removal of Total Suspended Solids (TSS).
Given the size and impervious cover of the area occupied by Phase 1 of the development,
I the Nitrogen reduction provided by the BMP Pond brings the total export to approximately
2.65 Ibs/ac/yr. The Nitrogen calculations do not include the development of the future
?I Phase 2. The future development of Phase 2 will require an analysis of the Nitrogen control
at the time of th
t d
l
a
eve
opment.
?I Methods
The stormwater conveyance system was analyzed using "Hydraflow Storm Sewers" and
"Hydraflow Hydrographs" computer software program.
?I Conclusion
?I Based on the analysis provided herein, this design meets the stormwater and erosion control
requirements of the Town of Garner. Pre-development flows will not exceed post-
development flows for the 1-year and 25-year storm and Nitrogen export from the site will
be less than 10 lb/ac/yr.
1
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Map Unit Legend
Quest Fellowship Church
ake County, North Carolina (NC183)
Unit Name Acres in AO.1 Percent of AOI
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dy loam, 6 t o 10 1.8 29.0%
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Natural Resources Web Soil Survey 2.0 4/2/2008
Conservation Service National Cooperative Soil Survey Page 3 of 3
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NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
USER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
PROJECT NAME: Quest Church PROJECT NO.:
COMPUTED BY: DATE: 10/2/2008
FROM STATION/REACH: TO STATION/REACH:
'DRAINAGE AREA: DESIGN FREQUENCY:
*****************************************************************************
INPUT PARAMETERS
*****************************************************************************
Channel Discharge
Peak Flow Period
hannel Slope
Channel Bottom Width
eft Side Slope
ight Side Slope
3.5 cfs (.10 m^3/s)
6 hours
0.047 ft/ft
2.0 ft (.61
3:1
3:1
(0.047 m/m)
m)
Channel Lining : P300 Staple E Bunch 50-75%
?ermi. Shear(Tp) :7.00 psf (335.2 Pa)
Phase = 2
Class = D Vegetation
' Soil = Clay Loam
Allowable Soil Shear(Ta):2 psf (95.76 Pa)
****************************************************************************
CALCULATIONS
****************************************************************************
nitial Depth Estimate = 0.16 * (3.5 /(0.047^0.5))^0.375 = 0.45 ft (.14 m)
inal Channel Depth (after 7 iterations) = .48 ft (0.15 m)
Flow Area = (2.0 * 0.5)+(0.5 *0.48^2 * (3.0+3.0)) = 1.6 sq.ft (0.2 m^2)
et Per. =2.0 +(0.5*(((3.0^2)+1)^.5 +((3.0^2)+1)^.5)) =
E 5.0 ft (1.5 m)
ydraulic Radius = (1.6 / 5.0) = 0.3 ft (0.1 m)
Channel Velocity =(1.486/0.072)*(0.3^0.667)*(0.047^.5) = 2.1 fps (0.6 m/s)
hannel Effective Manning's Roughness = 0.072
alculated Shear (Td) = 62.4 * 0.48 * 0.047 = 1.41 psf (67.3 Pa)
Safety Factor = (Tp/Td) = (7.00 /1.41) = 4.98
Iffective Stress on Blanket(Te) = 1.4*(1-0.40)*(/0.072)^2 = 0.19 psf (9.0 Pa)
Safety Factor = (Ta/Te) = (2.00 /0.189) = 10.60
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' Pond Summary - Phase 1 Pond
Drainage Area (acres):
Curve Number:
Time of Concentration (minutes):
Q 1-year (cfs):
s Q 25-year (cfs):
Q 100-year (cfs):
f
I Outlet Controls:

I
?i Permanent Pool Elevation:
Min. Required Surface Area (sf):
3 Surface Area provided (sf):
1" storm storage volume required (cf):
i Storage volume provided (cf):
Storage volume draw-down time (days):
1-year storm control:
E Q 1-year routed through pond (cfs):
?i
1-year storm elevation:
Incremental Weir elevation:
Incremental Weir width (in):
Incremental Weir height (in):
Top of riser structure:

i Riser structure outfall:
Riser structure crest length (ft):
Q 25-year routed through pond (cfs):
25-year storm elevation:
10
Q
0-year routed through pond (cfs):
100-year storm elevation:
Top of dam elevation:
Level Spreader:
Design Storm:
Runoff coefficient:
Drainage Area (acres):
Q-1" storm runoff (Q=CIA cfs):
Level spreader length (13'/cfs)(If):
1
Pre-Developed
4.65
58.7
12
0.119
8.855
13.82
299.3
3,267
6,395
6,725
14,343
2.37
1.75" PVC orifice @ 299.3
0.103
301
301
30
303.5
18" RCP
20
8.642
303.44
18.81
303.77
305
1"
0.85
4.65
3.95
52
Post-Developed
4.65
7
5
3.873
28.83
35.73
12" PVC outlet pipe to level spreader
< Q 1-year pre-developed
< Q 25-year pre-developed
Proposed Wet Pond #1
' Project Information
Ul"
1

Site Information
Project Name: Quest Fellowship Church
Project #: 003001
Designed by: MEL Date:
Revised by. Date:
Checked by: Date:
Sub Area Location: Drainage To Proposed Pond#1
Drainage Area (DA) = 4.65 Acres
Impervious Area (IA) = 1.85 Acres
Percent Impervious (1) = 39.8 %
Required Surface Area
Permament Pool Depth: 3 ft
SAIDA = 1.613 (85% TSS Removal via Wetlands)
Min Req'd Surface Area = 3267 sf (at Permanent Pool)
Required Storage Volume
Design Storm = 1 inch (Project Does Not Drain to SA waters)
Determine Rv Value = 0.05 +.009 (1) = 0.41 in/in
Storage Volume Required = 6888 cf (above Permanent Pool)
Elevations
Top of Pond Elevation = 303.50 ft
Temporary Pool Elevation = 301.00 ft
Permanent Pool Elevation = 299.30 ft
Shelf Begining Elevation = 299.80 ft
Forebay Weir = 298.00 ft
Shelf Ending Elevation = 298.80 ft
Bottom Elevation = 295.30 ft
Permanent Pool Area
Area @ Top of Permanent Pool = 6,395 sf
Volume of Temporary Storage = 14,343 cf
Is Permenant Pool Surface Area Sufficient (yes/no)? Yes ( 6395 > 3267) sf
Volume of Storage for 1" Storm = 14,343 Yes ( 14343 > 6888) cf
1
1
1
1
11!
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A
STORMWATER POND
INCREMENTAL DRAWDOWN METHOD
Project Information
Project Name: Quest Fellowship Church
Project #: 003001
Designed by: Date:
Checked by: Date:
Water Quality Orifice
* Incremental Determination of Water Quality Volume Drawdown Time
Zone 2
Q3 = 0.0437 Co * D2 (Z-D/24-Ei)At"2l
Q2 = 0.372 Co * D*(Z-Ei)At-"2I
QJ = 0
Orifice Diameter (D) = 1.72 in
Cd = 0.6
Ei = 299.3 Orifice Inv.
Zone 1 Range = to 299.3
Zone 2 Range = 299.3 to 299.4
Zone 3 Range = 299.4 to 301

Inrramanfnl n-ri- MafhnA
Countour Contour
Area Incremental
Volume Stage, Z Zone Q Drawdown
Time
s ft cu ft ft cfs min
299.30 6,395 0 0.00 2.00 0.000 --
299.80 8260 3,664 0.50 3.00 0.051 1,203
300.00 8470 1,673 0.70 3.00 0.061 453
300.20 8680 1,715 0.90 3.00 0.071 405
300.40 8895 1,757 1.10 3.00 0.079 372
300.60 9110 1,801 1.30 3.00 0.086 349
301.00 9550 3,732 1.70 3.00 0.099 628
Total -- 14,342 - - - 3,411
Drawdown Time = Incremental Volume / Q / 60sec/min
Summary
Total Volume = 14,342 cf
Total Time = 3,411 min
Total Time = 2.37 days
6/5/2008
Prop Wet Pond-Phasel
Incremental Drawdown Time
3of5
Proposed Wet Pond #1
F t
m
j1
Project Information
Site Information
Project Name: Quest Fellowship Church
Project #: 003001
Designed by: MEL Date:
Revised by: Date:
Checked by: Date:
Sub Area Location: Drainage to Proposed Pond
Drainage Area (DA) = 4.65 Acres
Impervious Area (IA) = 1.85 Acres
Percent Impervious (1) = 39.8 % (Drainage Area)
Emergency Spillway
Runoff Coefficient (C) = 0.70
Rainfall Intensity (1100) = 9.72 in/hr (100-Yr Intensity)
Drainage Area = 4.65 acres
Flow Rate (q,00) = 31.6 cfs
qw = 31.6 cfs
h = 1.00 ft
Cw = 3.2
L = 10 ft (5'x5' Square Riser Box)
Orifice Sizing
Orifice Size = 1.75 in (Diameter)
Drawdown Time = 2.4 days (Incremental Draw Down Method)
less than 5 days (yes/no) ? yes
greater than 2 day (yes/no) ? yes
411 Anti-Flotation Device
5'x 5' Inlet Structure
Area: 25.0 sf
Volume: 205.0 cf
Weight: 1279 Ibs
Factor of Safety 1.20
WT Req'd of Anti-Flotation Device: 15350 Ibs
Volume of Concrete Req'd: 102.3 cf
Volume Provided: 118.5 cf
Sediment Storage
L20=2.3CA(.0091+.05)
C = 50.00 mg/I

A = 4
.6.65 5
4 ac
ac
I = 39.78 %
L20 = 218.21 cf
depth 1.00 ft
Area required 218 sf
Area Provided 6,274 sf
Depth of Sediment Storage Required 0.03 ft
Depth of Sediment Storage Provided 1.00 ft
(Water Displaced- Top of Pond to Bottom of Pond)
(Unit WT of Concrete = 150 pcf)
(5'x5' riser x 1.8'= 45cf, 7'x7' footing x 1.5'= 73.5cf)
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' !NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
`NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
USER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
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PROJECT NAME: PROJECT NO.:
COMPUTED BY:
` DATE: 7/11/2008
FROM STATION/REACH: TO STATION/REACH:
DRAINAGE AREA: DESIGN FREQUENCY:

**************
INPUT PARAMETERS

Channel Discharge : 8.7 cfs (.25 m^3/s)
eak Flow Period : 6 hours
hannel Slope : 0.043 ft/ft (0.043 m/m)
hannel Bottom Width : 2.0 ft (.61 m)
Left Side Slope : 3:1
U ight Side Slope : 3:1
Channel Lining : C350 Staple E Bunch 50-75%
U ermi. Shear(Tp) :9.00 psf (430.9 Pa)
Phase = 2
Class = D Vegetation
Soil = Clay Loam
Allowable Soil Shear(Ta):3 psf (143.64 Pa)
*****************************************************************************
CALCULATIONS
nitial Depth Estimate = 0.16 * (8.7 /(0.043^0.5))^0.375 = 0.65 ft (.20 m)
inal Channel Depth (after 5 iterations) = .67 ft (0.20 m)
low Area = (2.0 * 0.7)+(0.5 *0.67^2 * (3.0+3.0)) = 2.7 sq.ft (0.2 m^2)
et Per. =2.0 +(0.7*(((3.0^2)+1)^.5 +((3.0^2)+1)^.5)) = 6.2 ft (1.9 m)
Elydraulic Radius = (2.7 / 6.2) = 0.4 ft (0.1 m)
annel Velocity =(1.486/0.054)*(0.4^0.667)*(0.043^.5) = 3.2 fps (1.0 m/s)
annel Effective Manning's Roughness = 0.054
lculated Shear (Td) = 62.4 * 0.67 * 0.043 = 1.81 psf (86.8 Pa)
Safety Factor = (Tp/Td) = (9.00 /1.81) = 4.96
fective Stress on Blanket(Te) = 1.8*(1-0.40)*(/0.054)^2 = 0.52 psf (25.0 Pa)
fety Factor = (Ta/Te) = (3.00 /0.521) = 5.75
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Quest Fellowship Church
Triangle Site Design, FLLC
Curve Number Calculation (CN)
Pre-Developed Conditions
Pond-Phase 1
Drainage Area (acresL 4.65
Existing Soil GrOUDS.
Soil Groua Map Symbo! Soi! Description
B ApB2 Appling Sandy Loam
B ApC2 Appling Sandy Loam
D WyAO Worsham Sandy Loam
Existing Land Uses:
Land Use Description
Woods - Good Condition
Woods - Good Condition
Meadow
Existing Soil Group Acres
D-Worsham 0.2
B - Appling 0.25
B - Appling 4.2
Acres
3.25
1.2
0.2
Curve #
77
55
58
Cumulative Curve # =
Percent of DA
59%
27%
14%
Weighted CN
3.3
3.0
52.4
58.7

Ifl
Quest Fellowship Church
Triangle Site Design, PLLC
Curve Number Calculation (CN)
Post-Developed Conditions
Pond-Phase 1
Oraina e Area (acresL 4.65
Existina Soil GrouDs:
Soil Grouv Map Symbol Soil Description Acres
B ApB2 Appling Sandy Loam 3.25
B ApC2 Appling Sandy Loam 1.2
D WyAO Worsham Sandy Loam 0.2
Proposed Land Uses•
Land Use Description
Impervious Areas
Open Space-Good
Stormwater Pond
Existing Soil Group
D&B
B - Appling
B - Appling
Acres Curve #
1.8 98
2.7 79
0.15 100
Cumulative Curve # _
Percent of DA
59%
27%
14%
Weighted CN
37.9
45.9
3.2
87.0
Hydrograph Report
1
' Hydraflow Hydrographs Fxtension for AutoCADO Civil 31DO 2008 by Autodesk, Inc. v6.052
Hyd. No. 1
' Pre-Developed
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 2 min
Drainage area = 4.650 ac
Basin Slope = 0.0%
t } Tc method = USER
Total precip. = 2.10 in

?i Storm duration = 6.00 hrs
Thursday, Jun 5, 2008
Peak discharge = 0.119 cfs
Time to peak = 360 min
Hyd. volume = 1,081 cuft
Curve number = 58.7
Hydraulic length = 0 ft
Time of conc. (Tc) = 12.00 min
Distribution = SCS 6-Hr
Shape factor = 484
1-1
?f
' Pre-Developed
Q (cfs)
Hyd. No. 1 -- 1 Year
i I u. 5u
r
0
45
' .
0
40
.
0
35
.
0
30
.
25
0
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0
20
.
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0
15
.
0
10
.
0
05
.
0 00 -
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
0 60 120 180 240 300
-- Hyd No. 1
t_
360
420
Time (min)
Precipitation Report
2
' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6 052
Hyd. No. 1
Pre-Developed
Storm Frequency = 1 yrs Time interval
Total precip. = 2.1000 in Distribution
Storm duration = 6.00 hrs
Thursday, Jun 5, 2008
= 2 min
= SCS 6-Hr
i
I
Precip (in)
Pi
'ecip (in)
0.10
0.09
0.08
0.07
0.10
09
0
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0
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07
0
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0
06
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05
.
04
0
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0
03
.
02
0
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0
01
.
0.00 -
0 40 80
- SCS 6-Hr Design Storm
Incremental Rainfall Precipitation
Hyd. No. 1 : Pre-Developed - 1 Year
120 160 200 240 280 320
360
Time
0.06
0.05
0.04
0.03
0.02
0.01
0.00
(min)
R
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ki,
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Hydrograph Report
1
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2008 by Autodesk, Inc x6.052
Hyd. No. 1
Pre-Developed
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 2 min
Drainage area = 4.650 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.50 in
Storm duration = 24.00 hrs
Thursday, Jun 5, 2008
Peak discharge = 8.855 cfs
Time to peak = 730 min
Hyd. volume = 26,197 cuft
Curve number = 58.7
Hydraulic length = 0 ft
Time of conc. (Tc) = 12.00 min
Distribution = Synthetic
Shape factor = 484
Q (cfs)
10.00
8.0
6.0(
4.00
2.00
0.00 -' I I I / I I I I
Q (cfs)
10.00
8.00
6.00
4.00
2.00
n nn
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
- Hyd No. 1
Pre-Developed
Hyd. No. 1 -- 25 Year
' Precipitation Re
por
' Hydraflow Hydrographs Extension for AutoCADn Civil 3D® 2008 by Autodesk, !nc. v6.052
Hyd. No. I
' Pre-Developed
Storm Frequency = 25 yrs Time interval
Total precip. = 5.4995 in Distribution
Storm duration = 24.00 hrs
z
1
Precip (in)
.?i
Precip (in)
0.50 0.50
0
45
. 0.45

ki 0
40
?
.
0.40

0
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. 0.35
?z
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30
. 0.30
0
25
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# 20
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0
15
. 0.15
0
10
.
0 0.10
0
05
. 0.05

1 0.00
n nn
0 140 280 420
-- Synthetic Design Storm
2
Thursday, Jun 5, 2008
= 2 min
= Synthetic
Incremental Rainfall Precipitation
Hyd. No. 1 : Pre-Developed - 25 Year
560 700 840 980 1120 1260 1400 1540
Time (min)

yd rograph Report

' Hydraflow Hydrographs Extension for AutoC^.D® Civil 3D® 2008 by Autodes'., Inc. v6.052
Hyd. No. 1
' Pre-Developed
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 2 min
Drainage area = 4.650 ac
Basin Slope = 0.0%
i Tc method = USER
Total precip. = 6.70 in
Storm duration = 24.00 hrs

3
Thursday, Jun 5, 2008
Peak discharge = 13.82 cfs
Time to peak = 730 min
Hyd. volume = 39,571 cuft
Curve number = 58.7
Hydraulic length = 0 ft
Time of conc. (Tc) = 12.00 min
Distribution = Synthetic
Shape factor = 484
i
cfs
Q( )
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00 -
Pre-Developed
Hyd. No. 1 -- 100 Year
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
n nn
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 v
Time (min)
-- Hyd No. 1
Precipitation Report
' Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2008 by Autoriosk, Inc. v6.052
Hyd. No. 1
' Pre-Developed
Storm Frequency = 100 yrs Time interval
Total precip. = 6.7015 in Distribution
Storm duration = 24.00 hrs
Incremental Rainfall Precipitation
Hyd. No. 1 : Pre-Developed - 100 Year
i
P
E
6
}
j
( Precip (in)
4
Pi
'ecip (in)
0.50
0.45
0.40
0.35
0.50
0
45
.
40
0
.
0
35
.
0
30
.
0
25
.
0
20
.
15
0
.
0
10
.
0
0
05
.
0.00 -
0 140 280 420
- Synthetic Design Storm
Thursday, Jun 5, 2008
= 2 min
= Synthetic
0.30
0.25
0.20
0.15
0.10
0.05
n nn
560 700 840 980 1120 1260 1400 1540
Time (min)
is
's
5 e
4
j
fill,

ydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2008 by Auiodesk, Inc. v6.052
Hyd. No. 2
Post-Developed
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
4.0"
3.0
2.0(
1.00
0.00
U 6u 120 180 240 300 360
-- Hyd No. 2
2 min
4.650 ac
0.0%
USER
2.10 in
6.00 hrs
1
Thursday, Jun 5, 2008
Peak discharge = 3.873 cfs
Time to peak = 144 min
Hyd. volume = 15,578 cuft
Curve number = 87
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = SCS 6-Hr
Shape factor = 484
Post-Developed
Hyd. No. 2 -- 1 Year
Q (cfs)
4.00
3.00
2.00
1.00
0.00
420
Time (min)
ti_ ,
Precipitation Report
2
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd. No. 2
Post-Developed
Storm Frequency = 1 yrs Time interval
Total precip. = 2.1000 in Distribution
Storm duration = 6.00 hrs
i i
}
t ?
f Precip (in)
I
0.10
i 0
09
.
0
08
.
i
0
07
.
1 0
06
.
0
05
.
jj
0
04
.
.l

-ecip (in)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03 0.03
0
02
. 0.02
0
01
. 0.01
0.00 0 00
0 40 80
- SCS 6-Hr Design Storm
Incremental Rainfall Precipitation
Hyd. No. 2: Post-Developed - 1 Year
Thursday, Jun 5, 2008
= 2 min
= SCS 6-Hr
120 160 200 240 280 320
360
Time (min)
I Hydrograph Report
' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 200R by Autodesk, Inc. v6.052
Hyd. No. 2
Post-Developed
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 2 min
Drainage area = 4.650 ac
Basin Slope = 0.0%
' Tc method = USER
Total precip. = 5.50 in
Storm duration = 24.00 hrs

Post-Developed
Hyd. No. 2 -- 25 Year
Q cfs
30.00
25.01
20A
15.00
i
#j 10.00
5.00
0.00
1
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0 00
0 120 240 360 480 600 720 840 960
?? - Hyd No. 2
Thursday, Jun 5, 2008
Peak discharge = 28.83 cfs
Time to peak = 724 min
Hyd. volume = 63,930 cuft
Curve number = 87
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Synthetic
Shape factor = 484
1080
Time (min)
'
Precipitation
Report 2
' Hydraflow Hydrographs Extensi on for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Thursday, Jun 5, 2008
Hyd. No. 2
' Post-Developed
Storm Frequency = 25 yrs Time interval = 2 min
Total precip. = 5.4995 in Distribution = Synthetic
Storm duration = 24.00 hrs

i
,

x f
Incremental Rainfall Precipitation
Precip (in) Precip (in)
Hyd. No. 2: Post-Developed - 25 Year

t? 0.50

0
45 0.50

f .
0
40 0.45

d` .

0
35 0.40
.
0
30 0.35
oil .
25
0 0.30
.
20
0 0.25
.
0
15 0.20
.
0
10 0.15
.
0
05 0.10
.
0.00 - 0.05
n nn
0 140 280 420 560 700 840 980 1120 1260 1400 1540 __
Time (min)
-- Synthetic Design Storm
.t

Hydrograph Report

' Hydraflow Hydrographs Extension for AutoCAD® Civil 31)n 2008 by Autodesk, Inc. v6.052
Hyd. No. 2
Post-Developed
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 2 min
Drainage area = 4.650 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.70 in
I
r Storm duration = 24.00 hrs
F
2
' Q cfs
' 40.00
?t
I
+ 30.00 -
20.00
A?
i l
10.00
Q (cfs)
40.00
30.00
20.00
10.00
0.00 - 0 00
0 120
Hyd No. 2
t
'.I
Post-Developed
Hyd. No. 2 -- 100 Year
3
Thursday, Jun 5, 2008
Peak discharge = 35.73 cfs
Time to peak = 724 min
Hyd. volume = 82,147 cuft
Curve number = 87
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Synthetic
Shape factor = 484
240 360 480 600 720 840 960
1080
Time (min)
Precipitation Report
' Hydraflow Hydrographs Extension for AutoCADO Civil 2DO 2008 by Autodesk, Inc. v6.C52
Hyd. No. 2
' Post-Developed
Storm Frequency = 100 yrs Time interval
Total precip. = 6.7015 in Distribution
Storm duration = 24.00 hrs
3
tgi
3
t
s
' Precip (in)
Precip (in)

0.50
I
0
45
0.50

' .
0
40 0.45
.
35
0 0.40
.
E
0
30 0.35
.
0
0
25 0.30
.
0
20 0.25
.
0
15 0.20
.
0
10 0.15
.
0
05 0.10
.
0.00 0.05

n nn
0 140 280 420
-- Synthetic Design Storm
4
Thursday, Jun 5, 2008
= 2 min
= Synthetic
Incremental Rainfall Precipitation
Hyd. No. 2: Post-Developed - 100 Year
560 700 840 980 1120 1260 1400 1540 v
Time (min)
Pon Report z
Hydrafiow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Thursday, Jun 5, 2008
Pond No. 3 - Pond#1-Low Flew
Pond Data
Contours - User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 299.30 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
0.00 299.30
0.50 299.80
0.70 300.00
0.90 300.20
1.10 300.40
1.70 301.00
2.70 302.00
3.70 303.00
4.70 304.00
5.70 305.00
Contour area (sqft)
6,395
8,260
8,470
8,680
8,895
9,550
10,690
11,885
13,135
14,442
Incr. Storage (cuft)
0
3,664
1,673
1,715
1,757
5,534
10,120
11,288
12,510
13,789
Total storage (cuft)
0
3,664
5,337
7,052
8,809
14,343
24,463
35,750
48,260
62,049
Culvert i Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 1.75 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 1:75 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El. (ft) = 299.30 0.00 0.00 0.00 Weir Type = -- - --- ---
Length (ft) = 0.50 0.00 0.00 0.00 Multi-Stage = No No No No
Slope (%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note: CulvertfOrifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Civ A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 299.30 0.00 -- --- -- - --- --- -- -- - 0.000
0.05 366 299.35 0.00 oc -- -- -- --- -- -- --- --- -- 0.002
0.10 733 299.40 0.00 oc - -- --- -- --- --- - --- --- 0.004
0.15 1,099 299.45 0.01 oc -- - - - -- --- -- -- -- 0.008
0.20 1,466 299.50 0.02 oc --- -- --- - --- -- -- -- --- 0.024
0.25 1,832 299.55 0.03 oc ___ ___ - 0.034
0.30 2,198 299.60 0.04 is -- - - -- - - -- --- -- 0.038
0.35 2,565 299.65 0.04 is -- - --- -- -- --- --- -- --- 0.042
0.40 2,931 299.70 0.05 is --- - ___ ___ --- 0.046
0.45 3,297 299.75 0.05 is 0.049
0.50 3,664 299.80 0.05 is -- -- --- -- -- - - --- -- 0.053
0.52 3,831 299.82 0.05 is --- --- -- --- --- -- -- --- --- 0.054
0.54 3,998 299.84 0.05 is -- -- - - --- -- -- -- --- 0.055
0.56 4,166 299.86 0.06 is --- ___ ___ -- 0.056
0.58 4,333 299.88 0.06 is --- -- -- -- --- -- - -- --- 0.057
0.60 4,500 299.90 0.06 is --- -- -- -- -- --- --- --- --- 0.058
0.62 4,668 299.92 0.06 is -- --- -- -- --- --- --- --- --- 0.059
0.64 4,835 299.94 0.06 is ___ ___ ___ ___ ___ ___ 0.061
0.66 5,002 299.96 0.06 is -- -- -- --- -- --- - -- -- 0.062
0.68 5,169 299.98 0.06 is - -- --- - --- --- --- -- -- 0.063
0.70 5,337 300.00 0.06 is -- - - -- -- -- -- -- -- 0.064
0.72 5,508 300.02 0.06 is - --- -- - -- - -- - - 0.065
0.74 5,680 300.04 0.07 is -- -- --- -- --- --- - -- - 0
066
0.76 5,851 300.06 0.07 is --- -- -- -- - - .
--- --- -- 0
067
0.78 6,023 300.08 0.07 is - --- -- --- -- -- .
--- --- --- 0
068
0.80 6,194 300.10 0.07 is -- --- - - -- -- .
-- -- -- 0.069
0.82 6,366 300.12 0.07 is -- -- -- -- --- - -- -- - 0.070
0.84 6,537 300.14 0.07 is -- - - --- --- -- --- -- --- 0.070
0.86 6,709 300.16 0.07 is -- -- -- --- -- - --- -- - 0
071
0.88 6,880 300.18 0.07 is - -- - - - - .
-- -- -- 0
072
0.90 7,052 300.20 0.07 is .
0
073
0.92 7,228 300.22 0.07 is -- - - -- -- --- .
-- -- - 0.074
Continues on next page...

Pond#1 -Low Flow
Stage / Storage / Discharge Table
' Stagg Storage Elevation Clv A Clv B Civ C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.94 7,403 300.24 0.07 is - ---
---
--- 0.075
' 0.96 7,579 300.26 0.08 is - 0.076
0.98 7,755 300.28 0.08 is ---
--- ---
--- --- 0.077
1.00 7,931 300.30 0.08 is --- --- --- --- --- --- --- --- --- 0.077

' 1.02
1.04 8,106
8,282 300.32
300.34 0.08 is
0.08 is --- --- --- - 0.078
0.079
S 1.06 8,458 300.36 0.08 is -- -- - --- --- --- --- -- ---
- 0.080
1.08 8,634 300.38 0.08 is --- --- --- --- --- --- --- -- --- 0.081
1.10 8,809 300.40 0.08 is --- --- --- -- --- --- --- --- --- 0.081
1.16 9,363 300.46 0.08 is --- --- --- --- --- --- -- --- -- 0.084
1.22 9,916 300.52 0.09 is --- --- --- --- --- --- --- --- ---
0.086
1.28 10,469 300.58 0.09 is --- --- --- --- --- --- --- --- --- 0.088
1.34 11,023 300.64 0.09 is -- --- --- --- - --- -- --- --- 0.091
1.40 11,576 300.70 0.09 is --- -- --- -- - -- --- --- --- 0.093
1.46 12,129 300.76 0.09 is -
- -
-
-
- 0.095
1.52 12,683 300.82 0.10 is --- ---
__ =_
_
_
?
= 0.097
1.58 13,236 300.88 0.10 is -- --- --- - -- -- --- --- --- 0.099
1.64 13,789 300.94 0.10 is --- --- --- -- --- --- - --- --- 0.101
l 1.70 14,343 301.00 0.10 is -
- +-
-
-
- 0.103
1.80 15,355 301.10 0.11 is - '
?
-=
-- -- 0.106
1.90 16,367 301.20 0.11 is --- 0.109
2.00 17,379 301.30 0.11 is --- --- --- --- --- --- --- --- --- 0.112
2.10 18,391 301.40 0.11 is
- 0.114
l 2.20 19,403 301.50 0.12 is -- 0
117
2.30 20,415 301.60 0.12 is -- --- ---
--- -- -- _ .
0.120
J 2.40 21,427 301.70 0.12 is -- -- - -- - -- --- - -- 0.123
2.50 22,439 301.80 0.13 is -- --- --- --- -- -- --- -- -- 0.125
2.60 23,451 301.90 0.13 is 0.128
' I 2.70 24,463 302.00 0.13 is -
-
- - - 0.130
2.80 25,592 302.10 0.13 is -
-
- -- -
-- --- --- --- 0.133
2.90 26,720 302.20 0.14 is --- -- --- -- -- - -- --- - 0.135
3.00 27,849 302.30 0.14 is --- - -- - --- - -- -- --- 0.138
3.10 28,978 302.40 0.14 is 0.140
3.20 30,107 302.50 0.14 is -- - -- -- -- -- -- -- - 0.142
3.30 31,235 302.60 0.14 is --- ___ 0.144
3.40 32,364 302.70 0.15 is 0.147
3.50 33,493 302.80 0.15 is 0.149
3.60 34,622 302.90 0.15 is __ __ -- -- 0.151
3.70 35,750 303.00 0.15 is -- --- - --- -- --- 0.153
3.80 37,001 303.10 0.16 is --- -- -- --- --- --- --- --- -- 0.155
3.90 38,252 303.20 0.16 is ---
- - 0.157
4.00 39,503 303.30 0.16 is - --- -
--- --- --- --
-
- 0.159
4.10 40,754 303.40 0.16 is 0.161
4.20 42,005 303.50 0.16 is -- -- --- --- --- -- --- --- --- 0.163
4.30 43,256 303.60 0.17 is -- --- --- ___ ___ ___ - -- 0.165
4.40 44,507 303.70 0.17 is 0.167
4.50 45,758 303.80 0.17 is 0.169
4.60 47,009 303.90 0.17 is _-- --- -- 0.171
4.70 48,260 304.00 0.17 is --- -- -- -- --- -- --- -- 0.173
4.80 49,639 304.10 0.17 is --- 0.175
4.90 51,018 304.20 0.18 is 0.177
5.00 52;397 304.30 0.18 is -- L= `- --- _ - -- --- -- -- 0.179
5.10 53,776 304.40 0.18 is -- --- --- -- --- -- --- --- --- 0.180
5.20 55,155 304.50 0.18 is - -- --- -- -- --- -- -- --- 0.182
5.30 56,533 304.60 0.18 is 0.184
5.40 57,912 304.70 0.19 is -- - --- --- -- --- -- --- - 0.186
5.50 59,291 304.80 0.19 is -- --- -__ --- 0.187
5.60 60,670 304.90 0.19 is --- - - -- -- -- --- - --- --- 0
189

? 5.70 62,049 305.00 0.19 is -- - -- --- - - - --- - .
0.191
? End
ii.
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Hydrograph Report
Pond#1-1 yr low flow
Hyd. No. 4 -- 1 Year
Hydraflow Hvdrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd. No. 4
Pond#1-1yr low flow
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 2 min
Inflow hyd. No. = 2 - Post-Developed
Reservoir name = Pond#1-Low Flow
Storage Indication method used.
Q (cfs)
4.00
3.0
2.0(
1.00
0.00
0 10
- Hyd No. 4
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Thursday, Jun 5 2008
= 0.103 cfs
= 6.10 hrs
= 14,992 cuft
= 301.00 ft
= 14,361 cuft
1
Q (cfs)
4.00
3.00
2.00
1.00
n nn
20 30 40
-- Hyd No. 2
50 60 70 80 90
Total storage used = 14,361 cuft
100
Time (hrs)
Pond Report 2
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Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Thursday, Jun 5, 2008
Pot-id No. 1 - Pond#1
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begini ng Elevation = 301.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 301.00 9,550 0 0
1.00 302.00 10,690 10,114 10,114
2.00 303.00 11,885 11,281 21,395
3.00 304.00 13,135 12,504 33,898
4.00 305.00 14,445 13,783 47,682
Culvert/ Orifice Structures Weir Structures
[A] [B] [C] [PrfRSr] [A] [B] [C] [D]
Rise (in) = 18.00 30.00 0.00 0.00 Crest Len (ft) = 20.00 0.00 0.00 0.00
Span (in) = 18.00 8.00 0.00 0.00 Crest El. (ft) = 303.50 0.00 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El. (ft) = 295.30 301.00 0.00 0.00 Weir Type = Riser - ---
Length (ft) = 50.00 0.50 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 0.50 0.50 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 ExfiI.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a Yes No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s)
Stage (ft)
4.00
3.0
2.0(
1.00
0.00
0.00 3.00
Total Q
Stage / Discharge
Elev (ft)
305.00
304.00
303.00
302.00
301 00
6.00 9.00 . 12.00 15.00 18.00 21.00 24.00
27.00
Discharge (cfs)
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052
Hyd. No. 3
Route thru pond
Hydrograph type = Reservoir
' Storm frequency = 25 yrs
Time interval = 2 min
Inflow hyd. No. = 2 - Post-Developed
Reservoir name = Pond#1
Storage Indication method used.
Q (Cfs)
30.00
25.00
20.00
15.00
10.00
5.00
oil 0.00 ' I I I I I 10 00
0 2 4
--- Hyd No. 3
1
Thursday, Jun 5, 2008
Peak discharge = 8.642 cfs
Time to peak = 12.30 hrs
Hyd. volume = 63,916 cuft
Max. Elevation = 303.44 ft
Max. Storage = 26,872 cuft
6 8 10 12 14 16 18 20 22 24
-- Hyd No. 2 U= Total storage used = 26,872 cuft
26
Time (hrs)
HYd rograph Repoft
' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 200R by Autodesk, Inc. v6.052
Hyd. No. 3
Route thru pond
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Time interval = 2 min
Inflow hyd. No. = 2 - Post-Developed
' Reservoir name = Pond#1

Storage Indication method used.

F
g
?
f
Elev (ft)
305.00

i
{) I 304.00 -

303.00
i
302.00
301.00
r- 0 2 4
- 1. Pond#1
Route thru pond
Hyd. No. 3 -- 25 Year
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Thursday, Jun 5, 2008
= 8.642 cfs
= 12.30 hrs
= 63,916 cuft
= 303.44 ft
= 26,872 tuft
Elev (ft)
305.00
304.00
303.00
302.00
301 00
6 8 10 12 14 16 18 20 22 24
26
Time (hrs)
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Hydrograph Report
3
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Thursday, Jun 5, 2008
Hyd. No. 3
Route thru pond
Hydrograph type = Reservoir Peak discharge = 18.81 cfs
Storm frequency = 100 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 82,133 cuft
Inflow hyd. No. = 2 - Post-Developed Max. Elevation = 303.77 ft
Reservoir name = Pond#1 Max. Storage = 30,898 tuft
Storage Indication method used.
Q (cfs)
40.00
30.0(
20.00
10.00
Q (cfs)
40.00
30.00
20.00
10.00
0.00 - 4 I I 1 1 0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
-- Hyd No. 3 -- Hyd No. 2 Total storage used = 30,898 cult Time (hrs)
Route thru pond
Hyd. No. 3 -- 100 Year
i Hy
' Hydraf
Hyd
' Rout
Hydr
y Stor
Time
Inflo
Res
9

11ji
Elev ft
f 305.00
F'
304.00
303.00
302.00
301.00
- 0 2 4
1. Pond#1
drograph Report
low Hydrographs Fxtension for AutoCAD® Civil 3E) 10 2008 by Autodesk, Inc. v6.05?
. No. 3
o thru pond
ograph type = Reservoir
m frequency = 100 yrs
e interval = 2 min
w hyd. No. = 2 - Post-Developed
ervoir name = Pond#1
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Thursday, Jun 5, 2008
= 18.81 cfs
= 12.17 hrs
= 82,133 cuft
= 303.77 ft
= 30,898 tuft
Storage Indication method used.
Route thru pond
Hyd. No. 3 -- 100 Year
Elev (ft)
305.00
304.00
303.00
302.00
301 00
6 8 10 12 14 16 18 20 22 24
26
Time (hrs)

1.

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Nitrogen Control Plan - September 2007
Method 2: CommerciaVIndustt?rieeal/Residential/Sites with Known Impervious Area
Project Name: CAY",--4z - ?/?" / Date:
Applicant: &Pst Fe/ovS rP 6"cl-, Telephone:
Part I. Riparian Buffers
Does site contain riparian buffers? [ ] No [ ] Yes (show buffers on plan)
Part II. Nitrogen Calculation
? // t' /0'F
`?Iq- f3R - 0/ -7.;?
[ ] Exempt (show basis for exemption)
Item Proposed Site Information Area acres
1 Total project acreage 14.9
2 Total proposed impervious area /.006
3 Existing impervious area (prior to 3/9/01 RI
4 New impervious area Item 2 - Item 3] A A,
5 Permanently protected undisturbed open sace
6 Permanentl protected managed open space
Pre-Develo me nt Loading
Type of Land Cover Area
acres TN export coefficient
lbs/ac/r TN export from use
lbs/ r
Existing forest land G 1.7 14,77
Existing pasture 4.4 017. 3
Existing residential 7.5
Existing cropland 13.6
Existing commercial/industrial 13
TOTAL / a, V9
Nitrogen Loading Rate' bs/ac/ r
-5- ...,.. --6 -1LLU YLJ -A V? A IN cxpvn uum use kiosiyr/ - i orai ruea tacres/
?--4 -deuelopwtet4 IoeA'n4 Js 4r (?k.- I "
Post-Development Loadin before BMPs and/or Offset Payments
Type of Land Cover Area TN export coefficient TN export from
acres lbs/ac/ r use lbs/ r
Permanently protected undisturbed open space (forest,
unmown meadow, wetlands buffers Item S 2/00/ 0.6 4 .6,7
Permanently protected managed open space
(grass, landscaping, etc. (Item S. a¢ 1.2 &. a.9
Impervious surfaces (roads, parking lots, driveways,

roofs, paved storage areas etc. Item 4
1.95 21.2
3 9, 0702
TOTAL l ?, 9
-------------
- SO. 02
-
Item 7 --------------------
Item 8
Nitrogen Loading Rate (lbs/ae/yr) (Equals Item 8 _ Item 7)
3 , 3
BMP T e TN Removal Rate % Check which a 1
Pond 25
water Wetland 40
Filter
k 35
tention 35
Swale 20
ated Filter Strip w/Level Spreader 20
50'
estored or Additional Ri arian buffer w/Level Spreader 30
D Detention 10
Post-Development Loading after BMPs and/or Offset Payments
Item Description Nitrogen Loading Rate (lbs/ac/ r
9 -Nitrogen load after BMPs show separately in detail a, ?5
10 Nitro en load offset b payments Item 9 - 3.6

j
9

1.'
i
Amount of Offset (Pounds of Nitrogen) [Item 10 x (Item 1- Item 3)] 0
*To Calculate the Amount of the Nitrogen Offset Payment Required to Be Paid to the NC EEP Use The Following Formula:
Amount of Offset Payment [Pounds of Nitrogen x $28.35 x 30 years] 0
Part III. Control of Peak Stormwater Flow
Calculated Pre-development Peak Flow (1-year)
Calculated Post-development Peak Flow without Controls (1-year) 3. $ 73
Calculated Post-development Peak Flow with Controls (1-year) p. / 0 3
Calculations and details showing control of nitrogen and peak stormwater runoff control must be included.
Part IV: Watershed Development Permit
1. Total project acreage (in Lake Benson Watershed) 0
2. Total proposed impervious surface (in Lake Benson Watershed)
3. Existing impervious surface (in Lake Benson Watershed)
4. Equivalent project acreage (Item 1- Item 3)
5. New impervious surface (Item 2 - Item 3)
6. Percent impervious [(Item 5 _ Item 4) x 100]
* Limited to impervious surface existing before 7/1/93 `011111111111111., a? '
01A CAR '
#090080 ezz
I, the undersigned, certify that to the best of my knowledge that the above information is correct (affix seal) ?I$?F'1"SS/p?•-?
SEAL
• 24434 °
Q GIVE -Z,
%
son* *6 %
S1 I t ???!! ,,,.! E S? 11`1'`\
To be filled in by staff
Project Watershed Protection Requirements
? Project Exempt: Explain
? Project Located in Lake Benson Conservation District - LBCD (Critical Area) Standards Apply
? Project Located Outside LBCD - On-site treatment required.
? Minor Variance Requested (WRB) Approved (date): Disapproved (date):
? Major Variance Requested (EMC) Approved (date): Disapproved (date):
Recommended by WRB (circle one): YES NO
Comments (use additional sheet if necessary)
Approved by Watershed Administrator: (sign)
Date:
u
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45 aaEL
EROSION CONTROL CALCULATIONS
f ?
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SEDIMENT TRAP CALCULATIONS
EROSION CONTROL CALCS -CUSTOM BASIN
Project Information
Project Name: Quest Church
Project #: 003001
Designed by: Date:
Revised by: Date:
Checked by: Date:
Temporary Custom Basin
10-year Runoff (Q10) A = 4.65 Ac
C = 0.50
T? = 5.00 min
I10 = 7.50 in/hr
Q1o = 17.4 cfs
Surface Area Required SA = 435 x Q10
SA = 7585 sf
Volume Required VR = 1800 cf/Ac x Ao
VR = 8370 cf
Sediment Trap Dimensions
L = 150 ft
W= 55 ft
D = 2.0 ft
Sideslopes = 2 :1
La
L„P= 156 ft
WxP= 61 It W" Wye
L bot = 142 it L ya
W ba = 47 ft
Description Elevation Area
Elevations & Areas Top of Berra 305.0 9516
Spillway 303.5 8250 Surface Area Provided
Bottom 301.5 6674
Volume Provided VP = 14920 cf
Spillway -10Year Storm h = 0.5 ft
CW = 3.1
LW = 16.0 ft (sized to pass 010) (10.0' Minimum)
Custom Basins 6115/2008
Page 1 of 1
EROSION CONTROL CALCS (RIP-RAP CALCULATIONS)
Project Information
Project Name: Quest Church
Project #: 003001
Designed by: Date:
Revised by: Date:
Checked by: Date:
FES-1
Pond Outfall
Pipe Diameter d= 24
Pipe Slope $= 0.71 %
Manning's number n= 0.013
Flow Q= 16.47 cfs
velocity V = 5.73 ft/s
Dissipator Dimensions ' Zone = 2
Stone Filling Class = B
Entry Width ( 3 X Do ) = 6.0 ft
Length (6 X Do) = 12.0 It
Width (La + Do) = 14.0 ft
Min. Thickness = 22 inches
Min. Stone Diameter- 6 inches
Pipe Diameter
Pipe Slope
Manning's number
Flow
Velocity
Dissipator Dimensions
d= 18 in
s= 3%
n= 0.013
Q= 8.65 cfs
V = 5.90 ft/s
Zone = 2
Stone Filling Class = B
Entry Width ( 3 X Do) = 4.5 ft
Length (6 X DO) = 9.0 ft
Width (La + Do) = 10.5 ft
Min. Thickness = 22 inches
Min. Stone Diameter- 6 inches
4.
2007 NCDENR EC Spreadsheet - complete 7/18/2008
Page 1 of 1
All units are in feet
Dissipator pad designed for full now of pipe
Aii units are in feet
Dissipator pad designed for full flow of pipe
1
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