20071522 Ver 1_401 Application_20070907

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TIC JOHN R. McADAMS COMPANY, INC.
Exp o~-iS22
LETTER OF TRANSMITTAL
To: Ms. Lia Myott
NCDWO
401 Wetlands Unit
2321 Crabtree Boulevard
Date: September 17, 2007
'`* HAND DELIVER "*
Raleigh, North Carolina 27604
Re: Porto Fino -Clayton, NC Job No.: WLT-07010
NWP 29 Application
I am sending you the following item(s):
COPIES DATE NO. DESCRIPTION
1 Check #16591 for $4,000
5 Cover Letter 1 on final and 4 co ies
5 PCN 1 on final and 4 co ies)
3 Executed Operations and Maintenance Agreement
(1 original and 2 co ies
These are transmitted as checked below:
^ As requested
® For approval
^ For review and comment
o ~~~~~~I
® For your us
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^ ptNR - y~Al"F ~A~,L' BRANCri
...m sunk AND 5?OR
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Remarks:
Copy to:
Signed: ~9 l) - Gz~~
Kevin Yates
Project Manage
FOR INTERNAL USE ONLY
^ Copy Letter of Transmittal Only to File
® Copy Entire Document to File
CIVIL ENGINEERING • LAND PLANNING • SURVEYING
PO Box 14005 Research Triangle Park, NC 27709 • [phone] • fax [phone]
www.johnrrncadams.~m

Addendum to the Pre-Construction Notification and "Buffer Rules" Application Required for
Projects Submitted Under the
"Express Review Program"
North Carolina Division of Water Quality Version 5.0
October 1, 2006
Email Address: 401 [e-mail]
Purpose: To provide a detailed explanation of the information required by the Division of Water Quality
in order to expedite the review of applications for 401 General Water Quality Certifications, Isolated
Wetland Permits, Stream and Wetland Mitigation Plans and Riparian Buffer Approvals (Please Note: do
not leave any questions unanswered or use terms such as "N/A" without an explanation).
Fees:
401 Water Quality Certifications:
Riparian Buffer Authorization:
Riparian Buffer Minor Variance:
Coastal General "Major Variance":
Isolated Wetland Permit:
Major (>/= 150' stream or >/= 1 acre wetlands) $2,000.00
Minor (< 150' stream or < 1 acre wetlands) $1,000.00
(exclusively or "in addition" to) $2,000.00
$1,000.00
$1, 500.00
General $1,000.00
Please read the entire document before attempting to determine the proper fee. Fees are additive for
particular projects.
Things to keep in mind when filling out the application:
A specific answer must be provided for each question. For instance, if a numerical answer is requested
then a numerical answer must be provided along with the supporting information necessary for DWQ staff
to verify that the number is accurate. Likewise, if explanations are presented to justify certain responses,
the explanations must be completely supported by documentation. DWQ staff cannot assume that
unsupported or undocumented information is accurate. "N/A" is not an acceptable answer for any
question since the DWQ Staff reviewing the application must have an opportunity to determine whether or
not any requested information is pertinent.
All forms, guidance, worksheets, applications, etc. used must be the current versions as posted on our
web site at http://h2o.enr.state.nc.us/ncwetlands. The Express Review Program website can be found at
http://h2o.enr.state.nc.us/ncwetlands/express_review.htm. Please note that it will be responsibility of the
applicant or the applicant's consultant to verify that the current versions are used. The versions posted
on our web site will be considered to be the current versions.
You are a very important part of the success of this program, if you have suggestions or clarifications
please send your comments to the Wetlands/401 Unit of the DWQ (via email at
401 [e-mail]).
Filling Out the Pre-Construction Notification Application:
The Corps of Engineers (USAGE)/DWQ official, joint Pre-Construction Notification (PCN) Application
must be used as a basis for the expedited review process. The completed application should be
presented first and the supporting information tabbed and collated in the same order. Using a custom
format is not recommended. The open squares (j) are checklist items. The following items correspond to
the numbering system on the Pre-Construction Notification Form (PCN):
USE CHECK BOXES TO TRACK PROJECT INFORMATION

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SECTION I. PROCESSING
C' 1 & 2.The USACE determines which Nationwide, Regional, or General Permit is
required. If you have verified with the USACE which permit they intend to use for
your project or if you already have written approval from the USACE, please
indicate by adding "verified" or "verified, attached", respectively, in the blank next
to the Permit number requested.
CI Attach the USACE Approval if you have it.
3. It is not anticipated that the expedited process will be requested for this situation.
^ 4. If you propose to impact 150 feet or more of perennial stream or 1 acre or more
of wetland and onsite mitigation is not proposed, it is recommended that you
either locate an acceptable private bank with available credits (with
documentation to show that the bank can and shall provide the credits needed)
or obtain approval from the EEP for the entire amount of stream and or wetland
as DWQ will make the final determination as to whether or not mitigation applies.
A complete Express application is not considered received unless an EEP
approval letter is attached if mitigation is requested through EEP. Please note
that the USACE may have different mitigation requirements and thresholds.
^ 5. State whether your project will require a CAMA Minor, Major or General Permit
and give the status of the permit.
SECTION II - APPLICATION INFORMATION
15 NCAC 2H .502(f) reads as follows: "Who Must Sign Applications. The application
shall be considered a "valid application" only if the application bears the signature of a
responsible officer of the company, municipal official, partner or owner. This signature
certifies that the applicant has title to the property, has been authorized by the owner to
apply for certification or is a public entity and has the power of eminent domain. Said
official in signing the application shall also certify that all information contained therein
or in support thereof is true and correct to the best of his/her knowledge."
^ Please indicate how the applicant meets the above definition and provide
supporting documentation.
[,, Please provide all of the requested contact information including a fax
number and email address.
2. [_l If the application is not signed by the applicant, please attach the agent authorization
letter. The applicant must sign the agent authorization letter. The applicant's name
and position must also be spelled out as many signatures are difficult to read.
3. ^ Please provide all of the requested contact information including a fax number and
email address.
SECTION III -PROJECT INFORMATION
The following is the most critical of all the information that you must provide. The quality and detail of the
information will often determine the expeditiousness of the review. The following is a checklist of the
types of pertinent information required at a minimum:

Maps and Plans:
^ The most recent version of the 1:24,000 USGS Topographic Map- Please cleanly
delineate the site boundaries, etc. on the map. If the delineation obscures any of the
features, it is recommended that a clean copy be provided. Please indicate the
quadrangle name. You can go to the USGS web site (http://mac.usgs.gov/maplists/) to
verify the most recent version.
^ The most recent version of the NRCS Soil Survey Map - (required for projects within
the Neuse River Basin, Tar-Pamlico River Basin, Randleman Lake Watershed and the
Catawba River Basin, also recommended for all projects) -Please cleanly delineate the
site boundaries, etc. on the map. If the delineation obscures any of the features, it is
recommended that a clean copy be provided. Please indicate the page or map number
from which the copy of the map was made. Copies of the current soil survey and/or soil
survey map sheets can be obtained from the local NRCS County Office
(http://www.nc.nres.usda.gov/). GIS soil layers are not acceptable.
^ Vicinity map -Please clearly mark the location and approximate boundaries of the
property and project on the map. Please indicate north and scale. Please include
applicable road names or State Road numbers.
^ The Site Plan -The most critical map to be provided is the site plan. You must provide
full sized plans. The following is the minimum list of plans that are typically needed.
^ Pre-construction/Pre-existing conditions -This sheet must be scaled and
include all jurisdictional and non-jurisdictional wetland, stream, water features,
State regulated buffers, topographic contours with elevations, approximate extent
and nature of forest, field, landscaping, or other cover. Any existing structures and
impervious area must be shown. Existing utility lines and easements must be
shown. Existing roads, culverts, and other pertinent features must be shown. North
arrow and the scale must be shown. Please note that the impact boundaries on the
maps should correspond to the flagged impact boundaries in the field.
^ Proposed conditions -These sheets must be scaled and show all existing
jurisdictional and non-jurisdictional wetland, stream, water features, and State
regulated buffers (delineated into Zone 1 and Zone 2) must be underlain on the site
plan(s). The plans must show all built-out structures and impervious cover. The
plans must include the final grading contours with elevations. The plans must
indicate all utilities and easements. It is likely that several versions of the final built-
out site plans will be necessary.
^ Drainage Plans -Final drainage plans must be included. The plans should include
the locations and pertinent elevations and sizes of the collection system and
drainage ways. All inlets and outlets must also be shown with pertinent elevations.
Scaled stormwater BMPs must also be indicated as required by DWQ rules and
policies. In certain cases, final stormwater management plans must also be
provided, but that will be addressed later in this document.
^ Plats -The plans must show the location and layout of all sub-divided parcels with
lot identifications. Platted parcels must be developable without further impacts to
jurisdictional and non-jurisdictional wetlands, streams, water features, and State
regulated buffers.
^ Proposed Impacts -All impacts to jurisdictional and non-jurisdictional wetland,
stream, water features, and State regulated buffers must be shown and labeled on
the site plans. All excavation, fill, flooding, stabilization, and other impacts that will
be conducted in or near jurisdictional and non-jurisdictional wetland, stream, water
features, and State regulated buffers must be indicated.

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Wetland Impacts (on the site plan):
^ Precise grading and final elevation contours must be provided. Existing vegetation and
any clearing must be specified.
^ All subsurface utility lines must indicate the location of anti-seep collars. Construction
detail for anti-seep collars must be provided.
^ Roadway or other crossings of riparian wetlands may require floodway culverts to
maintain existing hydrological conditions.
^ When surface drainage features or groundwater recharge areas that feed or would
reasonably feed wetlands that are not to be filled are made impervious, it may be
necessary to direct some stormwater runoff to those areas in order to maintain hydrology.
You must identify these areas and address them. Supporting explanations and discharge
information must be provided to show that the wetland would not be eroded or receive
too much or too little hydrology. In many cases this could help satisfy part of a
stormwater management plan.
^ Flooding
^ Draining
Stream Impacts:
^ Stream impacts must be clearly shown on the plans. The centerline as well as the banks
of the stream must be surveyed or located by GPS for the portion of the stream to be
impacted.
Culverting:
^ The inlet and the outlet of the culvert should be aligned with the stream as much as
possible. Inlet and outlet elevations and streambed elevations should be indicated.
^ Any widening of the stream must be shown with elevations.
^ The extent of and plan details for all dissipation or grade control devices should be shown
with pertinent elevations.
^ For shorter culvert sections, such as for road crossings, a longitudinal cross section that
shows the stream bed invert at the inlet and outlet, the existing stream bank elevations
and the invert of the inlet and outlet of the pipe(s) must be provided.
^ For shorter culvert sections, such as for road crossings, a vertical cross section must be
provided that shows the stream cross section at the inlet and outlet overlain with the
culvert and fill cross section.
^ For bottomless culverts or other spans, a vertical cross section should be provided that
shows the minimum distance from each span to each stream bank, the stream cross
section, the height of the span above the stream and the minimum distance from the
edge of each footer to each stream bank.
^ For bottomless culverts or other spans, a plan view must be provided that shows the
location of the spans and the stream banks.
^ For longer culverts or culverts that will pass beneath substantial impervious cover, it will
be necessary to provide adequate plan detail to show that discharge velocity/energy will
be adequately dissipated.

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^ Cross section details must be provided showing the provisions for aquatic life passage.
Aquatic life passage through culverts is typically achieved by placing the invert of the
culvert below the existing bed of the stream per the USACE or North Carolina Wildlife
Resource Commission guidelines. Other methods such as baffles may also be used.
Please be aware that such placement may require the use of grade/velocity control
measures up or down stream of culverts on steeper streams to prevent head-cuts or
streambed erosion. The culvert placement relative to the streambed can be indicated on
the longitudinal profile. Grade and velocity control measures must be indicated on the
plan view and typical designs should be provided.
^ Multiple culverts, wide culverts or sectioned box culverts typically require the use of sills,
off-setting or other means to match the cross section of the existing stream (in order to
maintain stream stability and provide aquatic life passage). A vertical cross section of the
culverts should be shown overlain with the up and downstream stream cross section
including the stream flood-prone area.
^ Impacts associated with dam construction must indicate and enumerate all fill associated
with the dam footprint, spillway and any bank stream bank stabilization. The length of
stream impounded must also be indicated and enumerated.
Stream Relocations:
^ Stream relocations must be conducted as specified in General Certification numbers
3402 and 3404 (available on the Wetlands Unit web site). Stream relocation plans must
include:
^ Morphological measurements (see Appendix B of the Internal Technical Guide for Stream
Work in North Carolina available on the Wetlands Unit web site) -not all of the
measurements are applicable in every instance.
0 Typical stream cross sections - Typically, a riffle cross section and a pool cross section
that includes the entire flood prone area. The bankfull and flood prone area elevations
should be indicated. Similarly, a riffle cross section of the reference stream(s) should be
provided.
^ Plan view -Provide scaled plans that show the location of the proposed (preferably with
stationing) and the existing stream. In most instances, the bankfull contours and flood
prone area contours, in stream structures, bank revetments/stabilization, channel plugs,
planting plan, vegetation conditions, stormwater outlets, grade controls, bridges, culverts,
sewer lines, roads, fencing, and easement lines should also be provided.
^ Longitudinal Stream Profile - A scaled profile that indicates the thalweg, bankfull, and top
of bank elevations should be provided for the design and reference streams. In many
cases, it will also be necessary to show the existing land elevations for the design
stream.
^ Planting Plan - A planting and/or vegetation management plan should also be provided
that makes use of appropriate native vegetation. The plan should indicate the extent,
density, and species of plants to be provided.
^ In-stream structure, bank revetment/stabilization, and stormwater outlet typicals -
Detailed, typical plans should be provided for all in stream structures, bank revetments or
stabilization, and stormwater outlets. The typicals should include materials and
specifications as well as relative lengths, positions, and angles.
^ Sediment transport analysis - A sediment transport analysis should be provided based
on the current, relevant, accepted practices. The sediment transport analysis should be
relevant to the streambed load type and should predict bed load transport equilibrium.

6
^ Permanent conservation easement or similar means of protection must also be provided.
Other Information:
^ 1. The project should always be referred to by this name in all correspondence as well
as the DWQ # once it is provided.
^ 2. This only applies to DOT projects, which are not expected to utilize the Express
Review Program.
^ 3. This should be the size of the project as identified by the USACE for 404 Permits or
by the Division of Water Quality for Buffer Approvals and Isolated Wetland Permits.
^ 4. Please provide the name (as depicted on the USGS topographic map and DWQ
Stream Classification Lists) of the nearest water body(ies) to which your project is a
tributary to (e.g. "Neuse River (Falls Lake below normal pool elevation)"). (Do not
simple state "stream", "river", "ocean", "sound" or "lake".) Please provide the "stream
index number" of the named water body or water body section (e.g. "27-(1)"). Also,
please provide the full water quality classification (e.g. "WS-IV NSW CA") of the water
body. This information can be obtained from the DWQ web site
http://h2o.enr.state.nc.us/bims/Reports/reportsW B.html.
^ 5. Please state which river basin and sub-basin that your project is in (e.g. "Neuse River
Basin, NEU01"). This information can be obtained from the DWQ web site
http://h2o.enr.state.nc.us/bims/Reports/reportsW B.html.
^ 6. Conditions should also be indicated on the existing site plan where applicable.
Photos (including aerial photos) can be helpful in describing the existing conditions.
^ 7. You must provide an attachment that explicitly describes what the proposed project
will entail from the planning stage to final construction.
^ 8. This can be a simple explanation, but it is critically important because the purpose
dictates how the no practical alternatives are reviewed.
SECTION IV -PRIOR PROJECT HISTORY
^ Please include copies of all 401 Water Quality Certifications, Isolated Wetland
Permits, Buffer Approvals, USACE Permits, CAMA Permits for the site as well as a
copy of the final approved, site plan.
SECTION V -FUTURE PROJECT PLANS
^ For projects utilizing the express review process, all impacts both present and
potential future must be indicated. For instance, the location or configuration of
platted lots sometimes suggests that future impacts will be necessary to build,
access, or otherwise develop such lots. Failure to account for such potential impacts
could delay or disqualify a project from the rapid review process. If you believe that
the lot can be developed without impacts, but you anticipate that your assertion may
be questioned, it is recommended that you provide a potential building foot print
and/or grading plan to show that future impacts could be avoided.
SECTION VI -PROPOSED IMPACTS TO WATER OF THE US
1. It is recommended that the individual impacts be described if there are special things
to note about the impacts. Typically the most important thing is to have detailed
accurate site plans as described above. Please make sure they are clearly labeled.
i Please include all proposed temporary impacts.

7
I ~ Also, a current, signed delineation map from the USACE should be provided (if
available) and a map locating the stream origins signed by the appropriate DWQ
Staff must be provided if applicable.
^ 2. Each impact to a wetland must be clearly labeled and identified on the site plan. The
type of impact must be clearly stated. If the impact is temporary, a specific plan must
be described or shown as to how the wetland will be restored. Keep in mind that the
USACE delineates some features as wetlands that DWQ calls streams. Please list
any impacts in this table that DWQ would identify as a stream. If there is any doubt,
it is recommended that the impacts be listed as streams. Please follow current DWQ
policy with respect to whether a stream is perennial or not. It is recommended that
you assume that a stream is perennial (unless you are positive that it is not) so if
mitigation is required then the appropriate amount of mitigation would be anticipated
or requested from the EEP or private bank. If the EEP or private bank has pre-
approved too short of an amount of stream or if inadequate mitigation is proposed,
then that situation will result in delays.
^ 3. Sometimes it is difficult to determine whether a feature is a modified natural channel
or a ditch, especially in the eastern part of the State. Soils, drainage features,
topography, macroinvertebrates, and similar factors, all are important for making that
determination.
^ 4. Other items to address not specifically requested in the application include
downstream sediment starvation, thermal pollution, low flow releases from dams, and
aquatic life passage. Other important considerations are buffer reestablishment or
mitigation around ponds on buffered streams. The site plan should include the
precise elevation contour of the normal pool as well as the dam footprint. Mitigation
is required for wetland flooding of an acre or greater and for stream fill (if over the
150 foot threshold) under the dam footprint and any outlet stabilization.
SECTION VII -AVOIDANCE AND MINIMIZATION
Avoidance and minimization are critical aspects of an application particularly if you desire the application
to be processed expeditiously. The following is a checklist of avoidance and minimization questions that
DWO Staff often look for in applications.
^ Are there any stream crossings at angles less than 75° or greater than 105°?
^ Are there any stream crossings that cross two streams above or at the confluence of those
streams?
^ Are there any stream, wetland, water, and/or buffer impacts other than perpendicular road
crossing near the edges of the property?
^ Can the stream be relocated as a natural channel design as opposed to culverted or
otherwise filled?
^ Is any single stream crossed more than once?
^ Can property access routes be moved or reduced to avoid stream, wetland, water, and
buffer impacts?
^ Can a building, parking lot, etc. be realigned to avoid impacts?
^ Can the site layout be reconfigured to avoid impacts?
I I Can headwalls or steeper side slopes be used to avoid/minimize impacts?

8
Ci Can a retaining wall be used to avoid/minimize impacts?
^ Can cul de sacs be used in place of a crossing?
^ Can lots be reshaped or have shared driveways to avoid impacts?
If based solely on the practicable physical possibility, the answer is "yes" to any of the above questions
then you must have to provide substantial and convincing justification as to why the impacts are
necessary. If the impacts are required by a local government or other agency, the claim must be
supported with appropriate written documentation from the local government or other agency. Most
projects typically involve the need to justify avoidance and minimization. If this information is not readily
available, then the express review process may not be the appropriate venue to use. Providing
alternative plans (such as plans that avoid the impact, minimize the impact and the preferred plan, similar
to those used in environmental assessments) and explanations as to why the preferred plan is needed
and why the alternative plans won't work are many times helpful in the no practical alternatives review.
SECTION VIII -MITIGATION
Mitigation for the Express Review Program, final mitigation plans must be presented up front. The final
plans (except for plans that propose payment into the Ecosystem Enhancement Program (EEP), Riparian
Buffer Restoration Fund, private mitigation banks, or similar banking instruments) must contain detailed
plans, specifications, calculations and other supporting data that show that the appropriate mitigation will
be achieved at the ratios required. The design plans must be developed to at least the "90%" level.
Monitoring plans must be final and specific. Any means of permanent protection, such as a permanent
conservation easement must be provided. If you elect to use the EEP or a private mitigation bank, it is
recommended that you request the maximum possible mitigation amount that DWQ may require so that
you will not have to get further approval from them on short notice. The EEP and private banks are not
part of the expedited review process and cannot be expected to meet any such deadlines. There will be
no conditional expedited approvals that require final plans at a later date. It is not recommended that
innovative mitigation techniques or greater than 10% preservation be requested as part of an expedited
process.
SECTION IX
If your project requires the preparation of an environmental document under NEPA or SEPA and an
approval letter has not been issued by the State Clearinghouse, then you cannot apply under the
expedited review process. It is your responsibility to find out if such documentation is required.
SECTION X
There are many aspects of the Buffer Rules that must be addressed in every application, if applicable.
The first and most important thing to keep in mind is that allowable activities that require written Approval
from DWQ triggers a review of the entire project for compliance with the Buffer Rules.
Diffuse Flow & stormwater Management:
^ The most common issues that arise involve the requirement for diffuse flow of stormwater
through riparian buffers. Basically one of three things must be indicated in regards to all
"new" stormwater that is collected and subsequently discharged. First, provisions for
diffuse flow through the protected buffer must be made. This usually involves the use of
level spreading devices designed to the latest DWQ guidance on level spreader design,
which is available on our web site. Please keep in mind that it does not matter how far a
discharge point is from a buffer. The stormwater must be flowing in a diffuse manner at
whatever point it eventually reaches the buffer. If the stormwater will not be flowing in a
diffuse manner through the protected buffer at the point it reaches the buffer, then one of
the following options may be allowed:
^ You may provide a nitrogen removing measure such as a forested filter strip,
grassed swale, stormwater wetland, etc. The measure employed should be

9
designed according to the NC DENR Stormwater Best Management Practices
Manual or other DWQ Guidance available at http:
//h2o.ehnr.state.nc.us/ncwetlands/mitresto.html. After the nitrogen is treated, the
stormwater can be directly conveyed through the buffer with written DWQ approval.
^ You may discharge the stormwater to an existing man-made conveyance that
currently conveys stormwater through the protected buffer (assuming the
conveyance was not constructed in violation of the Rules) as long as that
conveyance does not need to be altered to convey the flow. Please remember that
there are no other choices. The following checklist is intended to help insure that
your application will not be deemed incomplete as a result of improper stormwater
design.
Stormwater Management (for Buffer Rules compliance only -Also, see Section XI):
^ All stormwater out-falls must be clearly shown and labeled on the site plan for projects in
Buffered watersheds. List each out-fall as labeled:
^ Option 1: Level spreading devices designed to the latest DWQ Guidance, and
devices that merely control velocity but do not provide diffuse flow such as rip rap
dissipators are not proposed. List each of these out-falls as labeled on the site
plan and provide a DWQ worksheet available at
http://h2o.ehnr.state. nc.us/ncwetlands/mitresto.html:
^ Option 2: Nitrogen removing measures designed to DWQ Standards are
proposed for discharges for which diffuse flow through a protected Buffer cannot be
met. List each of these out-falls as labeled on the site plan and provide a DWQ
worksheet available at http://h2o.ehnr.state.nc.us/ncwetlands/mitresto.html:
^ Option 3: The stormwater will be discharged to an existing man-made (not
including modified natural channels) conveyance that carries the stormwater
through the Buffer. The conveyance was not constructed in violation of the Buffer
Rules. List each out-fall as labeled:
^ All stormwater out-fall must meet one of the options above. (Note: if you cannot check this
box your application will likely not be accepted into the express review process.)
Site Plans:
^ All applications on properties with DWQ protected buffers must clearly depict the buffers
and any impacts to the buffers on the site plans. The impact maps should clearly depict
both zones of the protected buffers and the proposed impact areas (provided in square
feet).
Surface Water & Buffer Delineations:
^ Any surface waters subject to DWQ protected buffers must be field located and accurately
depicted on the site plans and impact maps. The width, dimensions and pattern of the
surface water must be delineated. The surface water location must not be taken simply
from a USGS map, soil survey or local municipality's map. The buffers must be measured
from the surface water as required within the applicable buffer protection rule (e.g., all
buffers along streams subject to the Neuse and Tar-Pamlico Buffer Rules must be
measured from the "top-of-bank" of the stream and not the centerline of the stream). All
streams must be surveyed or located by GPS and shown precisely on the site plans.
Impact Table:

10
^ Please provide additional impact tables that clearly state the area of impact for each
corresponding impact site.
Variances:
^ Projects that require a Major and/or "General" Variance will not be eligible for the use of the
Express Review Program (with the exception of the Coastal General "Major" Variance.
Mitigation:
^ As opposed to applications that are submitted under our regular process, final mitigation
plans must be presented upfront (see requirements for Section VIII above). The mitigation
plans must comply with the applicable buffer mitigation rule.
SECTION XI - STORMWATER
Please provide the following information in regards to potential stormwater requirements:
^ The total acreage of the site. 303 (acres)
^ The total built-out impervious acreage -10% (acres)
^ The total area that will be disturbed -75 (acres)
^ If the total area exceeds 20% imperviousness, the development on the site is uniform in
density, and you claim that the total impervious area is less than 30%, you must provide a
complete, detailed breakdown of the assumed built-out conditions. The breakdown must
be detailed enough to show that all potential impervious areas are accounted for.
^ If there are concentrated areas of development such as multi-family, commercial, cluster,
club houses, etc. that exceed 30% imperviousness and the total imperviousness for the site
does not exceed 30%, a stormwater management plan will likely be required for those
areas that exceed 30% imperviousness.
^ stormwater management plans must be complete with a final design and an executed
Operation and Maintenance Agreement. There will be no conditional stormwater approvals
for the express review process that allow for approval of the final plans at a later date.
Worksheets must be provided that are available at
http://h2o.ehnr.state. nc.us/ncwetlands/mitresto.html.
SECTION XII -SEWAGE DISPOSAL
^ Response must be clear and detailed. Any disposal method that suggests further impacts
may be required other than those shown must be clearly addressed on the site plans.
SECTION XIII
^ Answering yes to either of these responses automatically precludes you from the express
review process.
SECTION XIV -SIGNATURE
^ The name, position and/or title of the applicant must be in type or long hand script here with
the signature. It should be the same person as described in Part II.
If you have any questions about these requirements, please email the Express Review Program at
401 [e-mail] and include your question and phone number and the appropriate staff will
respond as soon as possible.

f • f
I',~ ~ ~,
THE
S"r~~ce 1979
JOHN R. McADAMS COMPANY, INC.
PAID
September 14, 2007
Ms. Lia Myott
NC Division of Water Quality
401 Wetlands Unit
2321 Crabtree Boulevard
Raleigh, North Carolina 27604
Re: GC 3402 /NWP 29 - (PCN)
Porto Fino; Clayton, NC
WLT-07010
Dear Ms. Myott:
ExQ o~~ t522
On behalf of the Walthom Group we are applying for a General Permit 3402
and Nationwide Permit 29 (NWP 29) for impacts to waters of the U.S. Please
reference the on-site pre-application meeting on July 16, 2007, with Ms. Amy
Chapman of the NC Division of Water Quality (DWQ) Central Office to
discuss the proposed stream impacts. The proposed project is located on the
south side of NC Highway 42, approximately 0.5 miles west of its intersection
with Buffalo Road, west of Clayton, Johnston County, North Carolina. Please
find enclosed for your review the following items:
Research Triangle Park, NC
Post Office Box 14005
Research Triangle Park,
North Carolina 27709
2905 Meridian Parkway
Durham, North Carolina 27713
800-733-5646
919-361-5000
919-361-2269 Fax
Charlotte, NC
5311 Seventy-Seven Center Drive,
sUae ss
Charlotte, North Carolina 28217
800-733-5646
704-527-0800
704-527-2003 Fax
-Pre-Construction Notification
-Signed Agent Authorization
-USGS Quad -Flowers
-Johnston County Soil Survey (sheet # 2)
-DWQ Stream Buffer Letter (DWQ# 06-0171)
-Overall Proposed Site Plan
-Stream Impact Insets (sheets 1-3) w/ culvert burial exhibits
-Mitigation Exhibit (Aerial of Culverts to be removed)
-Pictures of Culverts 1-3 to be removed
-Stream Forms (Mitigation Areas 1-3)
-Drainage Area Calculations
-Johnston County Stormwater Approval Letter
-Executed Operation and Maintenance Agreements
WETLAND/STREAMS ON-SITE: The proposed project is located within
the Neuse River basin (HUG - 03020201), and directly adjacent to the Neuse
River. According to Mr. Alley Gilbert, Ms. Jean Manuele (USAGE
representative), and Kevin Yates (former USAGE rep) have verified the
streams and wetlands associated with the project on different occasions.
Although there is no formal wetlands map at this time, there are no wetlands
above the 100-yr floodplain, and there are no wetland or stream impacts
proposed below the 100-yr floodplain. There are only jurisdictional streams
located within the project boundary. The site has been historically known as
the Flowers Tract. Mr. Thomas Brown (USAGE representative) has conducted
Comprehensive Land Development Design Services
www.johnrmcadams.com ~ We help oi[r clients succeed.

Since 197
THE JOHN R. McADAMS COMPANY, INC.
Ms. Lia Myott
Porto Fino Clayton, NC
Page 2
a pre-application meeting on the site on July 16, 2007. Ms. Amy Chapman
conducted a Neuse River stream buffer determination on February 16, 2006,
(DWQ Buffer Letter attached, No. 06-0171), and apre-application meeting on
July 16t~', 2007 (buffer letter attached).
PROPOSED PROJECT: The proposed project consists of the construction
of a residential subdivision with low-density, 0.75-acre lots with single-family
housing. All impacts are proposed above the 100-year floodplain. The project
will include roads, utilities, and septic systems on each lot. Traditional
equipment will be used such as front-end loaders, graders, and earth movers.
The construction of the project will be separated into 3 phases, however, the
applicant would like to apply for the 404/401 permit as if it were one phase.
STREAM IMPACTS: The project has proposed permanent stream impacts
totaling 215 linear feet for construction of the spine road to access Phases 2
and 3. The stream impacts are associated with the re-alignment and expansion
of an existing farm road in the southeastern quadrant of the project to bring it
up to DOT standards, and one new road to access Phase 3 (see stream impact
sheets 1-3). The spine road is being constructed to access Phase 3, and to
allow the adjacent property owner to access their land-locked parcel.
The entire project was designed to avoid and minimize impacts to wetlands,
streams, and riparian buffer areas while utilizing the remaining areas outside of
these areas for development. There is a network of roads to access the 303-acre
parcel, however there is only 215 linear feet of stream channel impact proposed
on the entire site. Roads were re-aligned and to cross stream channels at
perpendicular angles. feet of unimportant intermittent stream There are no
structures or fills to be placed within the 100-year floodplain and all impacts are
proposed above the 100-year floodplain. Level spreaders and diffuse flow
through grassed swales are to be incorporated to minimize stormwater run-off
before it reaches the stream channels. Proper sedimentation and erosion control
methods will be utilized during construction.
NEUSE BUFFER IMPACTS: There are three buffer impact areas associated
with construction of the spine road (see Impact Sheets 1-3). All roadway impacts
are less than 150 linear and less than 1/3 acre of buffer impact at each location,
which are an "allowable" use under the Neuse River Buffer Table of Uses.
STORMWATER MANAGEMENT / DIFFUSE FLOW: The entire
subdivision is less than 15% impervious, with 0.75-acre to 3-acre single-
family home lots. Johnston County has approved the Stormwater Management
Plan for phases 1 and 2 of the Porto Fino subdivision (Approval Letters
Attached).

S1/~Ce 1 y7y
THE JOHN R. McADAMS COMPANY, INC.
Ms. Lia Myott
Porto Fino -Clayton, NC
Page 3
All designated drainage easements are natural draws within the landscape, with
no grading intended for the entire lot layout. All runoff from the streets sheet-
flow into pre-development draws. The only grading needed is for the access
roads. There is no curb and gutter along the roads within the subdivision. The
only curb and gutter will be at the entrance near the gate house and horse
pasture. All drainage easements will be natural grass and forested swales. There
are 3 level-spreaders in phase 1 and 2 at the end of their respective drainage
easements (S. Sanderson Engineering). There are also 12 level-spreader
associated with Phase 3, four at each of the stream crossings on Phase 3 to catch
all run-off before it reaches the streams (J Dalton Engineering). Stormwater
run-off calculations are included for all three phases. All have signed and
notarized operation and maintenance agreements.
IMPACT TABLE:
Stream Impact (square feet): 455
Wetland Impact (acres): N/A
Open Water Impact (acres): N/A
Total Impact to Waters of the U.S. (acres) 455
Total Stream Impact (linear feet): 215 imp.- Int. permanent
MITIGATION: Three existing culverts that currently impact 104 linear feet
of stream and were improperly installed will be removed from within the site
(see Mitigation Exhibit and Stream Forms for day-lighted and impacted
streams). Culvert 1, to be removed is in a perennial stream that flows directly
to the Neuse River. Culverts 2 and 3, to be removed are in intermittent streams
and upstream of culvert 1 along the existing farm path. As well, all remaining
stream channels on-site are to be preserved with a 50' riparian buffer via Deed
Restrictions, totaling 10,031 linear feet. Removing three improperly installed
culverts, in combination with preserving the remaining streams on-site,
completes the compensatory mitigation package.
Consideration of this project is greatly appreciated. If you have any questions or
require additional information, please feel free to contact me at [phone].
Sincerely,
THE JOHN R. McADAMS COMPANY, INC.
J. Kevin Ya s
Senior Enviro ental/Wetland Scientist
Stormwater and Environmental Management Group
Enclosures

..
-,
Office Use Only: Form version March OS
USACE Action ID No. DWQ No. E.at.(~ O 1 ' IS 2 Z
(lf any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
I. Processing ~ p A I D
1. Check all of the approval(s) requested for this project:
® Section 404 Permit ^ 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: NWP 29 Residential
Development / GC 3402
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:
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~ef
D ~ l~J ~ U
II. Applicant Information
sEP ~ ~ zoos
1. Owner/Applicant Information
Name: Walthom Grou IV D~NR • WAtER QUALITY
Mailing Address: 442 '/2 East Main Street ~
Clayton, NC 27520
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: rbaile~(cr~,walthomgroup.com
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:The John R. McAdams Comnanv, Attn: Kevin Yates
Company Affiliation: Sr. Environmental/Wetland Scientist
Mailing Address:2905 Meridian Parkway; Durham, North Carolina 27713
Telephone Number:919-361-5000 Fax Number:919-361-2269
E-mail Address: a~(cr~johnrmcadams.com
Updated 11/1/2005
Page 5 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
v ` 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 I i 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: Porto Fino Subdivi
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN):0747-01- 15-6880
4. Location
County: Johnston Nearest Town: Clatyon
Subdivision name (include phase/lot number):
Directions to site (include road numbers/names, landmarks, etc.): The proposed project is
located on the south side of NC Hwy 42., approximately 0.5 miles west of its intersection
with Buffalo Road, west of Clanton, Johnston County, North Carolina.
5. Site coordinates (For linear projects, such as a road or utility line, attach a sheet that
separately lists the coordinates for each crossing of a distinct waterbody.)
Decimal Degrees (6 digits minimum): 35.6415°N 78.3612"W
6. Property size (acres):303-acres
7. Name of nearest receiving body of water: Neuse River
8. River Basin: Neuse - HUC 03020201
(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: The project site contains mostly replanted pines and shrubs,
with former agricultural lands and old landing strip. Land use within the vicinity is a
combination of mostly residential and forested land.
Updated I I i I %2005
Page 6 of l3

10. Describe the overall project in detail, including the type of equipment to be used: The
proposed project consists of the construction of a residential subdivision with low-densitym,
0 75-acre lots. with din Ig e-family housin>;. All impacts are proposed above the 100-year
floodplain The project will include roads utilities and septic systems on each lot.
Traditional equipment will be used such as front-end loaders >;raders .and earth movers. The
construction of the project will be separated into 3 phases however the applicant would like
to apply for the 404/401 permit as if it were one phase.
1 l . Explain the purpose of the proposed work: The purpose of the proposed work is to
construct a residential subdivision.
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 According to Mr. Alsey Gilbert Ms. Jean Manuele (USACE
representative) and Kevin Yates (former USACE rep) have verified the streams and wetlands
associated with the protect on different occasions. Althoug~i there is no formal wetlands map at
this time there are no wetlands above the 100-yr floodplain and there are no wetland or stream
impacts proposed below the 100-fir floodplain There are only jurisdictional streams located
within the project boundary The site has been historically known as the Flowers Tract. Mr.
Thomas Brown (USACE representative) has conducted apse-application meeting on the site on
July 16 X007 Ms Amy Chapman conducted a Neuse River stream buffer determination on
February 16 2006 (DWG Buffer Letter attached No. 06-0171 and apse-application meeting
on July 16th 2007 buffer letter attached).
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.
No future permit requests are anticipated for this project.
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,
Updated I VI/2005
Page 7 of 13

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 strl~am 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.
12. Provide a written description of the proposed impacts: The project has proposed permanent
stream impacts totaling 215 linear feet for construction of the spine road to access Phases 2
and 3 The stream impacts are associated with. the re-alignment and expansion of an existing
,~ farm road in the southeastern quadrant of the~roject to brinp~it up to DOT standards, and one
new road to access Phase 3 (see stream impact sheets 1-3). The spine .road is being
constructed to access Phase 3 and to allow the adjacent ~ropert~owner to access their land-
locked parcel.
1. Individually list wetland impacts. Types of 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 floodin>;.
Wetland Impact Type of Wetland Located within Distance to Area of
Site Number Type of Impact (e.g., forested, marsh, 100-year
Floodplain Nearest
Stream Impact
(acres)
(indicate on map) herbaceous, bog, etc.) (yes/no) (linear feet)
N/A
Total Wetland Impact (acres)
2. List the total acreage (estimated) of all existing wetlands on the property: All wetland areas
within the 100-year floodplain There are no wetlands within the proposed developable area.
3. 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
meet hP inrh~rlerl Tn ralcnlatP aerP~ve mnltinly lenuth X wihih_ then divide by 43.560.
Stream Impact
Number
indicate on ma )
Stream Name _
Type of Impact Perennial or
Intermittent? Average
Stream Width
Before Im act Impact
Length
(linear feet) Area of
Impact
(s . ft.)
Sheet I unnamed tributary New Culvert Important 3 93 279
to Neuse River Intermittent
Sheet 2 unnamed tributary Culvert Expansion Important 4 -•4~1 176
to Neuse River Intermittent
Updated I 1 / I /2005
Page 8 of 13

Inset 3 unnamed tributary
New Culvert Important
3
75
l50
to Neuse River Intermittent
Total Stream Impact (by length and area [square feet}) 215 perm 455 s. f.
4. 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 excavatinn llYP(lfflnff Flnnrlinff drainaae_ hulkheads_ etc_
Open Water Impact v
Name of Waterbody _ Type of Waterbody Area of
Site Number (if applicable) Type of Impact (lake, pond, estuary, sound, bay, Impact
(indicate on ma) ocean, etc.) (acres)

N!A
Total Open Water Impact (acres)
5. List the cumulative impact to all Waters of the U.S. resulting from the project:
Stream Impact (square feet): 455
Wetland Impact (acres): N/A
Open Water Impact (acres): N!A
Total Impact to Waters of the U.S. (acres) 455
Total Stream Impact (linear feet): 2I5 imp.- Int.
permanent
6. 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 6e isolated by the USACE.
7. 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
Size of watershed draining to pond: Expected pond surface area:
Updated 1 I! i /2005
Page 9 of 13

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. The entire project was designed to avoid and minimize
impacts to wetlands, streams, and riparian buffer areas while. utilizing. the remaining areas outside of
these areas for develoament. ROADS: There is a network of roads to access the 303-acre parcel.
re-all
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 January 1 S, 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
andior 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
http://h2 0. enr.state. nc. us/ncwetlands/strmgide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement,. etc.), and a
Updated l I!t!Z005
Page 10 of 13
incorporated to minimize stormwater run-off before it reaches the stream channels. Proper
sedimentation and erosion control methods will be utilized during construction.

description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
Three existing culverts that currently impact 104 linear feet of stream and were improperly
installed -will be removed from within the site (see Mitigation Exhibit and Stream Farms for
day-lighted and impacted streams). Culvert 1, to be removed is in a perennial stream that
flows directly_ to the Neuse River. Culverts 2 and 3, to be removed are in intermittent
streams and upstream of culvert 1 along the existing farm path. As well, all remaining
stream channels on-site are to be preserved with a 50' riparian buffer via Deed Restrictions,
totaling 10 031 linear feet. Removing three improperly installed culverts, in combination
with preserving the remaining streams on-site, completes the compensator~miti ag tion
package.
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
(919)-715-0476 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 http://h2o.enr.state.nc.us/wrp/index.htm. If use of the NCEEP is proposed, please
check the appropriate box on page five 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 ofNon-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
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
2. If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Aet (NEPA/SEPA)?
Note: If you are not sure whether aNEPA/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,
Updated It/V2005
Page 1 I of 13

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 ® 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
(acres) Multiplier Required
Miti ation
1 0.19 3 (2 for Catawba) N/A
2 0.08 1.5 N/A
Total 0.27
* 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.
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.
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. The entire subdivision is less than 15% impervious, with 0.75-acre to 3-
acre single-family home. lots. Johnston County has approved the Stormwater Management Plan for
phases 1 and 2 of the Porto Fino subdivision (Approval Letters Attachedl.All desienated drainage
easements are natural draws within the landscape. with no aradin~ intended for the entire lot layout. All
access roads. There is no curb and gutter along the roads within the subdivision. The only curb and
gutter will be at the entrance near the gate house and horse pasture. All drainage easements will be
natural grass and forested swales. There are 3 level-spreaders in phase 1 and 2 at the end of their
respective drainage easements ~S. Sanderson En ing Bering). There are also 12 level-spreader associated
with Phase 3, four at each of the stream crossings on Phase 3 to catch all run-off before it reaches the
streams (J Dalton En ineering). Stormwater run-off calculations are included for all three phases All
have signed and notarized operation and maintenance).
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.
Updated 11/1/2005
Page 12 of 13

On-site seRtic systems
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ^ No
Is-this an after-the-fact permit application? Yes ^ No
XN. 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 ^ No
- ~ 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 websit~ at
http://h2o.enr.state.nc.us/ncwetlands. If no, please provide a short narrative description:
No this residential community will be servicing the need for housing in northwestern Johnston
County The proposed development is located in the vicinity of other residential housin ig -n the
area. These residences are anticipated to be serviced by nearby, existing Clayton and Raleigh
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).

ApplicantlAge~Signature 15ate
(Agent's signature is valid only if an authorisation letter from the applicant is provided.)
Updated 11 / I /2005
Page 13 of 13

~.x.p o'1 -- ! S 2 2
Since 1979
- _.. THE JOHN R. McADAMS COMPANY, INC.
AGENT AUTHORIZATION FORM
All 131anks To Bc Filled In By The Current Landawncr
Name: Mr Rob Bailey
Address: 442 1/2 East Main Street_,_Clayton, NC 27520
Phone: [phone]
Project Name/Deseription: Porto Fino -Hwy 42; Clayton, NC
Date: September S, 2007
NCDENR-DWQ
Ms. Lia Myott
2321 Crabtree Boulevard
Raleigh, NC 27604
Attn: Mr. Thomas Brown
Field Office: Raleigh Regulatory Field Office
Re: Wetlands Related Consutting and Permitting
To Whom It May Concern:
1, fhe current property owner/agent, hereby designate and authorize The John R. McAdarx><s
Company, Inc. to actin my behalf as my agent in the processing of permit applications, to
furnish upon reque t supplemental information in support of applications, etc. from this day
forward. The ~ ~P` day of S i~:tn~ - 2007.
This notification supersedes any previous correspondence concerning the agent for this project.
NOTICI{J: This authorization, for liability and professional courtesy reasons, is valid only
for government officials to enter the property when accompanied by The John R.
McAdams Company, Inc. staff. You should call The J h R. McAdams Comp ny, Inc. to
arrange a site meeting prior to visiting the site. ~ ~~..~/ ,~
{c~r~`~ ,~T' ~~A1 ~;/y
print Property Owner/Agezt~asne
'Agent
CIVIL ENGINEERING LAND PLANNING S U R V E Y I N G
PO Box 14005 Research 7riang(e Park, NC 27709 {919) 361-5000 • fax [phone]
www.johnrmcadams.com

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0 4.3 0.6 0.9 1.2 1.5 km ~~- G
0 0.2 0.4 0.6 0.8 1 mi
35.6415°N, 78.3612°W (NAD83/WGS84)
USGS Flowers (NC) Quadrangle i~l- -'~.Oi`a
Projection is UTM Zone 17 NAD83 Datum G=1.539
~.xQ o`1, t 5 22
r
~ PROJECT NO. FOR-O73Z6 pORTO FIND THE JOHN R. McADAMS
~ FILENAME: OR07326X
COMPANY, INC.

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USGS FLOWERS QUAD ENGINEERS/PLANNERS/SURVEYORS

~
F~~~. N~~H ~O~A RESEARCH TRIANGLE PARK, NC
P.O. B07( 14005 ZIP 27709-4005
DATE:
08-15-07 [phone]
V

Amts: AF'F'LING-MARLBORO COMPLEX, I TO b PERCENT SLOPES
GeB= GEGIL LOAM, 2 TO b PERCENT SLOPES
Gh= GHEWAGLA LOAM, FREQUENTLY FLOODED
DoA: D06UE FINE SANDY LOAM, O TO 2 PERCENT SLOPES
McB= MARLBORO-GEGIL COMPLEX, 2 TO 8 PERCENT SLOPES
NoB= NORFOLK LOAMY SAND, 2 TO b PERCENT SLOPES
PaD: PAGOLET LOAM, IO TO 15 PERCENT SLOPES
PpE: PAGOLET LOAM. 15 TO 25 PERCENT SLOPES
WOB: WEDOWEE SANDY LOAM, 2 TO 8 PERCENT SLOPES
Wt= WEHADKEE LOAM, FREQUENTLY FLOODED
z
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~_
JOHNSTON COUNTY 501E SURVEY SHEET ~ 2

PROJECT N0. FOR-07326 pOF~'TO FIND
THE JOHN R. McADAMS
~ ~"~"""g' FOR07326X COMPANY
INC.
,
d
~ 5C"L~:
~ ~ - ~
~~~, JOHNSI~ON COU1V1'Y SOIL SURVEY ENGINEERS/PLANNERS/SURVEYORS

~ '
DATE:
~~~~ N~~H ~R~~ RESEARCH TRIANGLE PARK, NC
P.O. BOX 14005 ZIP 27709-4005
08-~5-07 [phone]
v

.1
08/,24/07 I'RI 16:2L FAX [phone]
~p~ v~rATF9~
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.~ _ ",~
Walthom Group, lnc.
Attl'1: Mr. NorwuUd Thompson
442 % E. Mann Street
Clayton, NC 27520
IYalthom Group
~ooz
Mia1,aC1 R. lessley, Guv~mwr
Wil{iamfl. Ross Jr„ Sccr~K~uy
Nc~rUi Cdruliua D&p:utrr>etd ~f Environment and N;-]ur~! ItCtioutL'aJ
>iebruarry 16, 2046
Alan W. Klintc];, P.E, Aitti:ctor
Divisiun of Wutcr Quuli~y
DV1'Q EXl'# 06-0171
Johnston County
Subject Property: Neese )<tiver Club Sx]lbdivision
UT to Neese River
•_ _ O><>t-Site Determiinxti;iola for Applicability to, the N.ense River l2ipaxisn ,,~I:ea`Profeetrtitt 1i2u1Cs
(J.5A N~CAC 2B .(1233)-EMPRESS R'LrVIEW PROGRAM
Dear Mr. Thompson;
On February 15, 2p04, at your request Tconducted an an-site determination to review 7 stream
features located on the subject property for applicability to the Neese Buffer Mules (15A NCAC
213 .4233}, The features are labeled as "i, 2;3,4,5,6 Rc 7" on the attached maps initialed by me on
Tyebraary l6, 2006.
The Diivlision pf'Water Quality (DWQ) hhs determined. tlxat t)he features labeled as ~'4,5,ti
&7" 011 ille attached maps are subject to the Neese Troffer Rule. These sixearns and their
associated buffers should be identified on any ft:~ture plans for this property; The owner (or
fixture or~vners} should notify'the DWQ (and other relevant a~ctaci~cs} o!'this decision in any
future correspondences concerrlinb this property. This an-site determination shall expire five (5)
years from the date of this letter.
Landowners or Affected parties that dispute a detelmitlation mach by the DWQ or llelebated
I;,oeal Authority that a sari'ace water exists and that it is subject to the buffer rule may request a
determination by the Dirvctnr. A request far a determination.by the T)irectoi shall be referred io
the Director is writing cla Cy~tldi Karoly, DWQ 401 Qversight/Express Tteview Pernzitting ~7nit
2321 Crabtree Blvd.,ltaleiSh, NC 27604-2260_ Tndivid'txals that dispute a determirlatxon by the
DW'Q or Delegated Local Authority that "exempts" a surface water from thebuffer rule m1y ask
for all adjudicatory hearirJg, You must acct within ti0 days of the date that you recei'v'e this letter.
Applicants are hereby slotified that the 60-day statutory appeal tint; does not start until the
affected party (inc'luding downstream and adj scent landowners) is tlotifled of this decision.
D~t~JQ recommends that the applicant conduct this notiflcatian in order to be certain that third
party appeals are made in a tilzlely manner. To ask for a hearing, send a written petition, which
conforms to Chapter 1 SOB of the Na>zfh Caralizta General Statutes to the Office of AdministrKtivc
clearings, 67141V.1ai1 Service Center, Raleigh, N.C. 27699-6714. This deterYninatiorl is final arld
binding unless you ask fort, hearing within 60 days.
401 OvorsiShtl)?apross 1Lcvlew Pettnittu~g'Unit
1650 Moil 5ervlcc CGnloy Italcigh, North Carolina 27699-1650
2321 G'lsbtree Boulevard, Suilb 25U, Raleigh, Murth C.arotina 27604
PbOnc; 919.773-1786 (FAiC 91 ~-733-6893 / Internat: ld~t )~//h2~.cnr eht(~".l1G~Ll.NncwelldndS
An Equal Qppoitunlt~~/ALl~rtuativn Action Ecvplayer- SO9G Recycled/ l0%Post Consumer paper
o.,°
N hC;~ro ' :l
,i~atrrra~iyy
S~z;~ bi8£0SS6:01 £689££L6T6 SaNa~13M-~IMa~WD~1.~ b£~Zt 9002-9-~Jtib

.~ - .
Y 08/24/07 FRI .1.6:L3 FAl' 919550387.4 11'althom Grove C~]j003
1Vallham Group, lr~c
Page 2 ~f 3
Rebruary 16, ?006
This letter only addresses the applicability tp the buffer n~les and does not approve any activity
within tha buffers. l~or does this letter approve any activity within Waters of the united States
or Waters of the State. If y¢u have any additional questions or require additional infonnation
please call Amy Chapman at (~19) 715-b823.
cer y,
Alan'W. Klimek, P.>~.
AWT{/c6k/asc
Attachments: Johnston ~ouxifiy >~o7~Stiiv'c;~'iriap' ~ _._ -- . _. _._ . _ _ ,_ _. __ _ .
USGS Claytgn Quad rnap
ec: Eric ICtylz, L>VS,Q lZaleigh Regional Office
File Copy
Central Files
Neal 1~ fayd, 79[14 Audubon Drive, Raleigh, NC 27615
EilCiiamr 0601715~Icu9eRiwetChYb(7obnilau)C\Y * UL~'J'
Si£~d bti8£0SS6~f71 £689£~'Z6>i6 SaNd~l~r~-nMa.wo~.~ S£~TZ 9l~OZ-9-i71~6

08/24/07 FRI 16:23 FAX [phone]
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08/24/07 hI2I 16:26 I'AX 9195503814
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Mapped, edited, and published by the Geological Survey
Control by USGS, USC3.G5, and USCE
1'ocoaraphy by photogrammeiriCmothods from aer.i54 iihotottraphs
talon 1962. r:leld checked 1964 ,
Polyconic projection, 1927 North American datum
1O.00P•ioot grid based an tJorth Caroline coordinate system
1000-metre Universat Transverse Mercator grid ticks,
cone 17, shown in bl~tr ,.,
Fine red dashed lines indicalte selected fen'te and field lines where
gaherbtty vtgible on aerial photographs. This information is unchecked
r
Revisions shown in purptrcompilnd from aerial
nhvto8raph~ taken 1573. This irsiorrnation ndt
{fold checked
l
NN
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• ~ 899 Nrlg 1'3A'
28 MILS
~~ VYM aRIO ANC 1973 MAGNETIC NOGTM
DECLINATION AT CENTER OP SNLET
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F-
~ PROJECT N0. FOR-07326
PORTO FIND
THE JOHN R. McADAMS
INC
COMPANY
~ FILENAbfE: FOR07326X .
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PROJECT No. FOR-07326
PORTO FIND THE JOHN R. McADAMS
,~, FILENA6lE: FOR07326X COMPANY, INC.

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[
/] DATE: FLOWriiV7, NORTH CAROLINA P.o. t3ox 1A005 zIP 277os-4nn5
08-31-07 !:3;:~) sF~ soo~l

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PLACED AT A MINIMUM OF 12" BELOW THE PIPE CROSSINGS SHALL HAVE EITHER GUARDRNL
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PASSAGE. GRADED TO A 4:1 SLOPE OR FLATTER.

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VERTICAL 1" =10'

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AT A MINIMUM OF 12" BELOW THE STREAM BED PIPE CROSSINGS SHALL HAVE EITHER GUARDRNL
ELEVATION FOR AQUATIC LIFE PASSAGE. INSTALLED TO NCDOT SPECIFlCATIONS OR 8E
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DWQ CROSSING
FOR
FLOWERS TRACT
WILDERS TOWNSHIP - JOHHSTON COUNTY, N.C.

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Porto Fino -Clayton, NC
Re: Pics of Culverts 1-3 to be removed
Culvert 1- To be removed (401f of perennial stream)

Culvert 2 - To be removed (321f of intermittent stream)
~".~'

Culvert 3 - To be removed (321f of intermittent stream) ;just upstream
of culvert 2

~CDWQ Stream Classification Form ~~ -~,jw-~,~, - C~ ~~~-~- .~
'roject Name: River Basin: County: Evaluator:
P~r-~ ~;~ l (/
)WQ Project Number: Nearest Named Stream: Latitude: Signature: /). <q ~P~
)ate: 6 ~f ~U ~ ~0 7 USGS QUAD: Longitude: LocationlDirections:
'PLEASE NOTE: /f evaluator and landowner agree that the feature is a man-made ditch, then use of this form is not necessary.
I [so, if in the best professional judgement of the evaluator, the feature is a man-made ditch and not a modified natural stream-this
sting system should not be used*
'rlmarV F1elC~ II1Ci1CatOrS: iCircle One Number Per Line)
E.x,p ~'1- 1 S 2 2
. Geomor bolo v Absent Weak Moderate Str
1 Is There ARiffle-Pool SegLaence~ ~ 0 I 2 3
Is The USDA Texture In Streambed
Is There An Active (Or Relic)
Is A Continuous Bed & Bank Present'? 0 1 2
~.h'OTE. {j'Betl & Bank Caused B,~Dilcitin~ .And W/THOUT Strr~n.ri~ Then Score=0*I __ __ ___
0) Is A 2"`' Order Or Greater Channel (As Indicated ~
On Topo Map And/Or In Fieldl Present'? Yes~.~) No=O
'RIMARY GEOMORPHOLOGYINDICATOR POINTS:~_
I. Hvdrolo~v Absent Weak Moderate Strong
Is There A Groundwater
lowiDischarge Present? 0 ~ 2 3
'RIMARYHYDROLOGYINDICATOR POINTS:_L_
'RIMARYBIOLOGYINDICATOR POINTSr_~
~eeondary Field Indicators: rCircle one .1~nmber Per tine)
)Does Topography Indicate A
SECONDARY GEOMORPHOLOGY INDICATOR POINTS: 3. S
I. Hydrology Absent Weak Moderate Strom
Is This Year's (Or Last's) Leaflitter C
Is Water In Channel And >48 Hrs. Since 0 .5 VJ 1.5
.ast Known Rain? (*NOTE.• !f Ditch Indicated In #9 Abort .S~ This Steo Ancf #S Below*)
Is There Water In Channel During Dry 0 .5 1 I.5
;ECONDARYHYDROLOGYINDICATOR POINTS: ~a~- 5
Are Wetland Plants In Streambed? SAS' Mostly OBL Mostly FACW Most~-FQC Mostly FACiJ Mostly UPL
* NOTE: If Total Absence OfAU Plants in Sd~eambed 2 1 ,75 5 0 0
7s Noted Aborc> Skin This Step UNLESS SA [' Present*l. _ _
~ECONDARYBIOLOGYINDICATOR POII~'TSr
+ Seconder - (If uter Thun Or Equu! To 19 Points The Stream Is At Least Intermittent)
3~. ~ p~PcPnn~~,

~1CDW0 Stream Classification Form ~~ ~`5 a~'1~n ~ Cu'~uP~.~-,- ~ ~
'roject Nam' River Basin: County: Evaluator:
)W Pro'ect Num~ r: ~nO Nearest Named Stream: Latitude: Si nature: ~
Q J g ~ I n 7'r'1
>ate: Q9 l v ? I U '~ USGS QUAD: Longitude: Location/Directions:
'PLEASE NOTE: !f evaluator and landowner a~rce that the feature is a man-made ditch, then use of this form is not necessary.
Uso, if in the best professional judgement of the evaluator, the feature is a man-made ditch and not a modified natural stream-this
xting system should not be used*
'rimary Field Indicators: rcircie one Nurni~c~r Per• Line
. Geomor holo Absent Weak Mo rate Stron
Is There ARiffle-Pool Sequence'? 0 1 2 3
Is The USDA Texture In Streambed
Is There An Active (Or Relic)
loodplain Present`? ~ I 2 3
Is A Continuous Bed & Bank Present'? 0 1 ~ 3
"NOTE. !l'Bed & Bunk Caused $y D~inY And WITHOUT Sig~insi~~ Then Score=0*I
0) Is A 2°d Order Or Greater Channel (As Indicated
On Topo Map AndlOr In Fieldl Present? Yes=3 No~O~
'RIMARY GEOMORPHOLOGYINDICATOR POINTS:~_
I. Hvdrology Absent Weak Moderate Strom
Is There A Groundwater
'low/Discharge Present? ~ 1 2 3
'RIMARYHYDROLOGYINDICATOR POINTS:
II. BioloQV Absent Weak Moderate Strong
'RIMARYBIOLOGYINDICATOR POINTS:
~econdary Field Indicators: (circieona~:h`umberPerLine)
Does Topography Indicate A
;ECONDARY GEOMORPHOLOGYINDICATOR POINTS:
I. Hudrology Absent Weak Moderate Strom
Is This Year's (Or Last's) Leaflitter
Is Water In Channel And >48 Hrs. Since (ID .5 1 1.5
.ast Kno n Raln'? *NOTE.• i'Dilc) nriic ted /n #9 Aho~~e Ski This Ste .And #5 B /ow*
Is There Water In Channel During Dry .5 1 1.5
~ECONDARYHYDROLOGYINDICATORPOINTS: /.S
IL Biolo~y Absent Weak Moderate Strong
Are Wetland Plants In Streambed'? SAV Mostly OBL Mostly FACW Mostl~~FAC Mostly FACU Mostly UPL
* NOTE: /f Tota! Absence OJ'.Ad Plants /n Stt~eambed Z 1 .75 / .5) 0 Q '
1s iVoted Aljo~~e Skip This Ste~UNLESS SAV °t~esent*). `/
~ECONDARYBIOLOGYINDICATOR POIA'TS: /.5
~'OTAL POINTS (Primary + Sect i~)= (If Greater Than Or Equal To 19 Points The Stream Is At Least Intermittent)
~3

~ xp o ~ - 15 2 2
Sanderson Engineering, Inc.
Engineering and Land Planning
EROSION CONTROL CALCULATIONS
PORTOFINO
PHASE 2
JOHNSTON COUNTY
,y1111N1111I-
,• N GAR ,
•' t
~~~ ~ r~~~~• ~
,' ~~ ~ ESS 0,
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~~
STEVEN S. SANDERSON, P. E.
SANDERSON~ENGINEERING, INC.
POST OFFICE'BOX 2016
25-C NORTH~IVIAIN STREET
WENDELL, NC 27591
[phone]
[phone] FAx
POST OFFICE BOX 201 b
25-C NORTH MAIN STREET
WENDELI., NC 27591
sandersonengineeringC~yahoo. com
919-3bb-201b phone
919-3bb-2017 fax
919-422-8020 mobile
150*2b*25047 Nextel ID

STORMWATER RUNOFF PROGRAM
Rational Method for Drainage Areas less than 2 sq mi [1300 ac]
PROJECT NUMBER 06-019
SUBDIVISION NAME PORTOFINO PHASE 2
STREET NAME FERRARA COURT
LOCATION OUTFACE DITCH STA 4+16
g = 195 Local Intensity eqn coeff 10 YR Storm
h = 22 Local Intensity eqn coeff
A = 3.08 Watershed Area (acres)
H = 56 Height of most remote point above outlet [ft]
L = 800 Hydraulic Length [ft]
Cb = 0.20 Composite runoff coeff before development
Ca = 0.33 Composite runoff coeff after development
Tc = 5 Time of Concentration [min] [Kirpich]
I = 7.2 Rainfall Intensity [in/hr]: [1=g/(h+T)]
Qb = 4.5 Pipe Flow before development[cfs]: [Q=CbIA]
Qa = 7.4 Pipe Flow after development[cfs]: [Q=CaIA]
g = 232 Local Intensity eqn coeff 25 YR Storm
h = 23 Local Intensity eqn coeff
A = 3.08 Watershed Area (acres)
H = 56 Height of most remote point above outlet [ft]
L = 800 Hydraulic Length [ft]
Cb = 0.20 Composite runoff coeff before development
Ca = 0.33 Composite runoff coeff after development
Tc = 5 Time of Concentration [min] [Kirpich]
I = 8.3 Rainfall Intensity [in/hr]: [1=g/(h+T)]
Glb = 5.1 Pipe Flow before development[cfs]: [Q=CbIA]
Qa = 8.5 Pipe Flow after development[cfs]: [Q=CaIA]

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 06-019
SUBDIVISION NAME PORTOFINO PHASE 2
STREET NAME FERRARA COURT
LOCATION OUTFACE DITCH STA 4+16
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
Q10 = 4.5 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.101 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.76 Require Value
v = 3.23 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.473 1.617187 4.99 0.32 0.76
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
Q10 = 7.4 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.0.8 Manning Roughness Coefficient
s = 0.101 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 1.25 Require Value
v = 3.80 Water Vel of Normal Depth Section [ff/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.606 2.313708 5.83 0.40 1.25

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 06-019
SUBDIVISION NAME PORTOFINO PHASE 2
STREET NAME FERRARA COURT
LOCATION OUTFACE DITCH STA 4+16
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
Q25 = 5.1 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.101 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.86 Require Value
v = 3.36 Water Vel of Normal Depth Section [ftlsec]
1 2 3 4 5 6
B Y A P R Zav
2 0.504 1.770048 5.19 0.34 0.86
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
Q25 = 8.5 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.101 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft] ,
Zreq = 1.43 Require Value
v = 3.96 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.648 2.555712 6.10 0.42 1.43

STORMWATER RUNOFF PROGRAM
Rational Method for Drainage Areas less than 2 sq mi [1300 ac]
PROJECT NUMBER 06-019
SUBDIVISION NAME PORTOFINO PHASE 2
STREET NAME CALABRIA COURT
LOCATION. OUTFACE DITCH STA 7+27
g = 195 Local Intensity eqn coeff 10 YR Storm
h = 22 Local Intensity eqn coeff
A = 6.42 Watershed Area (acres)
H = 50 Height of most remote point above outlet [ft]
L = 800 Hydraulic Length [ft]
Cb = 0.20 Composite runoff coeff before development
Ca = 0.33 Composite runoff coeff after development
Tc = 5 Time of Concentration [min] [Kirpich]
I = 7.2 Rainfall Intensity (in/hr]: [1=g/(h+T)]
Wb = 9.4 Pipe Flow before development[cfs]: [Q=CbIA]
Oa = 15.4 Pipe Flow after development[cfs]: [Q=CaIA]
g = 232 Local Intensity eqn coeff 25 YR Storm
h = 23 Local Intensity eqn coeff
A = 6.42 Watershed Area (acres)
H = 50 Height of most remote point above outlet [ft]
L = 800 Hydraulic Length [ft]
Cb = 0.20 Composite runoff coeff before development
Ca = 0.33 Composite runoff coeff after development
Tc = 5 Time of Concentration [min] [Kirpich]
I = 8.3 Rainfall Intensity [in/hr]: (1=g/(h+T)]
Qb = 10.7 Pipe Flow before development[cfs]: [Q=CbIA]
Qa = 17.7 Pipe Flow after development[cfs]: [Q=CaIA]

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 06-019
SUBDIVISION NAME PORTOFINO PHASE 2
STREET NAME CALABRIA COURT
LOCATION OUTFACE DITCH STA 7+27
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
Q10 = 9.4 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.0588 Longitudinal Channel Slope [ft/ft]
B = 3 Bottom Width of Channel [ft]
Zreq = 2.08 Require Value
v = 2.73 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
3 0.682 3.441372 7.31 0.47 2.08
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
Q10 = 15.4 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.0588 Longitudinal Channel Slope [ft/ft]
B = 3 Bottom Width of Channel [ft]
Zreq = 3.41 Require Value
v = 3.13 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
3 0.875 4.921875 8.53 0.58 3.41

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 06-019
SUBDIVISION NAME PORTOFINO PHASE 2
STREET NAME CALABRIA COURT
LOCATION OUTFACE DITCH STA 7+27
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
Q25 = 10.7 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.0588 Longitudinal Channel Slope [ft/ft]
B = 3 Bottom Width of Channel [ft]
Zreq = 2.37 Require Value
v = 2.83 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
3 0.729 3.781323 7.61 0.50 2.37
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
Q25 = 17.7 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.0588 Longitudinal Channel Slope [ft/ft]
B = 3 Bottom Width of Channel [ft]
Zreq = 3.92 Require Value
v = 3.25 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
3 0.938 5.453532 8.93 0.61 3.92

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 06-019
SUBDIVISION NAME PORTOFINO PHASE 2
STREET NAME VERCELLI DRIVE
LOCATION OUTFACE DITCH STA 30+50
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
Q25 = 0.3 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.1379 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.04 Require Value
v = 1.53 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.09 0.2043 2.57 0.08 0.04
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
{~25 = 0.6 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.1379 Longitudinal Channel Slope [ff/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.09 Require Value
v = 1.74 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.15 0.3675 2.95 0.12 0.09

STORMWATER RUNOFF PROGRAM
Rational Method for Drainage Areas less than 2 sq mi [1300 ac]
PROJECT NUMBER 06-019
SUBDIVISION NAME PORTOFINO PHASE 2
STREET NAME VERCELLI DRIVE
LOCATION OUTFACE DITCH STA 25+50
g = 195 Local Intensity eqn coeff 10 YR Storm
h = 22 Local Intensify eqn coeff
A = 0.20 Watershed Area (acres)
H = 6 Height of most remote point above outlet [ft]
L = 200 Hydraulic Length [ft]
Cb = 0.20 Composite runoff coeff before development
Ca = 0.33 Composite runoff coeff after development
Tc = 5 Time of Concentration [min] [Kirpich]
I = 7.2 Rainfall Intensity [in/hr]: [1=g/(h+T)]
Qb = 0.3 Pipe Flow before development[cfs]: [Q=CbIA]
Qa = 0.5 Pipe Flow after development[cfs]: [Q=CaIA]
g = 232 Local Intensity eqn coeff 25 YR Storm
h = 23 Local Intensity eqn coeff
A = 0.20 Watershed Area (acres)
H = 6 Height of most remote point above outlet [ft]
L = 200 Hydraulic Length [ft]
Cb = 0.20 Composite runoff coeff before development
Ca = 0.33 Composite runoff coeff after development
Tc = 5 Time of Concentration [min] [Kirpich]
I = 8.3 Rainfall Intensity [in/hr]: [1=g/(h+T)]
Qb = 0.3 Pipe Flow before development[cfs]: [Q=CbIA]
Qa = 0.6 Pipe Flow after development[cfs]: [Q=CaIA]

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 06-019
SUBDIVISION NAME PORTOFINO PHASE 2
STREET NAME VERCELLI DRIVE
LOCATION OUTFACE DITCH STA 25+50
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
Q10 = 0.3 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.0769 Longitudinal Channel Slope (ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.06 Require Value
v = 1.12 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.12 0.2832 2.76 0.10 0.06
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
Q10 = 0.5 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.0769 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.10 Require Value
v = 1.35 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.16 0.3968 3.01 0.13 0.10

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 06-019
SUBDIVISION NAME PORTOFINO PHASE 2
STREET NAME VERCELLI DRIVE
LOCATION OUTFACE DITCH STA 25+50
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
Q25 = 0.3 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.0769 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.06 Require Value
v = 1.12 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.12 0.2832 2.76 0.10 0.06
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
Q25 = 0.6 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.0769 Longitudinal Channel Slope [ftlft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.12 Require Value
v = 1.46 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.175 0.441875 3.11 0.14 0.12

STORMWATER RUNOFF PROGRAM
Rational Method for Drainage Areas less than 2 sq mi [1300 ac]
PROJECT NUMBER 06-019
SUBDIVISION NAME PORTOFINO PHASE 2
STREET NAME VERCELLI DRIVE
LOCATION OUTFACE DITCH STA 30+50
g = 195 Local Intensify eqn coeff 10 YR Storm
h = 22 Local Intensity eqn coeff
A = 0.20 Watershed Area (acres)
H = 6 Height of most remote point above outlet [ft]
L = 200 Hydraulic Length [ft]
Cb = 0.20 Composite runoff coeff before development
Ca = 0.33 Composite runoff coeff after development
Tc = 5 Time of Concentration [min] [Kirpich]
I = 7.2 Rainfall Intensity [in/hr]: [1=g/(h+~]
Qb = 0.3 Pipe Flow before development[cfs]: [Q=CbIA]
Qa = 0.5 Pipe Flow after development[cfs]: [Q=CaIA]
g = 232 Local Intensity eqn coeff 25 YR Storm
h = 23 Local Intensity eqn coeff
A = 0.20 Watershed Area (acres)
H = 6 Height of most remote point above outlet [ft]
L = 200 Hydraulic Length [ft]
Cb = 0.20 Composite runoff coeff before development
Ca = 0.33 Composite runoff coeff after development
Tc = 5 Time of Concentration [min] [Kirpich]
I = 8.3 Rainfall Intensity [in/hr]: [1=g/(h+~]
Qb = 0.3 Pipe Flow before development[cfs]: [Q=CbIA]
Qa = 0.6 Pipe Flow after development[cfs]: [Q=CaIA]

~x.p o1 -I52~
Sanderson Engineering, Inc.
Engineering and Land Planning
EROSION CONTROL CALCULATIONS
PORTOFINO
PHASE 1
'fib(,
STEVEN S. SANDERSON, P. E.
SANDERSON ENGINEERING, INC.
POST OFFICE BOX 2016
25-C NORTH MAIN STREET
WENDELL, NC 27591
[phone]
[phone] Fax
POST OFFICE BOX 2016 919-366-2016 phone
25-C NORTH MAIN STREET 919-366-2017 fnx
WENDELL, NC 27591 919-422-8020 mobile
sandersonengineeringLynhoo.com 150*26*25047 Nextel ID
JOHNSTON COUNTY

STORMWATER RUNOFF PROGRAM
Rational Method for Drainage Areas less than 2 sq mi [1300 ac]
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME SICILLY DRIVE
LOCATION OUTFACE DITCH STA 16+00
g = 195 Local Intensity eqn coeff 10 YR Storm
h = 22 Local Intensity eqn coeff
A = 2.23 Watershed Area (acres)
H = 24 Height of most remote point above outlet [ft]
L = 500 Hydraulic Length [ft]
Cb = 0.22 Composite runoff coeff before development
Ca = 0.40 Composite runoff coeff after development
Tc = 5 Time of Concentration [min] [Kirpich]
I = 7.2 Rainfall Intensity [in/hr]: [I=g/(h+T)]
Qb = 3.6 Pipe Flow before development[cfs]: [Q=CbIA]
Qa = 6.5 Pipe Flow after development[cfs]: [Q=CaIA]
g = 232 Local Intensity eqn coeff 25 YR Storm
h = 23 Local Intensity eqn coeff
A = 2.23 Watershed Area (acres)
H = 24 Height of most remote point above outlet [ft]
L = 500 Hydraulic Length [ft]
Cb = 0.22 Composite runoff coeff before development
Ca = 0.40 Composite runoff coeff after development
Tc = 5 Time of Concentration [min] [Kirpich]
I = 8.3 Rainfall Intensity [in/hr]: [1=g/(h+T)]
Qb = 4.1 Pipe Flow before development[cfs]: [Q=CbIA]
Qa = 7.5 Pipe Flow after development[cfs]: [Q=CaIA]

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME SICILLY DRIVE
LOCATION OUTFACE DITCH STA 16+00
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
Q10 = 3.6 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.1818 Longitudinal Channel Slope [ftlft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.45 Require Value
v = 3.68 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.36 1.1088 4.28 0.26 0.45
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
C~10 = 6.5 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.1818 Longitudinal Channel Slope [ftlft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.82 Require Value
v = 4.45 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.49 1.7003 5.10 0.33 0.82

TRAPEZOIDAL CHA
PROJECT NUMBER
SUBDIVISION NAME
STREET NAME
LOCATION
NNELS
05-045
PORTOFINO PHASE 1
SICILLY DRIVE
OUTFACE DITCH STA 16+00
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
Q25 = 4.1 Design Discharge [cfs]
M - 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s' = 0.1818 Longitudinal Channel Slope (ft/ft]
B ° 2 Bottom Width of Channel [ft]
Zreq = 0.52 Require Value
v = 3.82 Water Vel of Normal Depth Section [fbsec]
1 2 3 4
5 g
B Y A P
R Zav
2 0.387 1.223307 4.45 0.28 0.52
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
Q25 = 7.5 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.1818 Longitudinal Channel Slope [ftlft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.94 Require Value
v = 4.66 Water Vel of Normal Depth Section [ftlsec]
1 2 3 4
5 g
B Y A P
R Zav
2 0.527 1.887187 5.33 0.35 0.94

STORMWATER RUNOFF PROGRAM
Rational Method for Drainage Areas less than 2 sq mi [1300 ac]
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME SICILLY DRIVE
LOCATION OUTFACE DITCH STA 20+50
g = 195 Local Intensity eqn coeff 10 YR Storm
h = 22 Local Intensity eqn coeff
A = 2.01 Watershed Area (acres)
H = 22 Height of most remote point above outlet [ft]
L = 350 Hydraulic Length [ft]
Cb = 0.22 Composite runoff coeff before development
Ca = 0.40 Composite runoff coeff after development
Tc = 5 Time of Concentration [min] [Kirpich]
I = 7.2 Rainfall Intensity [in/hr]: [I=g/(h+T)]
Qb = 3.2 Pipe Flow before development[cfs]: [Q=CbIA]
Qa = 5.9 Pipe Flow after development[cfs]: [Q=CaIA]
g = 232 Local Intensity eqn coeff 25 YR Storm
h = 23 Local Intensity eqn coeff
A = 2.01 Watershed Area (acres)
H = 22 Height of most remote point above outlet [ft]
L = 350 Hydraulic Length [ft]
Cb = 0.22 Composite runoff coeff before development
Ca = 0.40 Composite runoff coeff after development
Tc = 5 Time of Concentration [min] [Kirpich]
I = 8.3 Rainfall Intensity [in/hr]: [1=g/(h+T)]
Qb = 3.7 Pipe Flow before development[cfs]: [Q=CbIA]
Qa = 6.7 Pipe Flow after development[cfs]: [Q=CaIA]

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME SICILLY DRIVE
LOCATION OUTFACE DITCH STA 20+50
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
Q10 = 3.2 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.1143 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.51 Require Value
v = 3.00 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.385 1.214675 4.43 0.27 0.51
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
Q10 = 5.9 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.1143 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.94 Require Value
v = 3.67 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.527 1.887187 5.33 0.35 0.94

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME SICILLY DRIVE
LOCATION OUTFACE DITCH STA 20+50
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
Q25 = 3.7 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.1143 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.59 Require Value
v = 3.15 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.415 1.346675 4.62 0.29 0.59
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
Q25 = 6.7 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.1143 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 1.06 Require Value
v = 3.84 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.559 2.055443 5.54 0.37 1.06

STORMWATER RUNOFF PROGRAM
Rational Method for Drainage Areas less than 2 sq mi [1300 ac]
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME SICILLY DRIVE
LOCATION OUTFACE DITCH STA 26+00
g = 195 Local Intensity eqn coeff 10 YR Storm
h = 22 Local Intensity eqn coeff
A = 1.21 Watershed Area (acres)
H = 46 Height of most remote point above outlet [ft]
L = 900 Hydraulic Length [ft]
Cb = 0.22 Composite runoff coeff before development
Ca = 0.40 Composite runoff coeff after development
Tc = 5 Time of Concentration [min] [Kirpich]
I = 7.2 Rainfall Intensity [in/hr]: [1=g/(h+T)]
Qb = 1.9 Pipe Flow before development[cfs]: [Q=CaIA]
Qa = 3.5 Pipe Flow after development[cfs]: [Q=CaIA]
g = 232 Local Intensity eqn coeff 25 YR Storm
h = 23 Local Intensity eqn coeff
A = 1.21 Watershed Area (acres)
H = 46 Height of most remote point above outlet [ft]
L = 900 Hydraulic Length [ft]
Cb = 0.22 Composite runoff coeff before development
Ca = 0.40 Composite runoff coeff after development
Tc = 5 Time of Concentration [min] [Kirpich]
I = 8.3 Rainfall Intensity [in/hr]: [I=g!(h+T)]
Qb = 2.2 Pipe Flow before development[cfs]: [Q=CaIA]
Qa = 4.0 Pipe Flow after development[cfs]: [Q=CaIA]

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME SICILLY DRIVE
LOCATION OUTFACE DITCH STA 26+00
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
C~10 = 1.9 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.1538 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.26 Require Value
v = 2.82 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.266 0.744268 3.68 0.20 0.26
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
Q10 = 3.5 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.1538 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.48 Require Value
v = 3.41 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 g
B Y A P R Zav
2 0.374 1.167628 4.37 0.27 0.48

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME SICILLY DRIVE
LOCATION OUTFACE DITCH STA 26+00
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
Q25 = 2.2 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.1538 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.30 Require Value
v = 2.94 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.29 0.8323 3.83 0.22 0.30
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
Q25 = 4 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.1538 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.55 Require Value
v = 3.56 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.401 1.284403 4.54 0.28 0.55

RIP RAP APRON ENERGY DISSIPATOR
`._.
wipe Diameter (inl Pipe Slspe (%1
~ ~ ~Q ~4 i2~
15 L = (n) 5 5 7.5 7.5 to
W = (ft) 4 4 5.5 5.5 6.5
D = (in) 9 9 24 24 24
S= (class) A B B B B/1
18 L = (ft) 9 9 12 12
W = (ft) 4.5 6 6 7.5 7.5
D = (1n) 9 24 24 24 24
S = (class) A B B B/1 B/1
21 L = (ft) 7 .10.5 10.5 1 21
w = (n) s 7 7 s.s 12
D = (in) 9 24 24 24 24
S= (class) A B B B/1 1
2 L = (ft) 12 12 16 20 2
W = (~) S 8 l0 12 14
D = (in) 24 24 24 24 24
S= (class) B B B/1 1 1
27 L = (D) 13.5 13.5 18
. 27 27
W = (ft) 9.5 9.5 1
1.5 16 16
D = (in) 24 24 24 24 24
S= class B B B/1 1 1
3o L = (~) 15 15 20 30 30
W = (ft) 10 l0 12.5 17.5 17.5
D = (la) 24 24 24 24 24
s= (class) a a B/1 1 1
33 L = (ft) 16.5 22 22 33
W = (ft) 11 13.5 13.5 19
D = (tn) 24 24 24 24
S = (class) B B/1 B/1 1
36 L = (ft) 18 2 30 36
W = (ft) 12 15 18 Z1
D = (in) 24 24 24 24
S = (class) B B/1 B/1 1
2 L = (ft) 28 28 2
W = (ft) 17.5 17.5 24.5
D = (in) 24 24 24
S = class) B/1 B/1 B/1
8 L = (ft) 32 0 8
W = (ft) 20 24 28
D = (in) 24 24 24
S = (class) B/1 B/1 1
5 L= (ft) 3 5 5
W = (ft) 22.5 27 3.1.5
D = (in) 24 24 24
S = class B/1 ~ 1 1
0 L = (ft) 0 50
W = (ft) 25 30
D = (in) 24 30
S = (class) 1 1/2
~ L = (ft) 55 6
W = (ft) 33 38.5
D = (in) 3Q 30
S = class) 112 1/2
72 L = (ft) 60 72
W = (tt) 36 42
D = (in) 30 30
S = (class) 1/2 1/2
L =length of apron (ft) W =width o[ apron (R) D = Lhlckness of stone (In) S =cuss. of stone
* Recommendations only -install as much of pad as space allows.
* Filter fabric should be used when soil conditions warrants.
VIII- 3 March, 1983

STORMWATER RUNOFF PROGRAM
Rational Method for Drainage Areas less than 2 sq mi [1300 ac]
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME COSTA COURT
LOCATION OUTFACE DITCH STA 6+00
g = 195 Local Intensity eqn coeff 10 YR Storm
h = 22 Local Intensity eqn coeff
A = 8.23 Watershed Area (acres)
H = 64 Height of most remote point above outlet [ft]
L = 1550 Hydraulic Length [ft]
Cb = 0.20 Composite runoff coeff before development
Ca = 0.40 Composite runoff coeff after development
Tc = 8 Time of Concentration [min] [Kirpich]
I = 6.6 Rainfall Intensity [in/hr]: [1=g/(h+T)]
Qb = 10.9 Pipe Flow before development[cfs]: [Q=CaIA]
Qa = 21.8 Pipe Flow after development[cfs]: [Q=CaIA]
g = 232 Local Intensity eqn coeff 25 YR Storm
h = 23 Local Intensity eqn coeff
A = 8.23 Watershed Area (acres)
H = 64 Height of most remote point above outlet [ft]
L = 1550 Hydraulic Length [ft]
Cb = 0.20 Composite runoff coeff before development
Ca = 0.40 Composite runoff coeff after development
Tc = 8 Time of Concentration [min] [Kirpich]
I = 7.6 Rainfall Intensity [in/hr]: [1=g/(h+T)]
Qb = 12.6 Pipe Flow before development[cfs]: [Q=CaIA]
Qa = 25.1. Pipe Flow after development(cfs]: [Q=CaIA]

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME COSTA COURT
LOCATION OUTFACE DITCH STA 6+00
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
C~10 = 10.9 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.0754 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 2.13 Require Value
v = 3.89 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.785 3.418675 6.96 0.49 2.13
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
W10 = 21.8 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.0754 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 4.26 Require Value
v = 4.81 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 1.086 5.710188 8.87 0.64 4.26

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME COSTA COURT
LOCATION OUTFACE DITCH STA 6+00
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
Q25 = 12.6 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.0754 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 2.46 Require Value
v = 4.07 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 .0.841 3.803843 7.32 0.52 2.46
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
Q25 = 25.1 Design Discharge (cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.0754 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 4.91 Require Value
v = 5.02 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 1.159 6.347843 9.33 0.68 4.91

STORMWATER RUNOFF PROGRAM
Rational Method for Drainage Areas less than 2 sq mi [1300 ac]
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME CHATEAU COURT
LOCATION OUTFACE DITCH STA 6+25
g = 195 Local Intensity eqn coeff 10 YR Storm
h = 22 Local Intensity eqn coeff
A = 2.84 Watershed Area (acres)
H = 28 Height of most remote point above outlet [ft]
L = 900 Hydraulic Length [ft]
Cb = 0.20 Composite runoff coeff before development
Ca = 0.40 Composite runoff coeff after development
Tc = 6 Time of Concentration [min] [Kirpich]
I = 7.1 Rainfall Intensity [in/hr]: [1=g/(h+T)]
Qb = 4.0 Pipe Flow before development[cfs]: [Q=CaIA]
Qa = 8.1 Pipe Flow after development[cfs]: [Q=CaIA]
g = 232 Local Intensity eqn coeff 25 YR Storm
h = 23 Local Intensity eqn coeff
A = 2.84 Watershed Area (acres)
H = 28 Height of most remote point above outlet [ft]
L = 900 Hydraulic Length [ft]
Cb = 0.20 Composite runoff coeff before development
Ca = 0.40 Composite runoff coeff after development
Tc = 6 Time of Concentration (min] [Kirpich]
I = 8.1 Rainfall Intensity [in/hr]: [1=g/(h+T)]
Qb = 4.6 Pipe Flow before development[cfs]: [Q=CaIA]
Qa = 9.3 Pipe Flow after development[cfs]: [Q=CaIA]

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME CHATEAU COURT
LOCATION OUTFACE DITCH STA 6+25
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
Q10 = 4 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.057 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.90 Require Value
v = 2.56 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.515 1.825675 5.26 0.35 0.90
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
Q10 = 8.1 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.057 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 1.82 Require Value
v = 3.21 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.729 3.052323 6.61 0.46 1.82

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME CHATEAU COURT
LOCATION OUTFACE DITCH STA 6+25
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
Q25 = 4.6 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.057 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 1.03 Require Value
v = 2.70 Water Vel of Normal Depth Section (ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.55 2.0075 5.48 0.37 1.03
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
Q25 = 9.3 Design Discharge (cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.057 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 2.09 Require Value
v = 3.36 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.779 3.378523 6.93 0.49 2.09

STORMWATER RUNOFF PROGRAM
Rational Method for Drainage Areas less than 2 sq mi [1300 ac]
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME CHATEAU COURT
LOCATION OUTFACE DITCH STA 11+25
g = 195 Local Intensity eqn coeff 10 YR Storm
h = 22 Local Intensity eqn coeff
A = 1.52 Watershed Area (acres)
H = 14 Height of most remote point above outlet [ft]
L = 400 Hydraulic Length [ft]
Cb = 0.20 Composite runoff coeff before development
Ca = 0.40 Composite runoff coeff after development
Tc = 5 Time of Concentration [min] [Kirpich]
I = 7.2 Rainfall Intensity [in/hr]: [1=g/(h+T)]
Qb = 2.2 Pipe Flow before development[cfs]: [Q=CaIA]
Qa = 4.4 Pipe Flow after development[cfs]: [Q=CaIA]
g = 232 Local Intensity eqn coeff 25 YR Storm
h = 23 Local Intensity eqn coeff
A = 1.52 Watershed Area (acres)
H = 14 Height of most remote point above outlet [ft]
L = 400 Hydraulic Length [ft]
Cb = 0.20 Composite runoff coeff before development
Ca = 0.40 Composite runoff coeff after development
Tc = 5 Time of Concentration [min] [Kirpich]
I = 8.3 Rainfall Intensity [inlhr]: [1=g!(h+T)]
Qb = 2.5 Pipe Flow before development[cfs]: [Q=CaIA]
Qa = 5.1 Pipe Flow after development[cfs]: [Q=CaIA]

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME CHATEAU COURT
LOCATION OUTFACE DITCH STA 11+25
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
Q10 = 2.2 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.04 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.59 Require Value
v = 1.87 Water Vel of Normal Depth Section [ff/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.416 1.351168 4.63 0.29 0.59
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
Q10 = 4.4 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.04 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 1.18 Require Value
v = 2.35 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.59 2.2243 5.73 0.39 1.18

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME CHATEAU COURT
LOCATION OUTFACE DITCH STA 11+25
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
Q25 = 2.5 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.04 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.67 Require Value
v = 1.96 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.443 1.474747 4.80 0.31 0.67
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
Q25 = 5.1 Design Discharge (cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.04 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 1.37 Require Value
v = 2.46 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.635 2.479675 6.02 0.41 1.37

STORMWATER RUNOFF PROGRAM
Rational Method for Drainage Areas less than 2 sq mi [1300 ac]
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME CHATEAU COURT
LOCATION OUTFACE DITCH STA 16+00
g = 195 Local Intensity eqn coeff
h = 22 Local Intensity eqn coeff
A = 0.20 Watershed Area (acres)
H = 12 Height of most remote point above outlet [ft]
L = 250 Hydraulic Length [ft]
Cb = 0.20 Composite runoff coeff before development
Ca = 0.40 Composite runoff coeff after development
Tc = 5 Time of Concentration [min] [Kirpich]
I = 7.2 Rainfall Intensity [in/hr]: [1=g/(h+T)]
Qb = 0.3 Pipe Flow before development[cfs]: [Q=CaIA]
Qa = 0.6 Pipe Flow after development(cfs]: [Q=CaIA]
g = 232 Local Intensity eqn coeff
h = 23 Local Intensity eqn coeff
A = 0.20 Watershed Area (acres)
H = 12 Height of most remote point above outlet [ft)
L = 250 Hydraulic Length [ft]
Cb = 0.20 Composite runoff coeff before development
Ca = 0.40 Composite runoff coeff after development
Tc = 5 Time of Concentration [min] [Kirpich]
I = 8.3 Rainfall Intensity [in/hr]: [1=g/(h+T))
Qb = 0.3 Pipe Flow before development[cfs]: [Q=CaIA]
Qa = 0.7 Pipe Flow after development[cfs]: (Q=CaIA]
10 YR Storm
25 YR Storm

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME CHATEAU COURT
LOCATION OUTFACE DITCH STA 16+00
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
Q10 = 0.3 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.095 Longitudinal Channel Slope [ftJft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.05 Require Value
v = 1.36 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.1 0.23 2.63 0.09 0.05
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
Q10 = 0.6 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.095 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.10 Require Value
v = 1.60 Water Vel of Normal Depth Section [ftlsec]
1 2 3 4 5 6
B Y A P R Zav
2 0-.161 0.399763 3.02 0.13 0.10

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME CHATEAU COURT
LOCATION OUTFACE DITCH STA 16+00
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
(~25 = 0.3 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.095 Longitudinal Channel Slope [ftlft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.05 Require Value
v = 1.36 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.1 0.23 2.63 0.09 0.05
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
Q25 = 0.7 Design Discharge [cfs)
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.095 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel (ft]
Zreq = 0.12 Require Value
v = 1.67 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.178 0.451052 3.13. 0.14 0.12

STORMWATER RUNOFF PROGRAM
Rational Method for Drainage Areas less than 2 sq mi; [1300 ac]
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME CHATEAU COURT
LOCATION OUTFACE DITCH STA 21+0
g = 195 Local Intensity eqn coeff
h = 22 Local Intensity eqn coeff
A = 1.43 Watershed Area (acres)
H = 44 Height of most remote point bone outlet [ft]
L = 500 Hydraulic Length [ft]
Cb = 0.20 Composite runoff coeff befor e development
Ca = 0.40 Composite runoff coeff after development
Tc = 5 Time of Concentration [min] Kirpich]
I = 7.2 Rainfall Intensity [in/hr]: [I=g (h+T)]
Qb = 2.1 Pipe Flow before developme t[cfs]: [Q=CaIA]
Qa = 4.2 Pipe Flow after development
I cfs]: [Q=CaIA]
i
g = 232 Local Intensity eqn coeff
h = 23 Local Intensity eqn coeff
A = 1.43 Watershed Area (acres)
H = 44 Height of most remote point bove outlet [ft]
L = 500 Hydraulic Length [ft]
Cb = 0.20 Composite runoff coeff befo a development
Ca = 0.40 Composite runoff coeff after development
Tc = 5 Time of Concentration [min] [Kirpich]
I = 8.3 Rainfall Intensity [inlhr]: [1= (h+T)]
Qb = 2.4 Pipe Flow before developm nt[cfs]: [Q=CaIA]
Qa = 4.8 Pipe Fiow after developmen [cfs]: [Q=CaIA]
10 YR Storm
25 YR Storm

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME CHATEAU COURT
LOCATION OUTFACE DITCH STA 21+00
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
Q10 = 2.1 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.0317 Longitudinal Channel Slope [ftlft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.63 Require Value
v = 1.71 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.43 1.4147 4.72 0.30 0.63
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
Q10 = 4.2 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.0317 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 1.27 Require Value
v = 2.13 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.612 2.347632 5.87 0.40 1.27

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME CHATEAU COURT
LOCATION OUTFACE DITCH STA 21+00
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
Q25 = 2.4 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.0317 Longitudinal Channel Slope [ff/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.72 Require Value
v = 1.79 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.46 1.5548 4.91 0.32 0.72
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
Q25 = 4.8 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.0317. Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 1.45 Require Value
v = 2.22 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.653 2.585227 6.13 0.42 1.45

STORMWATER RUNOFF PROGRAM
Rational Method for Drainage Areas less than 2 sq mi [1300 ac]
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME VERCELLI DRIVE
LOCATION OUTFACE DITCH STA 7+00
g = 195 Local Intensity eqn coeff
h = 22 Local Intensity eqn coeff
A = 0.78 Watershed Area (acres)
H = 24 Height of most remote point above outlet [ft]
L = 500 Hydraulic Length [ft]
Cb = 0.22 Composite runoff coeff before development
Ca = 0.40 Composite runoff coeff after development
Tc = 5 Time of Concentration [min] [Kirpich]
I = 7.2 Rainfall Intensity [in/hr]: [1=g/(h+T)]
Qb = 1.2 Pipe Flow before development[cfs]: [Q=CaIA]
Qa = 2.3 Pipe Flow after development[cfs]: [Q=CaIA]
g = 232 Local Intensity eqn coeff
h = 23 Local Intensity eqn coeff
A = 0.78 Watershed Area (acres)
H = 24 Height of most remote point above outlet [ft]
L = 500 Hydraulic Length [ft]
Cb = 0.22 Composite runoff coeff before development
Ca = 0.40 Composite runoff coeff after development
Tc = 5 Time of Concentration [min] [Kirpich]
I = 8.3 Rainfall Intensity [in/hr]: [1=g/(h+T)]
Qb = 1.4 Pipe Flow before development[cfs]: [Q=CaIA]
Qa = 2.6 Pipe Flow after development[cfs]: [Q=CaIA]
10 YR Storm
25 YR Storm

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME VERCELLI DRIVE
LOCATION OUTFACE DITCH STA 7+00
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
C~10 = 1.2 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.0655 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.25 Require Value
v = 1.83 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.26 0.7228 3.64 0.20 0.25
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
Q10 = 2.3 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.0655 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.48 Require Value
v = 2.24 Water Vel of Normal Depth Section [ftlsec]
1 2 3 4 5 6
B Y A P R Zav
2 0.374 1.167628 4.37 0.27 0.48

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME VERCELLI DRIVE
LOCATION OUTFACE DITCH STA 7+00
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
Q25 = 1.4 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.0655 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.29 Require Value
v = 1.91 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.285 0.813675 3.80 0.21 0.29
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
Q25 = 2.6 Design Discharge (cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.0655 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.55 Require Value
v = 2.31 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.401 1.284403 4.54 0.28 0.55

STORMWATER RUNOFF PROGRAM
Rational Method for Drainage Areas less than 2 sq mi [1300 ac]
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME VERCELLI DRIVE
LOCATION OUTFACE DITCH STA 8+50
g = 195 Local Intensity eqn coeff 10 YR Storm
h = 22 Local Intensity eqn coeff
A = 6.19 Watershed Area (acres)
H = 30 Height of most remote point above outlet [ft]
L = 1000 Hydraulic Length [ft]
Cb = 0.22 Composite runoff coeff before development
Ca = 0.40 Composite runoff coeff after development
Tc = 6 Time of Concentration [min] [Kirpich]
I = 6.9 Rainfall Intensity [in/hr]: [1=g/(h+T)]
Qb = 9.5 Pipe Flow before development[cfs]: [Q=CbIA]
Qa = 17.3 Pipe Flow after development[cfs]: (Q=CaIA]
g = 232 Local Intensity eqn coeff 25 YR Storm
h = 23 Local Intensity eqn coeff
A = 6.19 Watershed Area (acres)
H = 30 Height of most remote point above outlet [ft]
L = 1000 Hydraulic Length [ft]
Cb = 0.22 Composite runoff coeff before development
Ca = 0.40 Composite runoff coeff after development
Tc = 6 Time of Concentration [min] [Kirpich]
I = 8.0 Rainfall Intensity [in/hr]: [1=g/(h+T)]
Qb = 10.9 Pipe Flow before development[cfs]: [Q=CbIA]
Qa = 19.9 Pipe Flow after development[cfs]: [Q=CaIA]

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME VERCELLI DRIVE
LOCATION OUTFACE DITCH STA 8+50
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
Q10 = 9.5 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.012 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 4.66 Require Value
v = 1.97 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 1.132 6.108272 9.16 0.67 4.66
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
Q10 = 17.3 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.012 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 8.48 Require Value
v = 2.36 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 1.48 9.5312 11.36 0.84 8.48

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME VERCELLI DRIVE
LOCATION OUTFACE DITCH STA 8+50
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
Q25 = 10.9 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.012 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 5.34 Require Value
v = 2.05 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 1.204 6.756848 9.61 0.70 5.34
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
Q25 = 19.9 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.012 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 9.75 Require Value
v = 2.46 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R
2 1.574 10.580428 11.95 0.89
Zav
9.75

STORMWATER RUNOFF PROGRAM
Rational Method for Drainage Areas less than 2 sq mi [1300 ac]
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME VERCELLI DRIVE
LOCATION OUTFACE DITCH STA 12+25
g = 195 Local Intensity eqn coeff 10 YR Storm
h = 22 Local Intensity eqn coeff
A = 11.28 Watershed Area (acres)
H = 54 Height of most remote point above outlet [ft]
L = 1450 Hydraulic Length [ft]
Cb = 0.22 Composite runoff coeff before development
Ca = 0.40 Composite runoff coeff after development
Tc = 8 Time of Concentration [min] [Kirpich]
I = 6.6 Rainfall Intensity (in/hr]: [1=g/(h+T)]
Qb = 16.5 Pipe Flow before development[cfs]: [Q=CaIA]
Qa = 30.0 Pipe Flow after development[cfs]: (Q=CaIA]
g = 232 Local Intensity eqn coeff 25 YR Storm
h = 23 Local Intensity eqn coeff
A = 11.28 Watershed Area (acres)
H = 54 Height of most remote point above outlet [ft]
L = 1450 Hydraulic Length [ft]
Cb = 0.22 Composite runoff coeff before development
Ca = 0.40 Composite runoff coeff after development
Tc = 8 Time of Concentration [min] [Kirpich]
I = 7.6 Rainfall Intensity [in/hr]: [I=g/(h+T)]
Qb = 19.0 Pipe Flow before development[cfs]: [Q=CaIA]
Qa = 34.6 Pipe Flow after development[cfs]: [Q=CaIA]

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME VERCELLI DRIVE
LOCATION OUTFACE DITCH STA 12+25
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
Q10 = 16.5 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.04 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 4.43 Require Value
v = 3.54 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 1.106 5.881708 8.99 0.65 4.43
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
Q10 = 30 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.04 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 8.05 Require Value
v = 4.24 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 1.4465 9.17008675 11.15 0.82 8.05

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME VERCELLI DRIVE
LOCATION OUTFACE DITCH STA 12+25
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
Q25 = 19 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.04 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 5.10 Require Value
v = 3.70 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 1.179 6.528123 9.46 0.69 5.10
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
Q25 = 34.6 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.04 Longitudinal Channel Slope [ftlft]
B = 2 Bottom Width of Channel [ft]
Zreq = 9.29 Require Value
v = 4.42 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 1.541 10.206043 11.75 0.87 9.29

STORMWATER RUNOFF PROGRAM
Rational Method for Drainage Areas less than 2 sq mi [1300 ac]
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME SICILLY DRIVE
LOCATION OUTFACE DITCH STA 0+75
g = 195 Local Intensity eqn coeff
h = 22 Local Intensity eqn coeff
A = 7.46 Watershed Area (acres)
H = 40 Height of most remote point above outlet [ft]
L = 1400 Hydraulic Length [ft]
Cb = 0.22 Composite runoff coeff before development
Ca = 0.40 Composite runoff coeff after development
Tc = 8 Time of Concentration [min] [Kirpich]
I = 6.5 Rainfall Intensity [in/hr]: [I=g!(h+T)]
Qb = 10.7 Pipe Flow before development[cfs]: [Q=CaIA]
Qa = 19.5 Pipe Flow after development[cfs]: [Q=CaIA]
g = 232 Local Intensity eqn coeff
h = 23 Local Intensity eqn coeff
A = 7.46 Watershed Area (acres)
H = 40 Height of most remote point above outlet [ft]
L = 1400 Hydraulic Length [ft]
Cb = 0.22 Composite runoff coeff before development
Ca = 0.40 Composite runoff coeff after development
Tc = 8 Time of Concentration [min] [Kirpich]
I = 7.5 Rainfall Intensity [in/hr]: [1=g/(h+T)]
Qb = 12.3 Pipe Flow before development[cfs]: [Q=CaIA]
Qa = 22.4 Pipe Flow after development[cfs]: [Q=CaIA]
10 YR Storm
25 YR Storm

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME SICILLY DRIVE
LOCATION OUTFACE DITCH STA 0+75
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
Q10 = 10.7 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.012 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 5.24 Require Value
v = 2.04 Water Vel of Normal Depth Section [ftlsec]
1 2 3 4 5 6
B Y A P R Zav
2 1.194 6.664908 9.55 0.70 5.24
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
Q10 = 19.5 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.012 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 9.56 Require Value
v = 2.44 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 1.56 10.4208 11.87 0.88 9.56

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME SICILLY DRIVE
LOCATION OUTFACE DITCH STA 0+75
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
Q25 = 12.3 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.012 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 6.03 Require Value
v = 2.13 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 1.272 7.397952 10.04 0.74 6.03
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
Q25 = 22.4 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.012 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 10.98 Require Value
v = 2.54 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 1.6575 11.5569188 12.48 0.93 10.98

STORMWATER RUNOFF PROGRAM
Rational Method for Drainage Areas less than 2 sq mi [1300 ac]
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME SICILLY DRIVE
LOCATION OUTFACE DITCH STA 4+00
g = 195 Local Intensity eqn coeff 10 YR Storm
h = 22 Local Intensity eqn coeff
A = 1.07 Watershed Area (acres)
H = 12 Height of most remote point above outlet [ft]
L = 450 Hydraulic Length [ft]
Cb = 0.22 Composite runoff coeff before development
Ca = 0.40 Composite runoff coeff after development
Tc = 5 Time of Concentration [min] [Kirpich]
I = 7.2 Rainfall Intensity (in/hr]: [1=g/(h+T)]
Qb = 1.7 Pipe Flow before development[cfs]: [Q=CaIA]
Qa = 3.1 Pipe Flow after development[cfs]: [Q=CaIA]
g = 232 Local Intensity eqn coeff 25 YR Storm
h = 23 Local Intensity eqn coeff
A = 1.07 Watershed Area (acres)
H = 12 Height of most remote point above outlet [ft]
L = 450 Hydraulic Length [ft]
Cb = 0.22 Composite runoff coeff before development
Ca = 0.40 Composite runoff coeff after development
Tc = 5 Time of Concentration [min] [Kirpich]
I = 8.3 Rainfall Intensity [inlhr]: [1=g/(h+T)]
C1b = 2.0 Pipe Flow before development[cfs]: [Q=CaIA]
Qa = 3.6 Pipe Flow after development(cfs]: [Q=CaIA]

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME SICILLY DRIVE
LOCATION OUTFACE DITCH STA 4+00
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
Q10 = 1.7 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.0533 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.40 Require Value
v = 1.87 Water Vel of Normal Depth Section [ftlsec]
1 2 3 4 5 6
B Y A P R Zav
2 0.34 1.0268 4.15 0.25 0.40
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
(~10 = 3.1 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.0533 Longitudinal Channel Slope (ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.72 Require Value
v = 2.31 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.46 1.5548 4.91 0.32 0.72

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME SICILLY DRIVE
LOCATION OUTFACE DITCH STA 4+00
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
Q25 = 2 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.0533 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.47 Require Value
v = 1.97 Water Vel of Normal Depth Section [ftlsec]
1 2 3 4 5 6
B Y A P R Zav
2 0.37 1.1507 4.34 0.27 0.47
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
Q25 = 3.6 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.0533 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 0.84 Require Value
v = 2.41 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.498 1.740012 5.15 0.34 0.84

STORMWATER RUNOFF PROGRAM
Rational Method for Drainage Areas less than 2 sq mi [1300 ac]
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME SICILLY DRIVE
LOCATION OUTFACE DITCH STA 9+50
g = 195 Local Intensity eqn coeff 10 YR Storm
h = 22 Local Intensity eqn coeff
A = 4.15 Watershed Area (acres)
H = 42 Height of most remote point above outlet [ft]
L = 550 Hydraulic Length [ft]
Cb = 0.22 Composite runoff coeff before development
Ca = 0.40 Composite runoff coeff after development
Tc = 5 Time of Concentration [min] [Kirpich]
I = 7.2 Rainfall Intensity [in/hr]: [1=g/(h+T)]
Qb = 6.6 Pipe Flow before development[cfs]: [Q=CaIA]
Qa = 12.1 Pipe Flow after development[cfs]: [Q=CaIA]
g = 232 Local Intensity eqn coeff 25 YR Storm
h = 23 Local Intensity eqn coeff
A = 4.15 Watershed Area (acres)
H = 42 Height of most remote point above outlet [ft]
L = 550 Hydraulic Length [ft]
Cb = 0.22 Composite runoff coeff before development
Ca = 0.40 Composite runoff coeff after development
Tc = 5 Time of Concentration [min] [Kirpich]
I = 8.3 Rainfall Intensity [in/hr]: [1=g/(h+T)]
Qb = 7.6 Pipe Flow before development[cfs]: [Q=CaIA]
Qa = 13.9 Pipe Flow after development[cfs]: [Q=CaIA]

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME SICILLY DRIVE
LOCATION OUTFACE DITCH STA 9+50
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
Q10 = 6.6 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.0635 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 1.41 Require Value
v = 3.12 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.644 2.532208 6.07 0.42 1.41
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
Q10 = 12.1 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.0635 Longitudinal Channel Slope [ff!ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 2.58 Require Value
v = 3.78 Water Vel of Normal Depth Section (ftlsec]
1 2 3 4 5 6
B Y A P R Zav
2 0.861 3.945963 7.45 0.53 2.58

TRAPEZOIDAL CHANNELS
PROJECT NUMBER 05-045
SUBDIVISION NAME PORTOFINO PHASE 1
STREET NAME SICILLY DRIVE
LOCATION OUTFACE DITCH STA 9+50
NORMAL DEPTH SECTION -BEFORE DEVELOPMENT
Q25 = 7.6 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.0635 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel (ft]
Zreq = 1.62 Require Value
v = 3.27 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 6
B Y A P R Zav
2 0.688 2.796032 6.35 0.44 1.62
NORMAL DEPTH SECTION -AFTER DEVELOPMENT
Q25 = 13.9 Design Discharge [cfs]
M = 3 Horizontal Component of Side Slope
n = 0.08 Manning Roughness Coefficient
s = 0.0635 Longitudinal Channel Slope [ft/ft]
B = 2 Bottom Width of Channel [ft]
Zreq = 2.96 Require Value
v = 3.95 Water Vel of Normal Depth Section [ft/sec]
1 2 3 4 5 g
B Y A P R Zav
2 0.918 4.364172 7.81 0.56 2.96

~. xp o ~- x, 2 2
PORTO FINO LEVEL SPREADERS 1-12
OPERATION AND MAINTENANCE AGREEMENT
The level spreader is defined as an elongated, level threshold, designed to diffuse stormwater runoff.
Maintenance activities shall be performed as follows:
1. After construction and until vegetation has been established, level spreaders(s) shall be inspected after
every rainfall. Thereafter, level spreader(s) shall be inspected at least every month and more
frequently during the fall season and after heavy rainfall events:
a. Accumulated sediment, leaves, and trash shall be removed, and repairs made if required.
b. Inspect level spreader(s) for evidence of scour, undercutting, settlement of the structure, and
concentrated flows downhill from the level spreader(s).
c. A level elevation shall be maintained across the entire flow-spreading structure at all times.
Repair or replace the level spreader if it is damaged.
d. Mow vegetative cover to a height of six (6) inches and prune plants if they cover over half of the
level spreader surface.
e. Repair eroded areas and replace/replant dead or damaged vegetation.
2. The contractor should avoid the placement of any material on and prevent construction traffic across
the structure. If the measure is damaged by construction traffic, it shall be repaired immediately.
3. Inspect and repair the collection system (e.g., catch basins, pipes, swales, riprap) four (4) times a year
to maintain proper functioning.

I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance
procedures listed within. I agree to notify DWQ of any problems with the system or prior to any changes to the
system or responsible party.
Print name: Robert Bailey. Walthom Group
Title: Project Manager
Address: 442 '/z East Main Street. Clayton. NC 27520
Phone
Signatu
c
Date: ~ - ~~ ~~ ~
I, I,IP~~f `a~Z ~• 1-UpL~- , a Notary Public for the State of ~~~~ ~-~2fl-!//l~>..~ ,
County of ha2sf~a-~ , do hereby certify that ~Zol~,~ 1V. ~3cu f P,c~
personally appeared before me this 1l~day of ~`VkC~ ` p~6? ,and acknowledge the due
execution of the forgoing stormwater management facility maintenance requirements. Witness my hand and
official seal, ~~ ~~
``~~G~~ESTE/[,j ~,,~~
O
~ N ~ T"~9~ N~~
,Z A~gLIC
~'r~CN C Nay ~~;
.,,~~~OU~t~~~~.
- z,
SEAL
My commission expires UC~O(~%~'~ mod, ~-Ol I

PORTO FINO LEVEL SPREADERS 13-15
OPERATION AND MAINTENANCE AGREEMENT
The level spreader is defined as an elongated, level threshold, designed to diffuse stormwater runoff.
Maintenance activities shall be performed as follows:
1. After construction and until vegetation has been established, level spreaders(s) shall be inspected after
every rainfall. Thereafter, level spreader(s) shall be inspected at least every month and more
frequently during the fall season and after heavy rainfall events:
a. Accumulated sediment, leaves, and trash shall be removed, and repairs made if required.
b. Inspect level spreader(s) for evidence of scour, undercutting, settlement of the structure, and
concentrated flows downhill from the level spreader(s).
c. A level elevation shall be maintained across the entire flow-spreading structure at all times.
Repair or replace the level spreader if it is damaged.
d. Mow vegetative cover to a height of six (6) inches and prune plants if they cover over half of the
level spreader surface.
e. Repair eroded areas and replace/replant dead or damaged vegetation.
2. The contractor should avoid the placement of any material on and prevent construction traffic across
the structure. If the measure is damaged by construction traffic, it shall be repaired immediately.
3. Inspect and repair the collection system (e.g., catch basins, pipes, swales, riprap) four (4) times a year
to maintain proper functioning.

I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance
procedures listed within. I agree to notify DWQ of any problems with the system or prior to any changes to the
system or responsible party.
Print name: Robert Bailey, Walthom Group
Title: Project Manager
Addn
Phon
Sign
Date
I, C~./eSt~ -~ • ~ap~-z , a Notary Public for the State of ~ ov~-v~ ("QI`olrv~~.. ,
County of ) ~l~F~~~h--~ , do hereby certify that ~.'Itlert,~ ~. ~Ua ~~c~
personally appeared before me this l 1~ day of se,~ 03~ ,and acknowledge the due
execution of the forgoing stormwater management facility maintenance requirements.
official seal, C~fiCXb~-ti' '}~„_ ci~~~~
G ~,o ;
,~-
_~ -
=0 A
-y UQLtG V:'
=~s ?:
~.
~~ COON ~~
Witness my hand and
SEAL
My commission expires ~G~~7 a ~ , ~~ i l

L euc ~ Sp~~~a<<s ~
MATERIAL
STAPLED
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BURIED
6" MIN

VEGETATED ~~-~
DNERSION W y
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W GRADFr
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STABLE a W W W a ~C W W y '` STABILIZED
UNDISTURBED W W W ) W ~ SLOPE
OUTLET W W W W W L W W
~Y W d' i `Y i- W i W' -
W W W - W ~Y ~' W ~-' '~' y .
MINIMUM DtMENSiON~
DESIGN FLOW ENTRANCE -END
NUMBER (CFS) WIDTH DEPTH WIDTH LENGTH
~
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~ 3.48 10' 0.5' 3' 45'
2 1.47 10' 0.5' 3' ~ 9'
3 0.57 1 O' 0.5' 3' ~'
4 1.14 10' 0.5' 3' 15'
g 0.45 10' 0.5' 3' 6'
g 0.92 1 O' 0.5' 3' 12'
7 0.45 10' 0.5' 3' s'
g 0.55 10' 0.5' 3' T
CONVENTIONAL LEVEL SPREADER DETAIL
NTs
NOTE: DETAIL PROVIDED 81f N.C.D.E.N.R. -LAND QUALITY SECTION
EROSION AND SEDIMENT CONTROL PLANNING .AND DESIGN MANUAL.
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9-~
MATERIAL
STAPLED IN
PLACE _~
LEVEL LIP '
OF SPREADER
BURIED
6" MIN
VEGETATED - - ''"""""4
DNERSION i i i
~ i i TRANSITION
_ TO 0
. _ i ryRADEW
'_ Y i i i
• ~• i •.i i i / I i i i i
i i i i i i J( / i i i
STABLE i i i i i ~( i i i STABILIZED
UNDISTURBED i i i + i ~) a i + SLOPE
OUTLET i- i i i i i ~ `` i i ~Y i
- i i i i i i i i ~~``~ / i i i
i i i ~Y i i i i i
i i i i i i i i i/
i i i i i W i i i i - -
i W i i i i i
MINIMUM DIMENSIONS
DESIGN FLOW ENTRANCE -END
NUMBER (CFS) WIDTH DEPTH WIDTH LENGTH
g 0.35 1 O' 0.5' 3' S'
10 0.35 10' 0.5' 3' S'
11 0.69 10' 0.5' 3' 9'
12 0.97 10' 0.5' 3' 13'
CON11'ENTiONAL LEVEL SPREADER DETAIL
NTS -
NOTE: DETAIL PROVIDED BY N.C.D.E.N.R. -LAND QUAIRY SECTION
EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL.
~~
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