20070503 Ver 1_401 Application_20070307

SINCE
FROEHLING & ROBERTSON, INC.
O GEOTECHNICAL .ENVIRONMENTAL .MATERIALS
a ENGINEERS .LABORATORIES
"OVER ONE HUNDRED YEARS OF SERVICE"
R
1 s e 1 310 Hubert Street
Raleigh, North Carolina 27603
Telephone: [phone] c ~ M ~ ~ CJ„ 03
Fax:[phone] GX--~ 1
To: NC DWQ
Express Permit Review
2321 Crabtree Blvd
Raleigh, NC 27604
Attn: Cynthia Van Der Weile
We are sending you
The following items:
^ Engineering Reports
^ Test Reports
^/ Attached
^ Prints
^ Samples
MAIN OFFICE AND LABORATORIES
3015 DUMBARTON ROAD
RICHMOND, VIRGINIA 23228
PHONE: [phone]
FAX: [phone]
Date: March 23, 2007
F&R No.: G66-273GE
Reference: WCPSS E22
PAYMENT
RECEIVED
^ Under separate cover via
^ Copy of Letter
^ Contract
^ Plans
^ Other:
COPIES DATE NO. DESCRIPTION
5 3-23-07 PCN for express Review
I `' ~'~ttr~ -f~~c-~u ~Ow~

Remarks:
MAR ~ 6 20Q7
1+~7lAND~ ~Vp STO~RMWAT~RIl3
Distribution:
-,
a~~~ r ~-s~~~'r~a~~
~'~~u
Signed
Form No. 1027

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 ~ are checklist items. The following ite correspond to
the numbering system on the Pre-Construction Notification Form (PCN): ~~~
MqR ~ 6 2D ~;;`
~ ~J~i~r` QJ
IMPORTANT: USE CHECK BOXES TO TRACK PROJECT INFORMAT~ ~`~`'1t
~~rA~R I~ru}"f~'
-''^~Cy

SECTION I. PROCESSING
1 8~ 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.
Attach the USACE Approval if you have it.
pS 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.
N/A a 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(17 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. ~ 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:

3
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-
outsite 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
iurisdictional and non-iurisdictional 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.

4
Wetland Impacts (on the site plan):
Precise grading and final elevation contours must be provided. Existing vegetation and
any clearing must be specified.
N/A ^ All subsurface utility lines must indicate the location of anti-seep collars. Construction
detail for anti-seep collars must be provided.
t~ Roadway or other crossings of riparian wetlands may require floodway culverts to
maintain existing hydrological conditions.
N'~ 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.
u~ 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:
N~ 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.
N/A 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.
N/A^ 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.
N/A _ 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.

5
~ 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.
N/A^ 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: N/A
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.
^ 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 DWO # once it is provided.
N/A^ 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 DWO 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
N/Au 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.
~ Please include all proposed temporary impacts.

^ 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 DWO
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.
n0 ^ Are there any stream crossings at angles less than 75° or greater than 105°?
no ~ Are there any stream crossings that cross two streams above or at the confluence of those
streams?
n0^ Are there any stream, wetland, water, and/or buffer impacts other than perpendicular road
crossing near the edges of the property?
no^ Can the stream be relocated as a natural channel design as opposed to culverted or
otherwise filled?
I10 ^ Is any single stream crossed more than once?
n0 ^ Can property access routes be moved or reduced to avoid stream, wetland, water, and
buffer impacts?
n0^ Can a building, parking lot, etc. be realigned to avoid impacts?
n0 ~.-! Can the site layout be reconfigured to avoid impacts?
flp^ Can headwalls or steeper side slopes be used to avoid/minimize impacts?

no::~ Can a retaining wall be used to avoid/minimize impacts?
N/A~ Can cul de sacs be used in place of a crossing?
N/A^ 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:
yr You may provide a nitrogen removing measure such as a forested filter strip,
grassed swale, stormwater wetland, etc. The measure employed should be

designed according to the NC DENR Stormwater Best Management Practices
Manual or other DWQ Guidance available at
http://h2o.enr.state.nc.us/ncwetlands/regcert.html. After the nitrogen is treated, the
stormwater can be directly conveyed through the buffer with written DWQ approval.
N/A^ 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):
N/A^ 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.enr.state. nc. us/ncwetlands/regcert. html:
~7 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.enr.state.nc.us/ncwetlands/regcert.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:
N/A^ 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:
N/A^ 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
N/A^ Please provide additional impact tables that clearly state the area of impact for each
corresponding impact site.
Variances:
N/A^ 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:
N/A'- 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. 15.84 (acres)
The total built-out impervious acreage 4.33 (acres)
The total area that will be disturbed 8.26 (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.
N/A^ 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.eh nr.state. nc. us/ncwetlands/m itresto. 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
1~ 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.

Office Use Only: Form Version Mazch OS
USACE Action ID No. DWQ No. ~x..p U1 - ~.SD 3
(lf any particulaz item is not applicable to this project, please enter "Not Applicable" or "N/A".)
I. Processing PAYMENT
RECEIVED
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 No. 39 (verified)
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 here: ^
The project site is not located in any of North Caro ' ncp~ ties.
II. Applicant Information ~ l~ ~J D
MAR ~ ~ Z~107
1. Owner/Applicant Information oEwR wA:r~~ G~~l.in
Name: Wake County Public School Systerr~~OST'~~r~Y~
Mailing Address: c/o Timothy Driscoll
Planning and Construction Department
1551 Rock Ouarrv Road
Raleigh, NC 27610
Telephone Number: (919 508-9048 Fax Number: [phone]
E-mail Address: tdriscoll(a~wcpss.net
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: Christopher J. Burkhardt
Company Affiliation: Freehling & Robertson, Inc. (F&R~
Mailing Address: 310 Hubert Street
Raleigh, NC 27603
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: cburkhardt(a~fandr.com
Page 5 of 15

III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: E-22 Access Road
2. T.LP. Project Number or State Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN): PIN # 0735002296
4. Location
County: Wake Nearest Town: Cary
Subdivision name (include phase/lot number): N/A
Directions to site (include road numbers/names, landmarks, etc.): The project site is located
east of Green Level To Durham Road SR1625 and approximately 4,000' south of the
intersection of Green Level To Durham Road and Carpenter Fire Station Road in Cary. Wake
County, North Carolina (please see Figures in Attachments). The access road is being
proposed directly across Green Level to Durham Road from Courtland View RD.
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): 35.81283 °N 78.90068 °W
6. Property size (acres): 15.84 acres
7. Name of nearest receiving body of water: Unnamed Tributary of Panther Creek
Stream Index No. 16-41-1-17-3 WS, IV, NSW
8. River Basin: Cape Fear - 03030002
(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/.)
Page 6 of 15

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 consists of wooded, undeveloped land. The
site is located in a fast rowing-, semi-rural, residential area within the Town of Cary limits.
10. Describe the overall project in detail, including the type of equipment to be used:
The Wake County Public School System is proposing to construct an asphalt road across
an approximately 150 foot wide wetland which includes two separate channels (primary and
secondary) that are part of the same braided stream network. The crossing is part of a larger
plan to construct a new elementary school and future middle school and public parkl on the
site. Construction of the road will take place within a 75 foot wide right of way. The ri hg t of
way will consist of earthen fill, a three lane asphalt paved road, sidewalks, curb and utters,
and underground utilities (water, sewer, and electric). The total impervious surface will be 55
feet wide. An additional 10 feet of grassed fill will also be present on each side of the
proposed road.
One 12 foot wide by 7 foot tall box culvert and one 12 foot wide by 8 foot tall box
culvert, both 145 linear feet long, will be installed side by side at the primary channel
(Stream A). The 8 foot tall culvert will be installed 1 foot below the existing_grade to allow
free water movement and aquatic life passage under the road. The 7 foot tall culvert will be
installed at grade to maintain the natural hydrology of the system as well as revent
constriction of the floodway that may result in aggradation, degradation or si nificant
Chan es in hydrology of the stream and/or wetland. One 36 inch reinforced concrete pipe
measuring 142 feet in length will be installed 6 inches below grade at the secondary channel
(Stream B). In addition a .09 acre diss~ater pad will be placed at the outfall of the two box
All construction activities will be performed in accordance with Best Mana ement
Practices and the NC Sediment and Erosion Control Planning and Design Manual. The
mechanical equipment used during the constriction of the project site will include
conventional earth moving equipment used during development such as excavators,
bulldozers, compactors, and other conventional earthwork construction equipment.
Temporary impacts will include placing approved dewatering devices, clean water dikes,
pumps, and discharge hoses with in the streams and wetlands. These approved dewatering
devises will be used to temporarily divert each of the stream channels through the discharge
hose during the installation of the culverts and ape as well as during a portion of the road
construction process. These dewatering devices will be removed and the area will be
restored to the on ig pal rade (where applicable upon completion of the project. Please see
the attached preliminary construction drawings for additional information.
11. Explain the purpose of the proposed work: The purpose of the proposed E22 Access Road
is to gain access to the proposed E22- Elementary School and future middle school and park
from the main thoroughfare (Durham to Green Level Road). The purpose of the school is to
help alleviate some of the overcrowding with in the school system and provide the local
residents with adequate learning facilities. According to their website, the Wake County
Public School System wined more than 7,500 new students for 2006-07. Estimates show
WCPSS increasing by 40,000 students between 2005 and 2010, bringing total enrollment to
more than 160 000 students.
Page 7 of 15

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. F&R is not awaze of jurisdictional delineations and/or permits that
have been requested and/or obtained for this project in the~ast.
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.
F&R has been informed that future permit requests in connection with this project will be
required. One additional crossingiust north of the current project will be permitted separatel~to
allow access to a planned pazk and future middle school. This crossing is planned for future
development is not part of the present project and is therefore not being_permitted at this time.
F&R assumes that the crossing will be permitted at the appropriate time.
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 sepazately in the tables below (e.g., culvert installation should be listed separately from
riprap dissipater pads). Be sure to indicate if an impact is temporary. All proposed impacts,
permanent and temporary, must be listed, and must be labeled and clearly identifiable on an
accompanying site plan. All wetlands and waters, and all streams (intermittent and perennial)
should be shown on a delineation map, whether or not impacts aze proposed to these systems.
Wetland and stream evaluation and delineation forms should be included as appropriate.
Photographs may be included at the applicant's discretion. If this proposed impact is strictly for
wetland or stream mitigation, list and describe the impact in Section VIII below. If additional
space is needed for listing or description, please attach a separate sheet.
1. Provide a written description of the proposed impacts:
The Wake County Public School System is proposing to construct an asphalt road across an
approximately 150 foot wide wetland which includes two se~azate channels (primary and
secondary) that are part of the same braided stream network. The crossing is part of a larger
plan to construct a new middle school and elementary school on the site. Construction of the
road will take place within a 75 foot wide right of way. The right of way will consist of
earthen fill, a three lane asphalt paved road sidewalks curb and gutters, and under rg_ound
Page 8 of 15

utilities (water, sewer, and electric). The total impervious surface will be 55 feet wide. An
additional 10 feet of grassed fill will also be present on each side of the proposed road.
One 12 foot wide by 7 foot tall box culvert and one 12 foot wide by 8 foot tall box culvert,
both 145 linear feet long, will be installed side by side at the primary channel (Stream A~.
The 8 foot tall culvert will be installed 1 foot below the existing grade to allow free water
movement and aquatic life passage under the road. The 7 foot tall culvert will be installed at
grade to maintain the natural hydrology of the system as well as prevent constriction of the
0o way at may resu t in aggra ahon~e~rac~ation or sigm scant c an eg s m-~-hydro~gy o~
the stream and/or wetland. One 36 inch reinforced concrete ape measuring 142 feet in length
will be installed 6 inches below grade at the secondary channel (Stream B). In addition a .09
acre dissipater pad will be placed at the outfall of the two box culverts.
Temporary impacts will include placing approved dewatering devices, clean water dikes,
pumps, and discharge hoses with in the streams and wetlands. These approved dewatering
devises will be used to temporazily divert each of the stream channels through the discharge
hose during the installation of the culverts and ape as well as during_a portion of the road
construction process. These dewatering devices will be removed and the azea will be
restored to the on ig nal rade (where ap lip cable~pon completion of the project. Please see
the attached preliminary construction drawings for additional information.
2. Individually list wetland impacts. Types of impacts include, but are not limited to
mechanized clearing, grading, fill, excavation, flooding, ditching/drainage, etc. For dams,
separately list impacts due to both structure and flooding.
Wetland Impact Type of Wetland Located within Distance to Area of
Site Number Type of Impact (e.g., forested, marsh 100-year Nearest Impact
(indicate on map) ,
herbaceous, bog, etc.) Floodplain Stream (acres)
es/no linear feet
A Permanent Crossing Forested Yes 0' 0
360
fill / riprap .
B Permanent
12'x7' Box Culvert Forested Yes 0' 0.040
C Permanent
Dissipater Pad Forested Yes 0' 0.085

D Dewatering devices
Forested
Yes
0'
0.004
(temporary impact)
Total Wetland Impact (acres) 0.489
3. List the total acreage (estimated) of all existing wetlands on the property: ~10 acres
4. Individually list all intermittent and perennial stream impacts. Be sure to identify temporary
impacts. Stream impacts include, but are not limited to placement of fill or culverts, dam
construction, flooding, relocation, stabilization activities (e.g., cement walls, rip-rap, crib
walls, gabions, etc.), excavation,. ditching/straightening, etc. If stream relocation is proposed,
plans and profiles showing the linear footprint for both the original and relocated streams
must be included. To calculate acreage, multiply length X width, then divide by 43,560.
Page 9 of 15

Stream Impact Average Impact Area of
Number Stream Name Type of Impact Perennial or Stream Width Length Impact

indicate on ma Intermittent?
Before Im act
linear feet
acres
1 Permanent 36" Reinforced ' '

UT Panther Creek
Concrete Pipe perennial 2 166 0.0076
2 Permanent
UT Panther Creek 12'x8' Box Culvert Perennial 2' 154' 0.0071
3 Permanent Dissipater Pad Perennial 2' 105' 0.0048
UT Panther Creek
Total Stream Impact (by length and acreage) 425' 0.0195
5. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.). Open water impacts include, but are not limited to
fill, excavation, dredging, flooding, dralna~e, bulkheads, etc.
Open Water Impact

Site Number
indicate on ma
Name of Waterbody
(if applicable)

Type of Impact Type of Waterbody

(lake, pond, estuary, sound, bay,
ocean, etc. Area of

Impact
acres
None None None Open water impacts are not None
anticipated as part of this project

Total Open Water Impact (acres)
6. List the cumulative impact to all Waters of the U.S. resulting from the nroiect:
Stream Im act (acres : 0.0195
Wetland Im act acres : 0.4890
O en Water Im act acres : 0.0000
Total Im act to Waters of the U.S. acres) 0.0195
Total Stream Im act (linear feet): 425'
7. Isolated Waters
Do any isolated waters exist on the property? ^ Yes ~ No
Describe all impacts to isolated waters, and include the type of water (wetland or stream) and
the size of the proposed impact (acres or linear feet). Please note that this section only
applies to waters that have specifically been determined to be isolated by the USACE.
8. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ~ uplands ^ stream ^ wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): Excavation -Please see Attached Storm Water
Management Plan
Page 10 of I S

Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): Local stormwater requirement (2 dry detention ponds A
and Bl
Current land use in the vicinity of the pond: Wooded uplands
Size of watershed draining to pond: Pond A 6.59 acres Pond B 1.67
Expected pond surface area: N/A detention pond only
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.
Impacts have been avoided and minimized to the extent practical during_project planning and
design In order to meet the purpose and need of this project and to access the developable
portion of this tract from the closest main Thoroughfare the wetland and streams will need to be
crossed. The crossing will be perpendicular to the streams and wetland in an area that offers the
least amount of impact while still meeting the purpose and need of the project site.
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 15, 2002, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCEEP concurrence shall be placed on hold as incomplete.
An applicant may also choose to review the current guidelines for stream restoration in DWQ's
Draft Technical Guide for Stream Work in North Carolina, available at
http: //h2o. enr.state. nc. us/ncwetlands/strmgide. html.
Page 11 of 15

Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
F&R has sent a letter to the EEp Requestin acceptance into the EEP Program
2. Mitigation may also be made by payment into the North Carolina Ecosystem Enhancement
Program (NCEEP). Please note it is the applicant's responsibility to contact the NCEEP at
[phone] to determine availability, and written approval from the NCEEP indicating
that they are will to accept payment for the mitigation must be attached to this form. For
additional information regarding the application process for the NCEEP, check the NCEEP
website at http://h2o.enr.state.nc.us/wm/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): 425'
Amount of buffer mitigation requested (square feet): none
Amount of Riparian wetland mitigation requested (acres): none
Amount ofNon-riparian wetland mitigation requested (acres): none
Amount of Coastal wetland mitigation requested (acres): none
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 Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ® No ^
3. If yes, has the document review been finalized by the State Clearinghouse? If so, please
attach a copy of the NEPA or SEPA final approval letter. Yes ^ No
PLEASE NOTE: An Environmental Assessment is being submitted to the State Clearinghouse,
a copy of the Finding of no Significant Impact will be forwarded upon receipt.
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,
Page 12 of 15

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
s uare feet Multiplier Required
Miti ation
1 N/A 3 (2 for Catawba) none
2 N/A 1.5 none
Total N/A none
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additiona120 feet from the edge of Zone 1.
3. If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e.,
Donation of Property, Riparian Buffer Restoration /Enhancement, or Payment into the
Riparian Buffer Restoration Fund). Please attach all appropriate information as identified
within 15A NCAC 2B .0242 or .0244, or .0260. Buffer mitigation is not required in the Cape
Fear River Basin
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. Please see the attached Storm Water Management Plan, pre ared by
Dewberry and Davis and dated March 7, 2007.
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.
Waster water generated from the t~roiect site will be conveved to the Meuse River Waste
Water Treatment plant via sanitary sewer line. The waste water will be treated prior to being
discharged into the Meuse River.
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ^ No
Page 13 of 15

Is this an after-the-fact permit application? Yes ^ No
XIV. Cumulative Impacts (required by DWQ)
Will this project (based on past and reasonably anticipated future impacts) result in additional
development, which could impact nearby downstream water quality? Yes ® 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 website at
http://h2o.enr.state.nc.us/ncwetlands. If no, please provide a short narrative description:
The Wake County Public School System is proposing to cross a wetland and small stream
with an access road and utility lines as part of a larger plan to construct a new elementary
School. A future middle school and public park are also planned for the site. The proposed road
and utility lines are intended to provide access as well as safe and reliable drinking water, power,
and sanitary sewer for use by the schools. Residential growth in the project area is already
increasing rapidly and is likely to continue with or with out the construction of the school.
However, residential growth in the area may hasten as a result of the construction of the
proposed schools.
Indirect and cumulative water quality impacts may accrue from future development. It is
presumed that future development will be in accordance with ther Town of Cary's Land Use
Plan, and NCDENR Sediment and Erosion Control Plans. However, loss of riparian forests and
increased impervious surface area reduces rainfall infiltration, increases soil erosion, and
concentrates pollutants. Urban stormwater pollutants include motor vehicle fluids, heavy metals,
pesticides, fertilizers, solvents, detergents, eroded soil, and animal waste. As a result, peak
stream flows are typically increased, causing stream bank erosion, channel destabilization,
degradation of in-stream habitat, and increased magnitude and frequency of flooding
Conversely, the increase in impervious surface area and soil compaction that occurs with
development can reduce infiltration rates, which may in turn reduce base stream flows during dry
weather, adversely affecting aquatic habitat. Sediment, nutrients, and other forms of pollution
from agricultural sources will likely decline as the area develops, but urban stormwater impacts
will likely increase.
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).
The E22 Access Road is being_proposed to gain access to a proposed school in order kee~pace
with the rapid growth of students in Wake County, which is expected to increase by an additional
8,000 students by the start of the 2008 school year. Based on this rapid growth, Wake County is
attempting to have this school completed by July 2008 in order to lessen the effects of ex ep cted
student population growth and to compensate for overcrowding within the existing schools. The
proposed elementary school has a capacity of 800 students and would help to reduce
Page 14 of 15

overcrowding within the elementary school system if it can be completed b~_pro~osed date.
~~~y~~~~
~..
3/22/07
Applicant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 15 of 15

02i2$i2007 09:11 WCPSS CONSTRUCT1t7N MGMT ~ 9$285751
s~wce
FROEHLINt3 8- R08ERTSON, ING
GtcOTBGFiNIGAL a ENVlRONMENTAt • MATERIALS
EtVQINEER3 ~ LABORATORIES
~OVBR t>~ NUNARI!<Q YEARS oP SERVICE„
;~ 319 Huberrt Street
a r ~ Raleigh, North G$rolina 27603
TsN-phonr. (919j 828.3M-1 Fax: [phone]
December b, 2006
US Army Corps of Engineers
Wilttutigton District -Raleigh Regulatory Field tJffice
650$ Falls of the Meuse Road, Suite 120
Rtlaigh, North Carolina 27615
Subject: US Army Corps of Engineers
Agent Authorization Letter
Proposed EZ2 Elementary School
F&R ProjectNumber GG6.273E
Cary, Wake County, North Carolina

NO. iQQ D02
'The undersigted hereby authorizes Froehling 8r Robertson, lac. (F&R) to proceed on behalf of the
current property owner(aj as the agent for wetland consulting and permitting issues pertaining to
the Above refiereaced project site. This agent authorization letter supersedes nay previous agent
autbotizations. From this day forward; phase contact F&Xt far wetland related issues associated
with this project and prior to site visits.
Sittcezely,
FR~E.tiLING & ROBERTSON, tNC.
~~`' ~~~.
~-
Christopher J.13urkhardt
Project Manager
Additional Signature block may not be required
Sign~tttue: ~T'r-~ ~ Signature:
Printed Printed
Name: 7'~Mofa// ~~sMGL Name:
wAr~ aoows-~ ~11V6e a seams syt,
sa~k~.r~x ~ ~ ~~r
Address: ~:~,5; i .eacirC' eps~.eY Rena Address:
re•~cs~c~,.vc s ~i ~a
Phone No.: (9~0) z~O -9eV8 Phone No.: ( j
N6AD4VART~11/: 901j O{NAOiigTOPI f{OAD 100%Z7I3YA 1 RIChYN)NR. YA 28Zpi-7521
TEi.~M'10NE (pp1{ 26M27D1 i fAX llW) 2M•120211MN.fMOROQh~
~Itl1MCNf~: ASi+EYA.LE. NC 1 BALTMAORE, MD • CliARWTTE.lIC • CMBS71PFJ1KE, VA
dtOxeT. VA ~ /AY~(T~VN,RQ. NG 1 f1~~p~Rn,Kf0UW0, VA
QREEYM46E. S4 ~ M~CKORY. ~ • gA~E10M. NG 1 flW1N01iE. VA / STEAUMG, VA

n ~ ;.~.y
~'}
1*.l'It~IfIEERD'I4 Ct3)YgULTAI`tTS, I!`TC.
wwa.txigonen~.cam
P.G, Box 18846.2ip 27419.8846.313 Gallmore Dairy Road • Greensboro, NC 27409 • p 336.688.0093 • / 336.668.3868
Oc;tnber 31, 2006
Mr. Chad Howard
Taylor Wiseman & Taylor
3500 Regency Parkway, Suite 160
Cary, North Carolina 27S 11
Reference: Wetlands and Stream Bafier Delineation
87 Acre Revised E22 Wake Coanty School Site
Cary, Wakc Coanty, North Caro[iaa
Trigon Project No. Q4Z-06-165
Dear NM.r. Howard:
Trigon Engineering Consultants, lnc. (Trigon) is pleased to provide this report of our survey far wetlands
and streams at the referenced site. This report summarizes our field methods, observations, and
conclusions.
BACKGROUND
The site is located southeast of the intersection of Green level to Durham Road and Cary Glen
8aulevard in Wake County, North Carolina (Figure I ). Site access was provided by a dirt road entering
the propert}• from the east near the intersection of Twyla Road and Hilliard Lane. The site consists o#'
approximately 87 acres of wooded rolling land draining to the west toward an unnamed tributary to
Panther Creek and north toward Panther Creek. Figure 2 is a 1499 aerial photograph showing the recent
condition of the property. The site is reportedly being evaluated as a possible future iacation for a
school. The property boundaries were not marked at the site at the time of our field work.
WETLANDS
'the site was visited on September 13 and 19, 2006 for the purpose of identifying conditions supporting
wetlands. 1'he methodology used to identify areas suspected of having conditions to support wetlands
included walking the suspected areas to observe existing vegetation, soil characteristics, and hydrology.
Wetlands are defined by the U.S. Army Corps of Engineers (USAGE) and the United States
Envirownental Protection Agency as "those areas that arc inundated or saturated by surface or
groundwater at a frequency and duration sufficient to support, and under narn~al circumstances, do
support a prevalence of vegetation typically adapted far life in saturated sail conditions." lst order for an
t~; t

Mr. Chad Howarth Taylor N'frenurn ~ Taylor October 31, 70116
8T Acre Revised E77 Wake Cowuv School Sfte, Cary, Wale County, Nvu°th Carolina Trlgon ProJert No. II~?•lM-!6S
area to be classified as wetlands. hydrophytic vegetation, hydric soils, and wetlands hydrology indicators
must be present. Identification of wetlands was based an the 14$7 Carps of Engineers Wetland
Delineation Manual.
Several small areas at the site were observed to be inundated at the time of our site visit, and extonsive
areas of wetlands and stream channels were observed at the western property boundary and northeastern
corner of the property (fiigure 3). Wetlands were also observed within the interior of the site along an
intermittent stream channel. Hand auger soil borings were performed to observe sail and hydrology at
multiple locations at the site. Sail observed within our hand auger borings appeared to confirm the
mapped sail types. A copy from Sheet 45 of the Sail Survey aC Wake County, North Carolina produced
by the USDA Soil Conscrvatian Service is attached (Figure 4). Wetlands were marked in the field with a
combination of white and red survey tape.
STREAMS
Haled on our observations at the site, three fir~~t order stream channels are located within the property
limits. One intermittent stream channel originates at a head cut on-site in the central portion of the
property. The stream flows approximately 1.250 feet to the western property boundary. A second
intermittent stream channel. drains to the west from an origin approximately 350 foot inside the property.
The third stream channel appears to be perennial and flaws approximately 700 feet to the northern
property boundary.
Surface waters at the site are within the watershed of Panther Creek. Fanther Creek flows into Jordan
take and the Now River. These watersheds are within the Cape Fear River Basin. Based on the North
Carolina Administration Code (1 SA NCAC' 2B ,0300), Fanther Creek and its tributaries are classified as
WS-N waters intended for Hrater supply purposes and are nutrient sensitive waters. The state currently
has no buffer requirements for these surface waters. Surface waters at the site would be considered
jurisdictional "Waters of the United States" regulated under Section 404 and Section 401 of the Clean
Water Act. Section 404 is administered by the USAGE. Section 401 is acitttinistered by the North
Carolina Department of Environment and Natural Resources Division of Water Quality (DWQ). These
programs regulate the discharge of dredged or fill material into "Waters of the United. States," and ensure
State Water Quality Standards aze maintained. Any impacts to the streams may require permitting.
Impacts may include such activities as placing fill within the stream banks, temporary or permanent
stream crossings, or re-routing or piping the stream channels.
The Town of Cary, North Carolina Land Development Ordinance (LDq) Section 7.3.2(A) requires the
following stream buffers:
1. All perennial and intermittent streams, including lakes, ponds, and other bodies of water as
indicated on the most recent version of the 1:20,000 scale (7.5 minutes) quadrangle topographic
maps prepared by the United States Geological Survey (USES} shag have a 100-foot-wide
riparian buffer directly adjacent to such. surface waters, excluding wetlands.
2. All other surface waters as indicated by the most recent version of the Soil Survey of
Wake or Chatham Cvunn~, Borth Carolina, shall have a 50-foot-wide riparian buffer
adjacent to such waters.
Tkrcun• F. xGt.~EER1 w: !'r~,4:~~r ~r r~N rti, t~-
•-_ Page 1

Mr. Chad Howard 7trytor ti'tsemkm do Taylor October 3t, 2f106
8T Acra Revised ~2? Wake Coon Schaaf Sire. Cary, Wake Caurrry, North Carolina Trtgan Protect No. A4?•06-t 6S
Based on review of the Green Level USES Quadrangle (Figure 5), Panther Creak and the unnamed
tributary to Panther Creek west of the site would be subject to the 100 foot buffer. The 100 foot buffer
would likely extend onto the property frorn portions of the stream located along the western boundary of
the site. in addition„ a 100 foot. buffer may extend onto the northeast corner of the property adjacent to
Feather Creek (Figure 3).
Rased on review of Sheet 45 of the Soil Survey of Wake County (Figure 4}, North Carolina, portions of
four .streams are mapped at the property. However, our field reconnaissance indicates that portions of
threw of the streams mapped itt the soft survey are present at the site. The site was visited with. N[r. Matt
Flynn of the Town of Cary Engineering Department on October 12, 200b to confirm the resuits of our
field reconnaissance since it conflicted with the soil survey map. Based on the Town of Cary LDO, a 50
foot buffer would extend from the top of the stream banks (both sides of stream} far each of the streams
within the property boundaries shown on Future 3.
c~osult~
Trigon Engineering Consultants, inc. appreciates the opportunity to be of service during tbis phase of
your project. Please contact Chris Hay if you have any questions concerning the content of this letter.
Sincerely,
TR[GON ENGINEEWNG CONSLTI,TANTS, INC.
~~~
Ch opher . y, E.I.
Natural Resource Department Manager
CWHIJMS:mes
Attachments
s: iU42D+,prc~eers~2006t165U,1206ibS dvc
. Stewart, P.G.
Regist red Geologist
1'Ht<;t~~ Fnt:LreeRihr, C uv5+~rr;tvrr, 1.~- Page

~xP o~-oso3
IL'•, ti I ~ r -'i~,, - _~'~*J' ~~;r~-~-,..`` ,i ~ I,li' yr ~ II :~ ~ I ;.'~ ~ ~ , ~lli4`" `1` , fk
4 ~~{I II I.~. ,~ ; ,~~ \ I ~-..\ ~y' ~~yi ~iVl.. `yI/lry
i\:•~ I r ~'r ~~r_ ` V~~ \
_l
'•
h
I
~'.`
'~
~
~ f~r':~'~`---\`-
~~ ~1~.
.
~
'
,
r
,
~,r
-
I ~{~? ,~I -' }~
,*-
~-- _- •,
_ -
~ - r 1
1
~~
. .
.
- ~~~ t' " "rte ," .~. ~ ~ In +~II v'.: \ r 35'1 ` '.` p ~- ;~~1'°~,,.:'~711 i • ~ ('. -
- •,; '. `~_•(Cr
. J``I'~~1\, iy .. •~l•: ' `Y ~~ 'i~. 1\i ~~ II~V ~ /-~~~ 1~~~ N I
7f~Y~~~-,,,
~ ~~ ~ !!! j' `
. J
V ~ ,~ ~ 1 (((~~~ } ~
T i
- ,yl 1~~
(
`
J
+
~
/
~.-J' 1 " ,rte \
r ! , ~ : it ! it ,~ 1
4~ -:~-..--„. \a'ti. ~~'!,~ 14 ~~~, ~...~~~`~ tl'' /' ~'".,( ! I rJ' 4~r I I !, r``_ 3J '~I~ /
~ J
I _`.I:
' ;
, ' I I' ~ cam..-! L.ir,'r~ r • .~~ - ~ jI 5
'~ ,` {.
.~- r ~i-!~'Y /; r
- .,1
,.
_
_
:
l
i'- '~VI L ! h v Fart' !_~..-~
ll+j ,
\\
'
.` ~
~
`... 1 ~ ~ ` }?'~ '' ~ I I Y
I! ~; ` a i II '.,,r,J. ~, dj r ~ \, _ ail t '2
`~ ~,-~~ _
..
tl II
~~ ~
~ ~
J~~
~~ ~
•
•'- ~ y
~'
~ a
I
o ~\
~
~. w
3h
~ ~
I • _
~ _
I
,~
.
/
I t r ~ r '-~ n i I I ,l%.~ ~1 . r' ~
V1 - _ti~l_ :: ;.-~s~`~='' ~ r . ~ ~ lu t
,i I
~
: .-
~,
%
•
•
~
~ •I '
t,
I
,
;
_
,
1 .ti7
l I I I -y p
I
"a. 1` 'r ,M \~'~ r ~
/
~I '.\ f `VPB~ ~ '.~- ~
,t ` b \ (I __ Q .~`r %.!, t. ~Ir I~~ J ~_. ~^i~
':fir ! [•-•. Il ':f - ~~ :' ;;.~ ! D ., r .' ° 3~' '~ •~'
I -- , ~-~ - „ ~--~ - i
~
• t
\.
S
-.' f n5
~ Ifi
~_ - ~ ~~ 'i I
I.~j'F,~>±~\ 1 - ~ ^`,~J~e .~ r \~" ~.1r~'..' ~P~,. "' _~
Eh~ l j,~f'•i~~
~ ~ I ~~.~ _ ~«-~l_. _ 4
tc i. L
- ti`r .~
-r

`
-l .Y^ / . ` ,
\~
~~ ;,, \-~ ~• !~:' _ '~ • I ' ~ tip. } ~ i '~l' i ~~', ~~ ~ - ~ ' t .. ' 1 `~ ~
f ,~, -
t '~
,
' - t `~
`\~ • ' , I °~~.,,\
~ - I ~ , r I ``` 1~
r '
~~ ~.~I I` ~. ,>
~
h `- ~/%)
`I
.,.,., I
`
-
N
f
`
t ~
,
I
I l
~- .. -
~~
I
Ir~
,,
~
'
' Ll
'~-~~
I r l 1
I~ql ti' '.I
\~•
i~~t,i'
~ ~'S % 1
''-I r\f t~`~-^\~
I ~ ~C. 'V ~ S! J rr~ C. .~.;.I ,1 ,1''••, 5 J.' ~ ,If. J/ ~I t \ i r`L'I
I'i
~~ .. `~",~` `.~..=: ''~i :I,~ 1 I~ I +~' Ir frr~ II t I ` ~. `,. -
5/\~; { `.y. I ~ ;. ~ i:~! ` r Ak' ' 1 ~`:. : I l\ ~..,~ III ,J. { +' ~ ~ JJ~• 1
" ill \'•,. ~{"~ - ': .~~~~ ~ ryt~ 'I ~ ~.. I~~ ~. ~ ' 1 „C t , l -' - f.
.
~ ft~
} <. ~
'. r i G !II . ,~ II ,,
~ J
I
, -
, 'r~) i
__-
t ~`t J j}~1'-

/~r f`l~
'/'_
j ~lJ~t+ I
,\~ `f. ' - I
~:. ~.~: ~~
I
, .
-
.~
\
I
JJ
'
/
.. '~ '-~'' (~•. .I r ri r ~ ~ I t ~~" ` I~ t •,i' I',
t ;
1 S i t~l' ~
,
,
J __ 5 :~' ~' I ~3}~^~~~~~~~ •F~^~ 3 ~ :\ ~ ~ ~ _.~ ~' i. I- `tiny' t

~~` a`- Q 1 T ~'. l ~n~y I ~ 1. r~ °', i~ t C~,
- t ~ J f -_ :.: f :.j ~r~ ~ . f! I ,1 ~ `~ Z ,. I e _ ~ J r ~ ` , ,i~ ~ I -

4 ,I•`` ~~. ,~~1 ~ ~ ... 1 1..~',.~
~ ~ ~~
~ ~ 1 \r •' I'~ ''~~
~ ice, ~ '
~
f
`
J ~;:. 1 1 ~ l - - fffI~ 1 1 ', ~/ -'I, .l~~ ~ II :i s~ .1

. ,-
' }}ll ''

_
~
~ y
SITE VICINTY MAP North
~
Client: Wake Coun Public School S stem.
FROEHLING & ROBERTSON, INC. Pro~ect: WCPSS E-22 Access Road
~~ GEOTECHNICAL • ENVIRONMENTAL • MATERIALS Location: Wake Coun North Carolina
ENGINEERING • LABORATORIES F&R Pro-ect No. G66-273G
„„, "Over one hundred years of service " 7.5 Too uad: "Green Level, NC" dated 1993
Date: March 2007 A roximate Scale: 1" = 2 000' Figure #1

~k,p o'1- 050 3

SITE SOIL SURVEY North t
Client: Wake Count ~ Public School S stem
FROEHLING & ROBERTSON, INC. Pm~ect: WCPSS E-22 Access Road
~Q. ~ ' GEOTECHNICAL • ENVIRONMENTAL • MATERIALS Location: Wake County, North Carolina
VV~~ ENG[NEERING • LABORATORIES F&R Pro~ect No: G66-273G/E
,.. "Over one hundred years of service" Source: Wake County Soil Surve Sheet 4~
Date: March 2007 1:24,000 Figure No. 3

d Line
C Dis;
`~ mnw as
~N
r
Impact A
.36 Acres of fill ~~ '~.
(excluding '" ~~~ ~~
12x7 culvert
and dissipater ~~~ c
pad) ~
Total permanent
wetland impact r'~ "
is .489 acres ~C ' ~ ~
~./~'
'~'~ _
' 1~ ~
f } - ~`
Impact 1 166 LF t
replaced by RCP ~, ;,~
,~
°,
sr 19+00 ~\ ~~ -
~`-~`
~ 9 ~~
~~

- ~
,.
4 " \ .
~•wr,,.w~ yC
I ~r ~' Ate. ~ ~R~
4
~ ~
// /IPIQ' 1, ~ ~ ~ ~.
'~+ ~, mr. rur~ac a
~ ~¢ ; ar0o-ml ~>~ w'
~ .
~~•
~/
Irnpact D Temporary
De~nrarteFing Devise~a;~d hoses
". \ ~\\l Impact 2 154 LF
replaced with box
culvert
~„~~_.

SITE IMPACT MAP North

I• Client: Wake Coun Public School S stem.
S
C1
FROEHLING & ROBERTSON, INC.
Project:
WCPSS E-22 Access Road
GEOTECHNICAL • ENVIRONMENTAL • MATERIALS Location: Wake Coun North Carolina
ENGINEERING • LABORATORIES F&R Project No: G66-273G

1881 n "Over one hundred years of service" Adapted From: Surve Provided B Dewbe and Associates
Date: March 2007 Scale Not Determined Figure #4
~ m.. w..~...--~'~'/ 1
iac-J/
R OMt

~.xp o 1-. o S o 3
.•
tl, i '~ n ~~ ,i. r~~r. °r>t -~ ~/~~Yu~/~~ ~'" t~"`r~ ~ ~~~, 't t! i` ~i~ yk ~~~. F
~A .!~ 1f(1 ,p~ Vii' t- `4
v
~ t
.i ~Y t,~ y~ ~__ ~~ ,~~ ~ .~ -i~.
~~ ~•_,#. 6 •. • ;,, ~ f , l n. ~~~ ,~ r,.,.;~~ ! i~y. , •r t ~~% C1 ~~ K' /~. ~~~ f ~~ + ryT 0 ~ tr + t~;t ' d~ ~..
( `~ C~
~ ~ .+ s
•* , a~ : i i s.--. r ,~ "`j, ~ ~•`~~, ~?'.y, i k,R : ,~r Y" t5 'i i ~~ ': ~ t' ;, 1 ~` ' !/^ `~ r t~ f f,, ` ~ .
~' ~'~~.,.... r 4;' ~S j;TTt~ ~* C x t . y y `'.1 ~ t ~~~ / ~it ,; ~ ~ ~.wM
~*''' f'i;'"
• + - ~e
-..
r
" r ..,_yy • rya ~ ~ r. ` .~ r + j +~ ,`i ~ e~ ~w ~,~ ~ '~. ^ 't~i , 4e ~ ! ~ ~
'~~ C. •t1 - -f-a-r~,,e-t:. ~t_ l YS ~ 't \Y' ~ `~ . 4 f "~ ~ '
,`1 l •..f..' r v ~~; ~ :s~~ ~~ ~~rr/ 5~'~~~r ~ f r_~ 111 ~ 1. r5c - ~ !~i„,"``~'
J •
~ti C
" `6 ~. I ..y5'~ ~ 1 W.P4 Ov! , i t 44,' f ; ' ~ is r: t "~ _ N l \ ~ t
~_ i . .. ` ~ .~ i ~ _ + ~A ` ~'° ~ :~ ~~' 9L'£ AAjME WAND ! `T i ~ i .. _ `` ~~.
. ` d
._~
3~ °
~ ~ ..
d ,,
- ! i ~ .']jj~
---.`_ ~~ `` ~1 <` \\ ,~\ ~ ,. 144' ` Jl~" " %'i~~~ •7 ~." 1~`~' i '°~M~.3, "`..1 '=9~,.. ~ . ~ ~ i~ +a Y
_ r
' ~~ - ~~-' _f_ ~ to „ ~ Fi ~ t't KrTr +l ;tt{ r~ x ,. ~+~` •, .
.~
tar
'< ~ ~ r ' . ' tw~cn•E` ~ mot.. r ` '! t , , _: ~~~r v.. ~"t `~ i ~~. ~ f - -G:'.
'`~`, cam ~~~1~. '~-a.`~` fli tk ~ `~ *~f / ~ .R% . (` sr"
-y
It+t "&`
. - r
' ~.
•\'• 1~ ~~ -. - lY el y" t Ft.. ke~~' iCxcssM~ci' ~k~yA :St ~r ~.-
t.ww. . l ` 'al_ '~'A 451FA~>~ ~ ~EtA'r Pi ?d[• _.-rT{~~.+.-."'+1--r..~... ~ /.nr
7
~ <t ea ' _^•~ . t -_ • `\i! _ `,' ~,~t:.. - ~t.a.rc'~as ~. ~ ~!l+iMe .'°r ~,.. _~ {~i ..~ ~ t~~V_~\~._~ ~_
1~ ~, ~ ~1~~ y~' ~°.. ° ~ - ~T.v~~yf j N~w'Flcu•~ c.A+.te tam ' :~~~ : ~~:' _);~ ~<.}' (~ ~ }~
l~ 't ~ ~ 'Fr ~M~ _ .~. ,e,r f
.~ '4 } i`
~l~, G l j y , „L,~~~,b*. 1 ~J~p.~.n~c"t / %~ 14` -.~- i ~i 3 y ~ ~4 ~;
:...2' ' ! i ` ~.~^-»t ~ ~~ rpert?i.. xfnA I ?t~fi ,5i`:f 1Xa ~:.~-^~Y'• \ g. ?.
t, " ~' ~ \ b ''e . n + r ;: ' .. + ~k t a "~ •,~RA._w sf~ _4V ~ ;fit- ~•,
ayr ~ , :5 _ ` ~ ~ t + ° E .-.,~_ ~`` ~~ ~'.' '~' 6 rk. as fa . ~ ;~'+.:~1~~~(~
~r
~.- ~ ~ : ;u.,~, ~ ~N - •. t
SCALE: DATE: APPROVED RY: SOURCE:
1 ""=2,OAQ' 09/26/U6 USGS
+ 87 ACRE REVISED EZ2 WAKE COUNTY SCHOOL SITE
GARY, ~'VAKE COUNTY, NORTH CAROLINA
.~•~~~~ TRIGON PROJECT NO. tW2-06-1bS
Trigay finginc~nng Co»suftants, Enc. SITE LOCATIUV MAP FIGIiRE
z ~ z GxlHrtwre Derv !rasa
CtansUUtU. N~rdl C~tvt;ua 27409 1

LX.p U' l - US U 7
SCALE: DATE: APPRt)VED IiY: 5UURCE: w,vtct:
NO SCALE U9/26/U6 ~,,;~ rot:~TY cts
87 ACRE REVISED E22 WAKF, COUNTY SCHOOL SITF.
CARP, WAKE COUNTY, NORTIi CAROLINA
~~~~~ TRICON PROJECT NO. A42-f16-lbS
1'rigon Engineering Consultants, tnc 1999 AERIAL PHUTOCItAPA FIGI%!tE
3l3 rallimarc C3air. Read
Grcnts6uro.1`anh Carolina 2;4iJ9 Z

~ o~ -oSo3
~~~3Q~
7ri~an GagineeYing CUnsu[tants, inc.
3t3 Gatiimort Dairy K<aad
f;rcensfxmro. Vorth Cernlina 274(19
SCALE: DATE: A1'I'ROVED BY: SOURCE: TAYLOR
A5 SHO~YN 09f26f06 ~~ }~ ~t iS~AL4I+ & TAYLOR
89 ACRE REVISED EZ2 V1rAKE COUI~ITY SCHOOL SITE
CARY, V4'AKE COUNTY, NURTH CAROLINA
TRIGUN PROJECT ~Yt}. 0~2-06-165
SITE SURVEY M:AP
FIC;URE
3
TOTAL SURVEY AREA (#1 & #2) = 8~ ACRES +/-

~~ o~-oSo~
SCALE: DATE: APPROVED BY: SOURCE: L'SD:\ SOIL
I"-2,(MIO' tt9l26/06 ~~~ CUNSF.RVATIO\ SERVICE
A? ACRE REVISED EZ2 WAKE COUNTY SGii00L SITE
CARY, WAKE COUNTY, \OR'1'H CAROLINA
~+~~~~ TRIGON PROJECT ~'O.042-Ofi-165
Tngpn I:tiginaYing Curtsuhants, Inc.
3l3 Gallimom Dain ttn,d SOIL SURVEY VIAP f IGt1RE
C~rcenstx+m, North Cuof~na 2141)9 S

~k.P o'1-t»DS
I
E: DATE: APPROVED BY: SOURCE:
A5 SHOR']V 09RG106 ~tN~ TOPOZOZ\E.C0~7
87 ACRE REVISED E22 WAKE COUNTY SCHOOL SITE
CARY, W AKE COUNTY, NORTN CAROLINA
T~~~~ TRIGON PROJECT NO.0~2.p6-165
7rigon En~inctring Cansuttsn~s. tnc ISGS GREEN LEVEL, NORTR CAROLINA QUADRANGLE F~C;CrRF.
313 Galtimore Rain Road
(ireer>sberv. North Caroti~Ea 274Q4 5

~wp fly- flSo3
STORMWATER MANAGEMENT PLAN
E-22 Access Road
Cary, NC
DEWBERRY PROJECT N0.80263900
March 7, 2007
Prepared by:
Dewberry & Davis, Inc.
2301 Rexwoods Drive
Suite 200
Raleigh, NC 27613
919.881.9939 ph
919.881.9923 fax
www.dewberry.com

Table of Contents
Narrative
Background ..................................................................................................................................... 1
Nitrogen Reduction Plan ................................................................................................................ . 1
Summary of Culvert Design ........................................................................................................... 7
Hydrology and Hydraulic Analysis ........................................................................................... . 7
Basin A Analysis and Design ....................................................................................................... 10
Dry Detention A Pond Design .................................................................................................. 10
Diffuse Flow thru Riparian Buffer ............................................................................................ 11
Basin B Analysis and Design ........................................................................................................ 12
Dry Detention B Pond Design .................................................................................................. 12
Diffuse Flow thru Riparian Buffer ............................................................................................ 13
Appendix A. Detailed Culvert Design Calculations
Appendix B. Detailed Basin A Design Calculations
Appendix C. Detailed Basin B Design Calculations

Stormwater Management Plan Modification Narrative
E-22 Access Road
March 7, 2007
Background
This document summarizes the stormwater management plan for the access road to E-22 Elementary
School. A separate stormwater management plan for the school site is submitted by others. Included in
the Stormwater Management Plan narrative for the access road is a summary of the Nitrogen reduction
plan and design summary for the following elements: design of culverts for two (2) jurisdictional
flowpaths, nitrogen control plan for the site, and design of Best Management Practices (BMP's) for the
site.
The project site is located in Cary, NC roughly at the intersection of Courtland View Ln and Green Level
to Durham Rd and is within the Jordan Lake Watershed Protection Overlay District of the Cape Fear
Watershed. The project includes the construction of an approximate 0.5 mile access road to the school
site. The project site has jurisdictional wetlands and two (2) jurisdictional streams located within the site.
The two jurisdictional streams are part of a braided stream network.
Nitrogen Reduction Plan
In accordance with Nitrogen Control requirements for the Jordan Lake Watershed Protection Overlay
district, a Nitrogen Control Plan has been developed for the project site. For the Nitrogen Control Plan,
the project site was taken to be the drainage of the planned BMP's in addition to the forested slope area
Figure 1. IDustration of Project Site for Nitrogen Loading Calculations
,.~ ~,u ~~x~ ~- _ ~~~ , ~ ~ _ ~ v ,..
E-22 Access Road Page 1 of 13
Stormwater Management Plan Narrative

extending to the jurisdictional streams, for a total of 15.84 acres. An illustration of this area is in included
in Figure 1
The proposed Land Cover for the site has been categorized and included in the Nitrogen Loading Rates
table provided below. Figure 2 illustrates the land use categorization.
NITROGEN LOADING RATES
TN TN Export
Site Export by Land TN Export
Area Coeff. Use From Site
T e of Land Cover Acres Ibs/ac/ r Ibs/ r Ibs/ac/ r
Permanently preserved undisturbed open 7.58 0.6 4.548
s ace forest
Permanently preserved managed open 3.93 1.2 4.716
s ace rass, landsca in ,etc.
'Impervious surfaces (roads, parking lots,
driveways, roofs, paved storage areas, 4.33 21.2 91.8
etc.)

Total 15.84 101.1
Total Annual Nitrogen Loading (per 6.4
acre)
E-22 Access Road Page 2 of 13
Stormwater Management Plan Narrative
Fi re 2. Land Use Characterization for Nitro en Loading Rates

The road and right-of-way is divided into two (2) distinct sub-basins, referred to herein as Basin A and
Basin B, see Figure 3. Each basin incorporates BMP's for Nitrogen reduction mechanisms. Basin A
incorporates the use of a dry detention pond, and diffuse flow via level spreader thru 100 feet of riparian
buffer. Basin B incorporates the use a dry detention pond and diffuse flow via a level spreader thru 100
feet of riparian buffer. The Nitrogen treatment plan for each basin is summarized in the table below.
With the proposed Nitrogen treatment plan the Nitrogen balance for the site will be reduced to 3.5
lbs/ac/yr.
E-22 Access Road Page 3 of 13
Stormwater Management Plan Narrative
Figure 3. E-22 Access Road Drainage Basin Map

NITROGEN TREATMENT PLAN FOR BASIN A
l~rv Pnn~ d
TN
Drainage Export TN Export
Area Coeff. by Land Use
T e of Land Cover Acres Ibs/ac/ r Ibs/ r
Permanently preserved undisturbed open 0.00 0.6 0
s ace o en water of wet detention and
Permanently preserved managed open 3.11 1.2 3.732
s ace rass, landsca in ,etc. **
Impervious surfaces (roads, parking lots,
driveways, roofs, paved storage areas, 3.48 21.2 73.8
etc.)*
Total TN Loading from the portion of 59
6 77.5
development that drains to BMP .
Total TN Loading contributed from any upstream BMP(s) 0.0 Ibs/yr
Total TN Loading to BMP 77.5 Ibs/yr
BMP Selected Dry Pond
Nitrogen Reduction Credit 10%
Total TN Loading Removed 7.75 Ibs/yr
Total TN Discharging from BMP 69.8 Ibs/yr
Diffuse Flow thru Riparian Buffer (1st 50 ft)
Total TN Loading contributed from any upstream BMP(s) 69.8 Ibs/yr
Total TN Loading to Riparian Buffer 69.8 Ibs/yr
BMP Selected Riparian
Buffer
Nitrogen Reduction Credit 30%
Total TN Loading Removed 20.93 Ibs/yr
Total TN Discharging from BMP 48.8 Ibs/yr
Diffuse Flow fhru Riparian Buffer (2nd 50 ft)
Total TN Loading contributed from any upstream BMP(s) 48.8 Ibs/yr
Total TN Loading to Riparian Buffer 48.8 Ibs/yr
BMP Selected Riparian
Buffer
Nitrogen Reduction Credit 30%
Total TN Loading Removed 14.65 Ibs/yr
Total TN Discharging from BMP 34.2 Ibs/yr
E-22 Access Road Page 4 of 13
Stormwater Management Plan Narrative

NITROGEN TREATMENT PLAN FOR BASIN B
Drv Pond B
TN
Drainage Export TN Export
Area Coeff. by Land Use
T e of Land Cover Acres Ibs/ac/ r Ibs/ r
Permanently preserved undisturbed open 0.00 0.6 0
s ace o en water of wet detention and
Permanently preserved managed open 0 82 1.2 984
0
s ace rass, landsca in ,etc. "" .
Impervious surfaces (roads, parking lots,
driveways, roofs, paved storage areas, 0.85 21.2 18.0
etc.)"
Total TN Loading from the portion of

development that drains to BMP 1 67 19.0
Total TN Loading contributed from any upstream BMP(s) 19.0 Ibs/yr
Total TN Loading to BMP 38.0 Ibs/yr
BMP Selected Dry Pond
Nitrogen Reduction Credit 10%
Total TN Loading Removed 3.80 Ibs/yr
Total TN Discharging from BMP 34.2 Ibs/yr
Diffuse Flow thru Riparian Buffer (1st 50 ff)
Total TN Loading contributed from any upstream BMP(s) 34.2 Ibs/yr
Total TN Loading to Riparian Buffer 34.2 Ibs/yr
BMP Selected Riparian
Buffer
Nitrogen Reduction Credit 30%
Total TN Loading Removed 10.26 Ibs/yr
Total TN Discharging from BMP 23.9 Ibs/yr
Diffuse Flow thru Riparian. Buffer (2nd 50 ft)
Total TN Loading contributed from any upstream BMP(s) 23.9 Ibs/yr
Total TN Loading to Riparian Buffer 23.9 Ibs/yr
BMP Selected Riparian
Buffer
Nitrogen Reduction Credit 30%
Total TN Loading Removed 7.18 Ibs/yr
Total TN Discharging from BMP 16.8 Ibs/yr
E-22 Access Road Page 5 of 13
Stormwater Management Plan Narrative

NITROGEN <f3ALANCE fOR THE SITE
Total annual TN loading from site 101.1 Ibs/yr
Total annual TN loading directly to BMP's 96.5 Ibs/yr
Total annual TN loading from site not reduced by a
BM P 4.5 Ibs/yr
Total annual TN loading discharging offsite from
BM P's 50.9 Ibs/yr
Total annual TN loading from Site 55.5 Ibs/yr
Total site area in acres 15.84 acres
Total net annual TN loading per acre 3.5 Ibs/ac/yr
Allowable annual TN loading per acre 3.6 Ibs/ac/yr
Difference -0.1 Ibs/ac/yr
E-22 Access Road Page 6 of 13
Stormwater Management Plan Narrative

Summary of Culvert Design
The new access road to E-22 crosses a braided jurisdictional stream network. At the point of crossing, the
braided stream network consists of two (2) channel flow paths. At the point of crossing, the drainage area
for the stream network is approximately 322 acres. The drainage area has been delineated using 2-ft
contours based on 1999 GIS topography data from the Wake County GIS.
Hydrology and Hydraulic Analysis
A hydrological analysis was performed for the drainage area at the point of the access road crossing. An
analysis of existing conditions based on color aerial photography downloaded from the Wake County GIS
Internet site (metadata indicates the aerial photography dates to 2005). Existing conditions within the
watershed appear to be largely rural residential and agricultural land uses.
The E-22 access road is considered a secondary road and under Town of Cary regulations shall be
designed to convey the 25-yr design storm. For the design of culvert crossing for the E-22 Access Road,
future condition flows were developed. While there appear to be in-line pond(s) upstream of the culvert
crossing, no attenuation was developed for these ponds, as their ownership is likely private. Future land
E-22 Access Road Page 7 of 13
Stormwater Management Plan Narrative
Figure 4. Main culvert access road crossing drainage area map shown with 2ft contours.

use within the drainage area was based on a LandUse Plan GIS layer obtained from the Town of Cary
(dated 2004). Soils information was downloaded from the Wake County GIS Internet site and indicated
that HSG C soils were largely present within the watershed. Appropriate curve numbers were selected for
future conditions flow development based on the future landuse GIS layer and the soils GIS layer. A
detailed breakdown of this summary can be found in Appendix A.
Time of concentration was developed using TR-55 methodology and further verified using the Kirpich
Equation. Detailed Calculations of the time of concentration can be found in Appendix A. Figure 5
illustrates the longest flowpath selected for time of concentration development.
Flows were developed using TR-55 Graphical Peak Discharge Method. A summary of these calculations
are provided in Appendix A. The 25-yr design flow was determined to be 1151 cfs. The 50-yr storm was
used as a check storm and was calculated to be 1329 cfs. Flows were entered into Culvert Master (a
Haestad product) for design of the culvert. Design reports generated from Culvert Master are provided in
Appendix A.
It was determined that 2-12ft x 7ft concrete box culverts with headwall and wingwalls were required to
convey the design storm. Outlet protection has been design based on the 25-yr velocity exiting the
E-22 Access Road Page 8 of 13
Stormwater Management Plan Narrative
Figure 5. Main culvert time of concentration flowpath.

culvert. The design provides for one of the two box culverts to be sunk 1 ft to comply with environmental
permitting requirements for natural bottom passage for aquatic habitat. The concrete box culverts are
design to be placed at the location of the primary channel within the braided network.
Flow from the secondary channel within the braided network will be conveyed via a 36" RCP. This pipe
was sized based on bankfull flow for the channel. The 36" RCP pipe is designed to be sunk 6" to provide
a natural bottom for passage of aquatic habitat.
The toe of fill along the bottom roadway embankment is specified to be armored with Class I riprap up to
the expected 10 year water surface elevation to protect against erosion between the culvert passageways.
E-22 Access Road Page 9 of 13
Stormwater Management Plan Narrative

Basin A Analysis and Design
Basin A is designed with three (3) BMP's for Nitrogen Removal. These include a dry detention basin and
diffuse flow via a level spreader thru a 100 ft riparian buffer. Each of these BMP's are discussed in
further detail below.
Dry Detention A Pond Design
Flows contributing to the Dry Detention Basin A were determined using the Rational Method. The 1-yr
24 hr rainfall intensity was taken to be 3.71 in/hr. Precipitation data for the 100-yr storm was taken from
the NOAA Atlas 14 Vo12, Version 3 for RALEIGH DURHAM WSFO AP, NORTH CAROLINA (31-
7069) 35.8706 N 78.7864 W 403 feet. Detailed design calculations can be found in Appendix B. Time of
concentration was assumed to be the minimum time of concentration of 10 minutes.
A summary of the calculation parameters are provided below:
Parameter Existin Develo ed
Weighted Runoff
Coefficient, C 0.20 0.62
Intensit (1- r/24-hr) 3.97 in/hr 3.97 in/hr
Intensit (100- r/24-hr) 6.9 in/hr 6.9 in/hr
Time of Concentration 10 min 10 min
Draina e Area 6.59 ac 6.59 ac
Qpeak, lyr 2anr 4.9 cfs 15.1 cfs
(4.9 cfs when routed)
The Small Watershed Hydrograph Formulation (taken from Malcom, "Elements of Stormwater
Drainage," 1999) was used to determine inflow hydrograph and time to peak. The developed peak flow
will be controlled to the existing peak flow for the 1-yr/24-hr storm with the designed outlets for the dry
pond.
Outlet Structures
The primary control structure for the Dry Detention Basin will be a riser/barrel system with orifices. The
riser/barrel system is designed to control the post-development flow to the pre-development flow
conditions thru the use of orifices. The riser is designed to be wrapped in wire cloth to prevent clogging
of the orifices. In addition the bottom orifices are to be surrounded with a No. 57 stone filter to prevent
clogging of the orifices.
The emergency spillway is designed to be a riprap lined weir spillway that discharges to the adjacent
stream. The weir is designed to convey the 100 yr storm with 0.4 ft freeboard.
Key Dimensions of the outflow structures for Basin A are summarized below:
Primary Spillway
Riser = 24" CMP with crest at elevation 285.3 ft
Barrel from Riser = 15" with invert at 282.25 ft
Orifices
For the bottom 1 ft of riser height, 8-3"orifices are specified to be evenly distributed along
the circumference of the riser.
E-22 Access Road Page 10 of 13
Stormwater Management Plan Narrative

For the second foot or riser height, 5-3" orifices are specified to be evenly distributed
along the circumference of the riser.
One 3" orifice is specified at invert elevation 284.75.
Emergency Spillway
Weir, length = 35 ft class I riprap lined weir with invert at elevation 285.3 ft
Top of Dam
Elevation = 286 ft
Dry Detention Basin has been designed in accordance with the NCDENR Stormwater Best Management
Practices Manual. The Basin is designed to capture the runoff from the 1-yr 24-hr storm and release it
over a period of less than 48 hours. It is assumed to provide 10% nitrogen reduction and have a TSS
removal efficiency of 50%.
Diffuse Flow thru Riparian Buffer
Flow from the riser of the Dry Detention A will be conveyed thru a level spreader to provide diffuse flow
thru 100 feet of riparian buffer. The length of the level spreader is based on the maximum flow from 1-yr
24 hr storm. Diffuse flow from the level spreader will then sheet flow thru 100 feet of natural, woody
vegetation riparian buffer. For each 50 feet of riparian buffer, 30% Nitrogen reduction credit and up to
40% TSS removal credit can be assumed.
E-22 Access Road Page 11 of 13
Stormwater Management Plan Narrative

Basin B Analysis and Design
Basin B is designed with two (2) BMP's for Nitrogen and TSS removal. These include: a dry detention
basin and diffuse flow via a level spread thru a 100 ft riparian buffer. Each of these BMP's are discussed
in further detail below.
Dry Detention B Pond Design
Flows contributing to the Dry Detention Basin B were determined using the Rational Method. The 1-yr
24 hr rainfall intensity was taken to be 3.71 in/hr. Precipitation data for the 100-yr storm was taken from
the NOAA Atlas 14 Vo12, Version 3 for RALEIGH DURHAM WSFO AP, NORTH CAROLINA (31-
7069) 35.8706 N 78.7864 W 403 feet. Detailed design calculations can be found in Appendix C. Time of
concentration was assumed to be the minimum time of concentration of 10 minutes.
A summary of the calculation parameters are provided below:
Parameter Existin Develo ed
Weighted Runoff
Coefficient, C 0.20 0.61
Intensity (1- r/24-hr) 3.97 in/hr 3.97 in/hr
Intensit (100- /24-hr) 6.9 in/hr 6.9 in/hr
Time of Concentration 10 min 10 min
Draina e Area 1.67 ac 1.67 ac
Qpeatt, tyr 24nr 1.2 cfs 3.8 cfs
(1.2 cfs when routed)
The Small Watershed Hydrograph Formulation (taken from Malcom, "Elements of Stormwater
Drainage," 1999) was used to determine inflow hydrograph and time to peak. The developed peak flow
will be controlled to the existing peak flow for the 1-yr/24-hr storm with the designed outlets for the
wetland.
Outlet Structures
The primary control structure for the Dry Detention Basin will be a riser/barrel system with orifices. The
riser/barrel system is designed to control the post-development flow to the pre-development flow
conditions thru the use of orifices. The riser is designed to be wrapped in wire cloth to prevent clogging
of the orifices. In addition the bottom orifices are to be surrounded with No. 57 stone filter to prevent
clogging of the orifices.
The emergency spillway is designed to be a riprap lined weir spillway that discharges to the adjacent
stream. The weir is designed to convey the 100 yr storm with 0.5 ft freeboard.
Key Dimensions of the outflow structures for Basin A are summarized below:
Primary Spillway
Riser = 24" CMP with crest at elevation 298.3 ft
Barrel from Riser =15" with invert at 296.0 ft
Orifices
For the bottom 1 ft of riser height, 20-1"orifices are specified to be evenly distributed
along the circumference of the riser.
E-22 Access Road Page 12 of 13
Stormwater Management Plan Narrative

For the second foot or riser height, 20-1"orifices are specified to be evenly distributed
along the circumference of the riser.
Emero_ encv Sgillway
Weir, length = 20 ft class I riprap lined weir with invert at elevation 298.3 ft
Toa of Dam
Elevation = 299 ft
Dry Detention Basin B has been designed in accordance with the NCDENR Stormwater Best
Management Practices Manual. The Basin is designed to capture the runoff from the 1-yr 24-hr storm
and release it over a period of less than 48 hours. It is assumed to provide 10% nitrogen reduction and
have a TSS removal efficiency of 50%.
Diffuse Flow thru Riparian Buffer
Flow from the riser of the Dry Detention A will be conveyed thru a level spreader to provide diffuse flow
thru 100 feet of riparian buffer. The length of the level spreader is based on the maximum flow from 1-yr
24 hr storm. Diffuse flow from the level spreader will then sheet flow thru 100 feet of natural, woody
vegetation riparian buffer. For each 50 feet of riparian buffer, 30% Nitrogen reduction credit and up to
40% TSS removal credit can be assumed.
P:\10031600\Tech\WRE\Stormwater Management Plan\Stormwater Management Plan Narrative.doc
E-22 Access Road Page 13 of 13
Stormwater Management Plan Narrative

Appendix A
Detailed Culvert Design Calculations

E-22 Elementary
Dewberry Project No. 10031650
Drainage Area -Primary Culvert on Braided Jurisdictional Stream Network
Drainage Area 321.7 acres"
' Drainage area determined in GIS using 2ft contours obtained from Wake County GIS
SOIIS
Soil Series Permeability Acreage HSG
White Store Slow 157 C
Creedmoor Slow 130 C
Worsham Moderately Slow 15.5 C
Wehadkee Moderate 12.2 B
Granville Moderate 4.5 B
Use HSG of C
Existing Land Use'* CN Acres
water 98 1.7
rural residential 78 1.5
pasture -fair 79 0.5
road 98 1.6
pasture -fair 79 31.7
water 98 1.2
water 98 0.5
pasture -fair 79 31.6
water 98 0.7
water 98 0.6
woods -fair 73 250.1
Weighted CN
75 321.7
Future Land Use' CN Acres
LDR (Low Density Residential) 79 192.02
PKS (Parks) 79 7.27
MDR (Medium Density Residential) 80 49.17
INS (Insitutional) 91 53.78
Weighted CN
81
"Existing Conditions determined by analysis of 2005 color aerials obtained from Wake County GIS website
+ Future Conditions determined by Landuse Plan GIS layer dated 2004.
"' Peak flows do NOT consider the attenuation of upstream ponds.
Flow Development -use TR-55 Peak Discharge Method
Culvert Sizing -use CulvertMaster
Criteria =size for the 25-yr storm, check storm is the 50-yr event
Solution
2-12ft x 7 ft box culverts 1=120 ft, s=0.007 ft/ft (keeps headwater below top of culvert)

Future Time of Concentration
Drainage Area -Primary Culvert on Braided Jurisdictional Stream Network
TR-55 Methodology
Sheet Flow
Length 50 ft
n 0.4 (woods -light underbrush)
P2~ 3.6 in (2yr 24yr )
S 0.037 ft/ft
Tt 0.2 hour
Tt 9.1 minutes
~P2 taken from the City of Raleigh Stormwater Management Design Manual - No value published in Town of Cary documentation.
Shallow Concentrated
Slope (%) 5
Length 200 ft
k 0.491 unpaved
Velocity 1.1 ft/s
Tt 3.0 minutes
Channel
Slope 0.023 fUft
Channel bottom width 1 ft assumed
Channel depth 1.5 ft assumed
M 4 :1
Area 10.5 sq-ft
R= 0.79 ft
n 0.045 natural, unmaintained
Velocity 4.3 ft/s
Length 2927 ft
Tt 11.30476 minutes
Pond Length= 580 ft
Assume Tt = 0 minutes
Channel
Slope 0.007 ft/ft
Channel bottom width 5 ft assumed
Channel depth 3 ft assumed
M 3 :1
Area 42 sq-ft
R= 1.75 ft
n 0.03 natural
Velocity 6.0 ft/s
Length 1870 ft
Tt 5.218942 minutes
Total Travel Time 28.6 minutes
0.48 hours
Kirpich Equation
Length 5627 ft
H 98 ft
Tc 28.69048 minutes
0.48 hours

C:ID0WNL0-11tr-551TR55_210.EXE 0
TR -55 GRAPHICAL PEAK DISCHARGE METHOD Uersion 2.1.
Isex• SSR- »»> Identification Data ««< Date 11-14-2006
'roject E-22 MAIN CULUERT CROSSING---- County WARE---------------- State NC
;ubtitle FUTURE CONDITIONS--------------------------------------------- -
>>>>> Basic Procedure Data <<<<<
)i•ainage Area 322 Acres or ---- Sq.Mi.
runoff Curve Number 81
'ime of Concentration 0.5 Hours
>>>>> Adjustment Parameter Data <<<<<
nd and Swamp Area ---- Acres ---- Sq.Mi. ,
or ---- i of drainage area
CAPS NUM
Menu He1D Print Load Save DOS Zero Comuute CN T
C:1D0 WNLO-11tr-551TR55-210.
EXE
OWL
TR -55 GRAPHICAL PEAH
DISCHARGE METHOD
Uersion 2.11
E-22 MAIN CULUERT CROSSING
WAHE.NC
SSR
1i-14-2006
FUTURE CONDITIONS
>>>>> Rainfall
-Frequency
Data <<<<<
Rainfall -Type II--
Frequency
24 -Hr Rain
Peak Flow
Runoff
(IIA II.III)
(yrs)
(in)
(cfs)
(in)
storm # 1
2---
3.6-
464
1.8
storm # 2
10
5.28 i
861
3.2
storm # 3
25
6.48
1151
4.3
storm # 4
50--
7.2
1329
5.0
storm # 5
100-
8
1529
5.7
storm # 6
0
0.0
storm # 7
...
0
0.0
CAPS NUM
Menu He 1-t)
Print Load
Save
DOS Zero
Comuute
CN T

Culvert Design Report
N/A
Solve For: Headwater Elevation
Culvert Summary
Allowable HW Elevation 282.00 ft Storm Event Design
Computed Headwater Elevt 275.35 ft Discharge 1,151.00 cfs
Headwater Depth/Height 1.02 Tailwater Elevation 273.56 ft
Inlet Control HW Elev. 274.87 ft Control Type Outlet Control
Outlet Control HW Elev. 275.35 ft

Grades
Upstream Invert 268.20 ft Downstream Invert 267.20 ft
Length 145.00 ft Constructed Slope 0.006897 fUft

Hydraulic Profile
Profile S1 Depth, Downstream 6.36 ft
Slope Type Steep Normal Depth 3.13 ft
Flow Regime Subcritical Critical Depth 4.15 ft
Velocity Downstream 7.55 fUs Critical Slope 0.003089 ft/ft

Section
Section Shape Box Mannings Coefficient 0.013
Section Material Concrete Span 12.00 ft
Section Size 12 x 7 ft Rise 7.00 ft
Number Sections 2

Outlet Control Properties
Outlet Control HW Elev. 275.35 ft Upstream Velocity Head 1.43 ft
Ke 0.50 Entrance Loss 0.71 ft

Inlet Control Properties
Inlet Control HW Elev. 274.87 ft Flow Control Unsubmerged
Inlet Type 30 to 75°wingwall flares Area Full 168.0 ft2
K 0.02600 HDS 5 Chart 8
M 1.00000 HDS 5 Scale 1
C 0.03470 Equation Form 1
Y 0.86000
p:\10031650\tech\culvert sizing\culverts.cvm Dewberry & Davis, Inc. CulvertMaster v3.1 [03.01.003.00]
03/06/07 08:32:39 AM©Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1

Culvert Design Report
N/A
Solve For: Headwater Elevation
Culvert Summary
Allowable HW Elevation 282.00 ft Storm Event Check
Computed Headwater Elev~ 276.05 ft Discharge 1,329.00 cfs
Headwater Depth/Height 1.12 Tailwater Elevation 273.83 ft
Inlet Control HW Elev. 275.57 ft Control Type Outlet Control
Outlet Control HW Elev. 276.05 ft

Grades
Upstream Invert 268.20 ft Downstream Invert 267.20 ft
Length 145.00 ft Constructed Slope 0.006897 fUft

Hydraulic Profile
Profile Si Depth, Downstream 6.63 ft
Slope Type Steep Normal Depth 3.46 ft
Flow Regime Subcritical Critical Depth 4.57 ft
Velocity Downstream 8.35 ft/s Critical Slope 0.003157 ft/ft

Section
Section Shape Box Mannings Coefficient 0.013
Section Material Concrete Span 12.00 ft
Section Size 12 x 7 ft Rise 7.00 ft
Number Sections 2

Outlet Control Properties
Outlet Control HW Elev. 276.05 ft Upstream Velocity Head 1.80 ft
Ke 0.50 Entrance Loss 0.90 ft

Inlet Control Properties
Inlet Control HW Elev. 275.57 ft Fiow Control Unsubmerged
Inlet Type 30 to 75°wingwali flares Area Full 168.0 ft2
K 0.02600 HDS 5 Chart 8
M 1.00000 HDS 5 Scale 1
C 0.03470 Equation Form 1
Y 0.86000
p:\10031650\tech\culvert sizing\culverts.cvm Dewberry & Davis, Inc. CulvertMaster v3.1 [03.01.003.00]
03/06/07 08:34:00 AM©Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1

? i ~
Culvert Outlet Protection Design. +xr'
y`d ~kE~bd3~. ~' ~` ~vxi~ ~i~ds b
. Yr....~..ti.Ci
Number of Culverts 2
Type Box
Span 12 ft
Rise 7 ft
Tailwater Elevation 273.83 ft
Downstream Invert 267.20 ft
Design Flow 1329 cfs
Downstream Velocity 8.35 ft
Tailwater Depth 6.63 ft
Cross sectional area
(each pipe) 84 sq. ft
Equivalent Circular
Pipe Diameter 10.34 ft
since the tailwater depth is greater than half of the diameter, it is considered as 'maximum tailwater conditions'.
hence, chart 8.06b (on page 8.06.4 of Erosion and sedimentation control manual) should be used.
Flow for the
equivalent single pipe
= Ototal/2 664.5 cfs
since the diameter of the pipe and velocity fall off the chart, NEW YORK DOT DISSIPATOR METHOD is used.
..u, .,. a. .r_,...a~..~.,. ~ ,._ _ .~,
...
Step 1. Flow Velocity 8.35 ft/sec
Equivalent Pipe
Step 2. Diameter 10.3 ft
For Multiple Culverts,
Do 12.9 ft
Using chart 8.06.b.1,
The culvert setup falls
Apron width 39 ., ft

Appendix B
Detailed Basin A Design Calculations

E-22 Roadwa
Dry Pond A
P,.fe-develo ment cond~fons :to il3asin A . ~ _ > <
Rational C Area ac
Woods 0.2 6.59

'TC taken as the minimum Tc. Pre-development basin is not similar to post-development basin..
**1yr-24 hr depth and intensBy taken from "Calculating Peak Runoff Volume for the 1-yr Design Storm" for Upper Neuse -Wake
Count
**1,= 3.71 in/hr 0,= 4.9 cfs
*150 6.56 in/hr OSO= 8.6 cfs
*I,oo= 6.90 in/hr O,oo= 9.1 cfs
1.4~evet~ aunt _ rim. ~-:: _ . _ ,~'

:iNa~stskteslH ~ si~i0nts~tSiono>jirate~-{1e

Precipitation values are for the 6hr storm. Malcolm recommends the 6hr storm event for approximation of the volume of ruraff under
the hydrograph. The 1yr precipitation is for the 24 hr event. A value for the 1yr 6hr event is not known. The tyr 24 hr precipation
value is taken from the Neuse River.
**1,= 3.71 in/hr 0,= 15.1 cfs
*150= 6.56 in/hr 05= 26.7 cfs
*I,oo_ 6.90 in/hr Qioo= 28.0 cfs

Com osite C: 0.20
Total Area 6.59 ac
Tc* 10 min
Rational C Area ac CN
Pervious (Managed) 0.3 3.11 69
Im ervious & O en Water 0.9 3.48 98
Woods (Unmanaged) 0.2 0 55
Com osite C: 0.62
Total Area 6.59 ac
Com osite CN 84.3
Tc 10 min
1 r 50 r 100 r
P in **.- 3.00 0.76 5.07
S (in) 1.9 1.9 1.9
O* in 1.5 0.1 3.4
V ft3 36,807 1,601 80,503
t min 29.3 1.3 64.0
.:Des ` .~ 1,. , . ... ._. ._., ,
Estimated Stora a Re wired 1 r24hr) 17,894 ft3
0.41 acre-ft
BMP Selected D Pond
im ervious 53%
Draina a Area ac 6.59
Rv runoff coeff 0.53
0.29 ac-ft
Volume (1"storm) 12,565 cf

! t ~ A
E-22 School Access Road - Pond A (Northern BMP) Stage Stor age Development

Contour Area
Contour (ft2) Incr Vol (ft3) S
Accum
Vol (ft3)
Z
Stage (ft)

In(S) CHECK CHECK
Zest SA
In(Z)
282.25 5,284.77 0 0
283 6,067.27 4257 4,257 0.75 8.36 -0.29 0.81 6,268
284 7,160.10 6614 10,871 1.75 9.29 0.56 1.76 7,530
285 8,309.47 7735 18,605 2.75 9.83 1.01 2.73 8,304
286 9,515.39 8912 27,518 3.75 10.22 1.32 3.77 8,881
WQ Volume (1") required 12,565 ft3
Elevation for WQ Volume 284.23
Estimate Vol for 1 yr24hr Attentuation 17,894 ft3
Elevation for Attenuation Volume 284.89
xcoeft 1.2165 b = 1.22
y-intercept 8.6095 Ks = 5484
10.40 - ~ _ .,. ~. . ,...~,.. .
20 ~~ -
10 _ ~
. _ _
10
00 y = 1.2165x +..8.6096 y
. -
i

9
80 i
-
-~
. - - --
-

9.60
- ~__---__--
_----___
m~__ _>~
_ l
_._~

9
40

-
-

- i
, ~
. - --#
20
9 __..~ A a._._. ~~
. . _._.
0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40
• Seriesl Linear (Seriesl)

E-22 School Access Road
Pond A
1 yr-Storm
Results .,
Norm surf area= 2:63 ac Max surf azea= 0.19 ac
Required SA = N/A ac Peak stage= 285.25 fr
Peak outflow= 4.9 cfs Rise= 3.00 ft
Pre-
Development FreeCtoard 0.$'fI','
Flow 4.9 cfs (max stage)

In uts
Stage Storage IIydrograph Intrhts
Ks= 5484 Op= f5 cfs
b= 1.22 Tp= 29 mirt
Zo= 282.25 dT= 2 m)n
Initial Water Level
Zi= 282.25 ft
1 24 ht Volume Drawdawn
WQ Volume Elevation = 284.89 ft
Time Ste be in drawdown= 86 minutes
Time Ste end drawdown= 462 minutes
Drawdown time = 0.3 da s
Outflow Devices
RiserBarrel Spillway
N= 1 Number of Risers Orifice (first foot of riser height)
Driser= 24 in Riser Diameter N= 8
Cw= 3.00 Riser Weir Coeff D= 3 in (Perforated Pipe - 3" holes. A total of 8 holes within 1 ft of riser height) Modeled
Cd= 0.6 Riser Orifice Coeff Cd= 0.6 constant head on all holes. Invert placed on bottom of pond to drain completely.
Zcr= 285.3 ft Riser Crest Elev Inv= 282.25 ft
Db= 15 in Barrel Diameter
Cd= 0.6 Barrel orifice Coeff
Zinv= 282.25 ft Elev invert barrel
Emergency Weir:
L= 35 ft
Zcr= 285.3 ft
Cw= 3
Top of Dam
L= 500 ft
Zcr= 286 ft
Cw= 3
Orifice (second foot of riser height)
N= 5
D= 3 in
Cd= 0.6
Inv= 283.75 ft
Orifice (third foot of riser height)
N= 1
D= 3 in
Cd= 0.6
Inv= 284.75 ft
(Perforated Pipe - 3" holes. A total of 5 holes within 1 ft of height) Modeled constant
head on all holes. For modeling -Invert placed at mid height within the second tier of
orifices to average head on orifices.
(Perforated Pipe - 3" holes. A total of 1 holes within 1 ft of height) Modeled constant
head on all holes. For modeling -Invert placed at mid height within the second tier of
orifices to average head on orifices.
Orifice Orifice Orifice Riser (orifice) Riser (Weir)
E
Riser Riser (1st ft of (2nd ft of (3rd ft of
+ orifice + orifice mergency
Time Inflow
g
Stora a
g
Sta a Outflow (Orifice
)
(Weir)
Barrel
RBspwy
.height)
height)
height) Weir To of Dam
p
(min) (cfs) (cu ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) cfs cfs (cfs) (cfs)
0 0 0.00E+00 282.25 0.00 0.0 0.0 0.000 0.0 0.000 0.000 0.000 0.000 0.000 0.0 0.0
2 0 0.00E+00 282.25 0.00 0.0 0.0 0.000 0.0 0.000 0.000 0.000 0.000 0.000 0.0 0.0
4 1 2.08E+Ot 282.26 0.00 0.0 0.0 0.003 0.0 0.191 0.000 0.000 0.191 0.191 0.0 0.0
6 2 1.03E+02 282.29 0.02 0.0 0.0 0.025 0.0 0.368 0.000 0.000 0.368 0.368 0.0 0.0
8 3 2.81 E+02 282.34 0.09 0.0 0.0 0.086 0.1 0.557 0.000 0.000 0.557 0.557 0.0 0.0
1 yr 24hr Routing - Basin A E-22 Access Road Page 3 of 25

Orifice Orifice Orifice
Riser Riser (1st ft of (2nd ft of (3rd ft of Riser (orifice) Riser (Weir) Emergency
Time Inflow
g
Stora a Sta a
g Outflow (Orifice
)
(Weir)
Barrel
RBspwy
height)
height)
height) + orifice + orifice
Weir
Top of Dam
(min) (cfs) (cu ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) cfs cfs (cfs) (cfs)
10 4 5.84E+02 282.41 0.21 0.0 0.0 0.212 0.2 0.753 0.000 0.000 0.753 0.753 0.0 0.0
12 5 1.03E+03 282.50 0.43 0.0 0.0 0.427 0.4 0.952 0.000 0.000 0.952 0.952 0.0 0.0
14 7 1.63E+03 282.62 0.75 0.0 0.0 0.752 0.8 1.149 0.000 0.000 1.149 1.149 0.0 0.0
16 9 2.39E+03 282.75 1.20 0.0 0.0 1.200 1.2 1.343 0.000 0.000 1.343 1.343 0.0 0.0
18 10 3.28E+03 282.91 1.53 0.0 0.0 1.777 1.5 1.531 0.000 0.000 1.531 1.531 0.0 0.0
20 12 4.32E+03 283.07 1.71 0.0 0.0 2.496 1.7 1.714 0.000 0.000 1.714 1.714 0.0 0.0
22 13 5.51E+03 283.25 1.90 0.0 0.0 3.371 1.9 1.895 0.000 0.000 1.895 1.895 0.0 0.0
24 14 6.83E+03 283.45 2.07 0.0 0.0 4.392 2.1 2.070 0.000 0.000 2.070 2.070 0.0 0.0
26 15 8.25E+03 283.65 2.24 0.0 0.0 5.193 2.2 2.237 0.000 0.000 2.237 2.237 0.0 0.0
28 15 9.74E+03 283.85 2.78 0.0 0.0 5.837 2.8 2.395 0.381 0.000 2.775 2.775 0.0 0.0
30 15 1.12E+04 284.05 3.18 0.0 0.0 6.395 3.2 2.537 0.647 0.000 3.184 3.184 0.0 0.0
32 15 1.26E+04 284.24 3.49 0.0 0.0 6.883 3.5 2.665 0.824 0.000 3.489 3.489 0.0 0.0
34 14 1.40E+04 284.41 3.74 0.0 0.0 7.307 3.7 2.778 0.959 0.000 3.738 3.738 0.0 0.0
36 13 1.52E+04 284.57 3.95 0.0 0.0 7.672 3.9 2.878 1.068 0.000 3.945 3.945 0.0 0.0
38 12 1.63E+04 284.70 4.12 0.0 0.0 7.979 4.1 2.962 1.154 0.000 4.116 4.116 0.0 0.0
40 11 1.73E+04 284.82 4.32 0.0 0.0 8.231 4.3 3.032 1.223 0.063 4.319 4.319 0.0 0.0
42 10 1.81 E+04 284.92 4.47 0.0 0.0 8.437 4.5 3.090 1.278 0.098 4.466 4.466 0.0 0.0
44 9 1.88E+04 285.00 4.56 0.0 0.0 8.605 4.6 3.137 1.323 0.119 4.578 4.578 0.0 0.0
46 8 1.94E+04 285.07 4.67 0.0 0.0 8.740 4.7 3.175 1.358 0.134 4.667 4.667 0.0 0.0
48 8 1.98E+04 285.12 4.74 0.0 0.0 8.849 4.7 3.206 1.386 0.145 4.736 4.736 0.0 0.0
50 7 2.02E+04 285.17 4.79 0.0 0.0 8.933 4.8 3.230 1.407 0.153 4.790 4.790 0.0 0.0
52 6 2.05E+04 285.20 4.83 0.0 0.0 8.997 4.8 3.248 1.423 0.159 4.830 4.830 0.0 0.0
54 6 2.07E+04 285.22 4.86 0.0 0.0 9.043 4.9 3.261 1.435 0.163 4.859 4.859 0.0 0.0
56 5 2.08E+04 285.24 4.88 0.0 0.0 9.072 4.9 3.270 1.443 0.165 4.877 4.877 0.0 0.0
58 5 2.08E+04 285.25 4.89 0.0 0.0 9.088 4.9 3.274 1.446 0.167 4.887 4.887 0.0 0.0
60 5 2.09E+04 285.25 4.89 0.0 0.0 9.090 4.9 3.275 1.447 0.167 4.889 4.889 0.0 0.0
62 4 2.08E+04 285.24 4.88 0.0 0.0 9.081 4.9 3.272 1.445 0.166 4.883 4.883 0.0 0.0
64 4 2.07E+04 285.23 4.87 0.0 0.0 9.062 4.9 3.266 1.440 0.164 4.871 4.871 0.0 0.0
66 3 2.06E+04 285.22 4.85 0.0 0.0 9.033 4.9 3.258 1.432 0.162 4.853 4.853 0.0 0.0
68 3 2.04E+04 285.20 4.83 0.0 0.0 8.995 4.8 3.248 1.423 0.159 4.829 4.829 0.0 0.0
70 3 2.02E+04 285.18 4.80 0.0 0.0 8.950 4.8 3.235 1.411 0.154 4.800 4.800 0.0 0.0
72 3 2.00E+04 285.15 4.77 0.0 0.0 8.898 4.8 3.220 1.398 0.149 4.767 4.767 0.0 0.0
74 2 1.98E+04 285.12 4.73 0.0 0.0 8.839 4.7 3.203 1.383 0.144 4.730 4.730 0.0 0.0
76 2 1.95E+04 285.09 4.69 0.0 0.0 8.774 4.7 3.185 1.366 0.137 4.688 4.688 0.0 0.0
78 2 1.92E+04 285.05 4.64 0.0 0.0 8.704 4.6 3.165 1.348 0.130 4.643 4.643 0.0 0.0
80 2 1.89E+04 285.01 4.59 0.0 0.0 8.629 4.6 3.144 1.329 0.122 4.594 4.594 0.0 0.0
82 2 1.86E+04 284.97 4.54 0.0 0.0 8.549 4.5 3.121 1.308 0.112 4.541 4.541 0.0 0.0
84 2 1.82E+04 284.93 4.48 0.0 0.0 8.465 4.5 3.098 1.286 0.101 4.485 4.485 0.0 0.0
86 1 1.79E+04 284.89 4.42 0.0 0.0 8.377 4.4 3.073 1.263 0.089 4.425 4.425 0.0 0.0
88 1 1.75E+04 284.85 4.36 0.0 0.0 8.286 4.4 3.048 1.238 0.074 4.360 4.360 0.0 0.0
90 1 1.71 E+04 284.80 4.29 0.0 0.0 8.192 4.3 3.021 1.213 0.054 4.289 4.289 0.0 0.0
92 1 1.66E+04 284.76 4.20 0.0 0.0 8.095 4.2 2.994 1.186 0.021 4.201 4.201 0.0 0.0
94 1 1.64E+04 284.71 4.13 0.0 0.0 7.996 4.1 2.967 1.159 0.000 4.126 4.126 0.0 0.0
96 1 1.60E+04 284.67 4.07 0.0 0.0 7.894 4.1 2.939 1.131 0.000 4.070 4.070 0.0 0.0
98 1 1.57E+04 284.62 4.01 0.0 0.0 7.790 4.0 2.910 1.101 0.000 4.012 4.012 0.0 0.0
100 1 1.53E+04 284.57 3.95 0.0 0.0 7.684 4.0 2.881 1.071 0.000 3.952 3.952 0.0 0.0
1 yr 24hr Routing - Basin A E-22 Access Road Page 4 of 25

Orifice Orifice Orifice
Riser Riser (1st ft of (2nd ft of (3rd ft of Riser (orifice) Riser (Weir) Emergency
Time Inflow Storage Stage Outflow (Orifice) (Weir) Barrel RBspwy height) height) height) + orifice + orifice Weir Top of Dam
(min) (cfs) (cu ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) cfs cfs (cfs) (cfs)
102 1 1.49E+04 284.52 3.89 0.0 0.0 7.575 3.9 2.851 1.039 0.000 3.890 3.890 0.0 0.0
104 1 1.45E+04 284.48 3.83 0.0 0.0 7.463 3.8 2.821 1.007 0.000 3.827 3.827 0.0 0.0
106 1 1.41 E+04 284.43 3.76 0.0 0.0 7.350 3.8 2.790 0.972 0.000 3.762 3.762 0.0 0.0
108 1 1.37E+04 284.38 3.70 0.0 0.0 7.235 3.7 2.759 0.937 0.000 3.696 3.696 0.0 0.0
110 0 1.34E+04 284.33 3.63 0.0 0.0 7.117 3.6 2.727 0.900 0.000 3.628 3.628 0.0 0.0
112 0 1.30E+04 284.28 3.56 0.0 0.0 6.998 3.6 2.696 0.862 0.000 3.558 3.558 0.0 0.0
114 0 1.26E+04 284.23 3.49 0.0 0.0 6.878 3.5 2.663 0.822 0.000 3.486 3.486 0.0 0.0
116 0 1.23E+04 284.19 3.41 0.0 0.0 6.756 3.4 2.631 0.781 0.000 3.412 3.412 0.0 0.0
118 0 1.19E+04 284.14 3.34 0.0 0.0 6.633 3.3 2.599 0.737 0.000 3.336 3.336 0.0 0.0
120 0 1.15E+04 284.09 3.26 0.0 0.0 6.508 3.3 2.566 0.691 0.000 3.257 3.257 0.0 0.0
122 0 1.12E+04 284.05 3.18 0.0 0.0 6.383 3.2 2.534 0.642 0.000 3.176 3.176 0.0 0.0
124 0 1.08E+04 284.00 3.09 0.0 0.0 6.256 3.1 2.501 0.591 0.000 3.092 3.092 0.0 0.0
126 0 1.05E+04 283.95 3.OU 0.0 0.0 6.130 3.0 2.469 0.534 0.000 3.003 3.003 0.0 0.0
128 0 1.02E+04 283.91 2.91 0.0 0.0 6.002 2.9 2.436 0.473 0.000 2.909 2.909 0.0 0.0
130 0 9.84E+03 283.87 2.81 0.0 0.0 5.875 2.8 2.404 0.404 0.000 2.808 2.808 0.0 0.0
132 0 9.52E+03 283.82 2.69 0.0 0.0 5.748 2.7 2.372 0.322 0.000 2.695 2.695 0.0 0.0
134 0 9.22E+03 283.78 2.56 0.0 0.0 5.623 2.6 2.341 0.216 0.000 2.557 2.557 0.0 0.0
136 0 8.94E+03 283.74 2.31 0.0 0.0 5.500 2.3 2.311 0.000 0.000 2.311 2.311 0.0 0.0
138 0 8.68E+03 283.71 2.28 0.0 0.0 5.386 2.3 2.283 0.000 0.000 2.283 2.283 0.0 0.0
140 0 8.42E+03 283.67 2.26 0.0 0.0 5.270 2.3 2.255 0.000 0.000 2.255 2.255 0.0 0.0
142 0 8.17E+03 283.64 2.23 0.0 0.0 5.151 2.2 2.227 0.000 0.000 2.227 2.227 0.0 0.0
144 0 7.91 E+03 283.60 2.20 0.0 0.0 5.030 2.2 2.198 0.000 0.000 2.198 2.198 0.0 0.0
146 0 7.66E+03 283.57 2.17 0.0 0.0 4.906 2.2 2.170 0.000 0.000 2.170 2.170 0.0 0.0
148 0 7.41 E+03 283.53 2.14 0.0 0.0 4.780 2.1 2.140 0.000 0.000 2.140 2.140 0.0 0.0
150 0 7.17E+03 283.50 2.11 0.0 0.0 4.659 2.1 2.111 0.000 0.000 2.111 2.111 0.0 0.0
152 0 6.92E+03 283.46 2.08 0.0 0.0 4.464 2.1 2.081 0.000 0.000 2.081 2.081 0.0 0.0
154 0 6.68E+03 283.43 2.05 0.0 0.0 4.274 2.1 2.051 0.000 0.000 2.051 2.051 0.0 0.0
156 0 6.45E+03 283.39 2.02 0.0 0.0 4.087 2.0 2.021 0.000 0.000 2.021 2.021 0.0 0.0
158 0 6.21E+03 283.36 1.99 0.0 0.0 3.904 2.0 1.990 0.000 0.000 1.990 1.990 0.0 0.0
160 0 5.98E+03 283.32 1.96 0.0 0.0 3.726 2.0 1.959 0.000 0.000 1.959 1.959 0.0 0.0
162 0 5.75E+03 283.29 1.93 0.0 0.0 3.551 1.9 1.928 0.000 0.000 1.928 1.928 0.0 0.0
164 0 5.53E+03 283.26 1.90 0.0 0.0 3.380 1.9 1.897 0.000 0.000 1.897 1.897 0.0 0.0
166 0 5.30E+03 283.22 1.87 0.0 0.0 3.213 1.9 1.865 0.000 0.000 1.865 1.865 0.0 0.0
168 0 5.08E+03 283.19 1.83 0.0 0.0 3.050 1.8 1.833 0.000 0.000 1.833 1.833 0.0 0.0
170 0 4.87E+03 283.16 1.80 0.0 0.0 2.892 1.8 1.801 0.000 0.000 1.801 1.801 0.0 0.0
172 0 4.66E+03 283.12 1.77 0.0 0.0 2.737 1.8 1.768 0.000 0.000 1.768 1.768 0.0 0.0
174 0 4.45E+03 283.09 1.74 0.0 0.0 2.587 1.7 1.735 0.000 0.000 1.735 1.735 0.0 0.0
176 0 4.24E+03 283.06 1.70 0.0 0.0 2.441 1.7 1.702 0.000 0.000 1.702 1.702 0.0 0.0
178 0 4.04E+03 283.03 1.67 0.0 0.0 2.299 1.7 1.668 0.000 0.000 1.668 1.668 0.0 0.0
180 0 3.85E+03 283.00 1.63 0.0 0.0 2.162 1.6 1.634 0.000 0.000 1.634 1.634 0.0 0.0
182 0 3.65E+03 282.97 1.60 0.0 0.0 2.028 1.6 1.600 0.000 0.000 1.600 1.600 0.0 0.0
184 0 3.46E+03 262.94 1.57 0.0 0.0 1.899 1.6 1.565 0.000 0.000 1.565 1.565 0.0 0.0
186 0 3.28E+03 282.90 1.53 0.0 0.0 1.775 1.5 1.530 0.000 0.000 1.530 1.530 0.0 0.0
188 0 3.10E+03 282.87 1.49 0.0 0.0 1.654 1.5 1.495 0.000 0.000 1.495 1.495 0.0 0.0
190 0 2.92E+03 282.85 1.46 0.0 0.0 1.538 1.5 1.459 0.000 0.000 1.459 1.459 0.0 0.0
192 0 2,74E+03 282.82 1.42 0.0 0.0 1.426 1.4 1.423 0.000 0.000 1.423 1.423 0.0 0.0
1 yr 24hr Routing - Basin A E-22 Access Road Page 5 of 25

Orifice Orifice Orifice

Riser
Riser
(1st ft of
(2nd ft of
(3rd ft of Riser (orifice) Riser (Weir)
Emergency
Time Inflow Stora a
g Sta a
g Outflow (Orifice) (Weir
) Barrel RBs w
P Y hei ht
g) hei ht
g) hei ht)
g + orifice + orifice Weir To of Dam
P
(min) (cfs) (cu ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) cfs cfs (cts) (cfs)
194 0 2.58E+03 282.79 1.32 0.0 0.0 1.318 1.3 1.386 0.000 0.000 1.386 1.386 0.0 0.0
196 0 2.42E+03 282.76 1.22 0.0 0.0 1.220 1.2 1.351 0.000 0.000 1.351 1.351 0.0 0.0
198 0 2.27E+03 282.73 1.13 0.0 0.0 1.131 1.1 1.317 0.000 0.000 1.317 1.317 0.0 0.0
200 0 2.14E+03 282.71 1.05 0.0 0.0 1.049 1.0 1.284 0.000 0.000 1.284 1.284 0.0 0.0
202 0 2.01 E+03 282.69 0.97 0.0 0.0 0.974 1.0 1.253 0.000 0.000 1.253 1.253 0.0 0.0
204 0 1.90E+03 282.67 0.91 0.0 0.0 0.905 0.9 1.223 0.000 0.000 1.223 1.223 0.0 0.0
206 0 1.79E+03 282.65 0.84 0.0 0.0 0.842 0.8 1.194 0.000 0.000 1.194 1.194 0.0 0.0
208 0 1.69E+03 282.63 0.78 0.0 0.0 0.785 0.8 1.166 0.000 0.000 1.166 1.166 0.0 0.0
210 0 1.60E+03 282.61 0.73 0.0 0.0 0.731 0.7 1.139 0.000 0.000 1.139 1.139 0.0 0.0
212 0 1.51 E+03 282.60 0.68 0.0 0.0 0.683 0.7 1.113 0.000 0.000 1.113 1.113 0.0 0.0
214 0 1.43E+03 282.58 0.64 0.0 0.0 0.638 0.6 1.088 0.000 0.000 1.088 1.088 0.0 0.0
216 0 1.35E+03 282.57 0.60 0.0 0.0 0.596 0.6 1.064 0.000 0.000 1.064 1.064 0.0 0.0
218 0 1.28E+03 282.55 0.56 0.0 0.0 0.558 0.6 1.040 0.000 0.000 1.040 1.040 0.0 0.0
220 0 1.22E+03 282.54 0.52 0.0 0.0 0.522 0.5 1.018 0.000 0.000 1.018 1.018 0.0 0.0
222 0 1.15E+03 282.53 0.49 0.0 0.0 0.490 0.5 0.996 0.000 0.000 0.996 0.996 0.0 0.0
224 0 1.09E+03 282.52 0.46 0.0 0.0 0.459 0.5 0.975 0.000 0.000 0.975 0.975 0.0 0.0
226 0 1.04E+03 282.50 0.43 0.0 0.0 0.431 0.4 0.955 0.000 0.000 0.955 0.955 0.0 0.0
228 0 9.89E+02 282.49 0.40 0.0 0.0 0.405 0.4 0.935 0.000 0.000 0.935 0.935 0.0 0.0
230 0 9.40E+02 282.48 0.38 0.0 0.0 0.381 0.4 0.916 0.000 0.000 0.916 0.916 0.0 0.0
232 0 8.95E+02 282.48 0.36 0.0 0.0 0.358 0.4 0.898 0.000 0.000 0.898 0.898 0.0 0.0
234 0 8.52E+02 282.47 0.34 0.0 0.0 0.337 0.3 0.880 0.000 0.000 0.880 0.880 0.0 0.0
236 0 8.12E+02 282.46 0.32 0.0 0.0 0.318 0.3 0.862 0.000 0.000 0.862 0.862 0.0 0.0
238 0 7.74E+02 282.45 0.30 0.0 0.0 0.299 0.3 0.846 0.000 0.000 0.846 0.846 0.0 0.0
240 0 7.38E+02 282.44 0.28 0.0 0.0 0.283 0.3 0.829 0.000 0.000 0.829 0.829 0.0 0.0
242 0 7.05E+02 282.44 0.27 0.0 0.0 0.267 0.3 0.814 0.000 0.000 0.814 0.814 0.0 0.0
244 0 6.73E+02 282.43 0.25 0.0 0.0 0.252 0.3 0.798 0.000 0.000 0.798 0.798 0.0 0.0
246 0 6.43E+02 282.42 0.24 0.0 0.0 0.238 0.2 0.783 0.000 0.000 0.783 0.783 0.0 0.0
248 0 6.14E+02 282.42 0.23 0.0 0.0 0.225 0.2 0.769 0.000 0.000 0.769 0.769 0.0 0.0
250 0 5.87E+02 282.41 0.21 0.0 0.0 0.213 0.2 0.755 0.000 0.000 0.755 0.755 0.0 0.0
252 0 5.62E+02 282.40 0.20 0.0 0.0 0.202 0.2 0.741 0.000 0.000 0.741 0.741 0.0 0.0
254 0 5.38E+02 282.40 0.19 0.0 0.0 0.191 0.2 0.728 0.000 0.000 0.728 0.728 0.0 0.0
256 0 5.15E+02 282.39 0.18 0.0 0.0 0.181 0.2 0.715 0.000 0.000 0.715 0.715 0.0 0.0
258 0 4.93E+02 282.39 0.17 0.0 0.0 0.172 0.2 0.703 0.000 0.000 0.703 0.703 0.0 0.0
260 0 4.73E+02 282.38 0.16 0.0 0.0 0.163 0.2 0.691 0.000 0.000 0.691 0.691 0.0 0.0
262 0 4.53E+02 282.38 0.15 0.0 0.0 0.155 0.2 0.679 0.000 0.000 0.679 0.679 0.0 0.0
264 0 4.35E+02 282.37 0.15 0.0 0.0 0.147 0.1 0.667 0.000 0.000 0.667 0.667 0.0 0.0
266 0 4.17E+02 282.37 0.14 0.0 0.0 0.140 0.1 0.656 0.000 0.000 0.656 0.656 0.0 0.0
268 0 4.01E+02 282.37 0.13 0.0 0.0 0.133 0.1 0.645 0.000 0.000 0.645 0.645 0.0 0.0
270 0 3.85E+02 282.36 0.13 0.0 0.0 0.126 0.1 0.634 0.000 0.000 0.634 0.634 0.0 0.0
272 0 3.70E+02 282.36 0.12 0.0 0.0 0.120 0.1 0.624 0.000 0.000 0.624 0.624 0.0 0.0
274 0 3.55E+02 282.36 0.11 0.0 0.0 0.115 0.1 0.614 0.000 0.000 0.614 0.614 0.0 0.0
276 0 3.41 E+02 282.35 0.11 0.0 0.0 0.109 0.1 0.604 0.000 0.000 0.604 0.604 0.0 0.0
278 0 3.28E+02 282.35 0.10 0.0 0.0 0.104 0.1 0.594 0.000 0.000 0.594 0.594 0.0 O.D
280 0 3.16E+02 282.35 0.10 0.0 0.0 0.099 0.1 0.585 0.000 0.000 0.585 0.585 0.0 0.0
282 0 3.04E+02 282.34 0.09 0.0 0.0 0.095 0.1 0.576 0.000 0.000 0.576 0.576 0.0 0.0
284 0 2.93E+02 282.34 0.09 0.0 0.0 0.090 0.1 0.567 0.000 0,000 0.567 0.567 0.0 0.0
1 yr 24hr Routing - Basin A E-22 Access Road Page 6 of 25

Orifice Orifice Orifice

Riser
Riser
(1st ft of
(2nd ft of
(3rd ft of Riser (orifice) Riser (Weir)
Emergency
Time Inflow Storage Stage Outflow (Orifice) (Weir) Barrel RBspwy height) height) height) + orifice + orifice Weir Top of Dam
(min) (cfs) (cu ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) cfs cfs (cfs) (cts)
286 0 2.82E+02 282.34 0.09 0.0 0.0 0.086 0.1 0.558 0.000 0.000 0.558 0.558 0.0 0.0
288 0 2.72E+02 282.33 0.08 0.0 0.0 0.082 0.1 0.550 0.000 0.000 0.550 0.550 0.0 0.0
290 0 2.62E+02 282.33 0.08 0.0 0.0 0.079 0.1 0.542 0.000 0.000 0.542 0.542 0.0 0.0
292 0 2.52E+02 282.33 0.08 0.0 0.0 0.075 0.1 0.533 0.000 0.000 0.533 0.533 0.0 0.0
294 0 2.43E+02 282.33 0.07 0.0 0.0 0.072 0.1 0.526 0.000 0.000 0.526 0.526 0.0 0.0
296 0 2.35E+02 282.32 0.07 0.0 0.0 0.069 0.1 0.518 0.000 0.000 0.518 0.518 0.0 0.0
298 0 2.26E+02 282.32 0.07 0.0 0.0 0.066 0.1 0.510 0.000 0.000 0.510 0.510 0.0 0.0
300 0 2.19E+02 282.32 0.06 0.0 0.0 0.063 0.1 0.503 0.000 0.000 0.503 0.503 0.0 0.0
302 0 2.11E+02 282.32 0.06 0.0 0.0 0.060 0.1 0.496 0.000 0.000 0.496 0.496 0.0 0.0
304 0 2.04E+02 282.32 0.06 0.0 0.0 0.058 0.1 0.489 0.000 0.000 0.489 0.489 0.0 0.0
306 0 1.97E+02 282.31 0.06 0.0 0.0 0.055 0.1 0.482 0.000 0.000 0.482 0.482 0.0 0.0
308 0 1.90E+02 282.31 0.05 0.0 0.0 0.053 0.1 0.475 0.000 0.000 0.475 0.475 0.0 0.0
310 0 1.84E+02 282.31 0.05 0.0 0.0 0.051 0.1 0.468 0.000 0.000 0.468 0.468 0.0 0.0
312 0 1.78E+02 282.31 0.05 0.0 0.0 0.049 0.0 0.462 0.000 0.000 0.462 0.462 0.0 0.0
314 0 1.72E+02 282.31 0.05 0.0 0.0 0.047 0.0 0.456 0.000 0.000 0.456 0.456 0.0 0.0
316 0 1.66E+02 282.31 0.04 0.0 0.0 0.045 0.0 0.449 0.000 0.000 0.449 0.449 0.0 0.0
318 0 1.61E+02 282.30 0.04 0.0 0.0 0.043 0.0 0.443 0.000 0.000 0.443 0.443 0.0 0.0
320 0 1.56E+02 282.30 0.04 0.0 0.0 0.041 0.0 0.438 0.000 0.000 0.438 0.438 0.0 0.0
322 0 1.51 E+02 282.30 0.04 0.0 0.0 0.040 0.0 0.432 0.000 0.000 0.432 0.432 0.0 0.0
324 0 1.46E+02 282.30 0.04 0.0 0.0 0.038 0.0 0.426 0.000 0.000 0.426 0.426 0.0 0.0
326 0 1.41 E+02 282.30 0.04 0.0 0.0 0.037 0.0 0.420 0.000 0.000 0.420 0.420 0.0 0.0
328 0 1.37E+02 282.30 0.04 0.0 0.0 0.035 0.0 0.415 0.000 0.000 0.415 0.415 0.0 0.0
330 0 1.33E+02 282.30 0.03 0.0 0.0 0.034 0.0 0.410 0.000 0.000 0.410 0.410 0.0 0.0
332 0 1.29E+02 282.30 0.03 0.0 0.0 0.033 0.0 0.404 0.000 0.000 0.404 0.404 0.0 0.0
334 0 1.25E+02 282.29 0.03 0.0 0.0 0.032 0.0 0.399 0.000 0.000 0.399 0.399 0.0 0.0
336 0 1.21 E+02 282.29 0.03 0.0 0.0 0.030 0.0 0.394 0.000 0.000 0.394 0.394 0.0 0.0
338 0 1.17E+02 282.29 0.03 0.0 0.0 0.029 0.0 0.389 0.000 0.000 0.389 0.389 0.0 0.0
340 0 1.14E+02 282.29 0.03 0.0 0.0 0.028 0.0 0.385 0.000 0.000 0.385 0.385 0.0 0.0
342 0 1.10E+02 282.29 0.03 0.0 0.0 0.027 0.0 0.380 0.000 0.000 0.380 0.380 0.0 0.0
344 0 1.07E+02 282.29 0.03 0.0 0.0 0.026 0.0 0.375 0.000 0.000 0.375 0.375 0.0 0.0
346 0 1.04E+02 282.29 0.03 0.0 0.0 0.025 0.0 0.371 0.000 0.000 0.371 0.371 0.0 0.0
348 0 1.01 E+02 282.29 0.02 0.0 0.0 0.024 0.0 0.366 0.000 0.000 0.366 0.366 0.0 0.0
350 0 9.81 E+01 282.29 0.02 0.0 0.0 0.023 0.0 0.362 0.000 0.000 0.362 0.362 0.0 0.0
352 0 9.53E+Ot 282.29 0.02 0.0 0.0 0.023 0.0 0.357 0.000 0.000 0.357 0.357 0.0 0.0
354 0 9.26E+Ot 282.28 0.02 0.0 0.0 0.022 0.0 0.353 0.000 0.000 0.353 0.353 0.0 0.0
356 0 9.00E+01 282.28 0.02 0.0 0.0 0.021 0.0 0.349 0.000 0.000 0.349 0.349 0.0 0.0
358 0 8.74E+01 282.28 0.02 0.0 0.0 0.020 0.0 0.345 0.000 0.000 0.345 0.345 0.0 0.0
360 0 8.50E+01 282.28 0.02 0.0 0.0 0.020 0.0 0.341 0.000 0.000 0.341 0.341 0.0 0.0
362 0 8.26E+01 282.28 0.02 0.0 0.0 0.019 0.0 0.337 0.000 0.000 0.337 0.337 0.0 0.0
364 0 8.04E+Ot 282.28 0.02 0.0 0.0 0.018 0.0 0.333 0.000 0.000 0.333 0.333 0.0 0.0
366 0 7.82E+01 282.28 0.02 0.0 0.0 0.018 0.0 0.330 0.000 0.000 0.330 0.330 0.0 0.0
368 0 7.60E+01 282.28 0.02 0.0 0.0 0.017 0.0 0.326 0.000 0.000 0.326 0.326 0.0 0.0
370 0 7.40E+01 282.28 0.02 0.0 0.0 0.017 0.0 0.322 0.000 0.000 0.322 0.322 0.0 0.0
372 0 7.20E+01 282.28 0.02 0.0 0.0 0.016 0.0 0.319 0.000 0.000 0.319 0.319 0.0 0.0
374 0 7.01 E+01 282.28 0.02 0.0 0.0 0.015 0.0 0.315 0.000 0.000 0.315 0.315 0.0 0.0
376 0 6.82E+01 282.28 0.01 0.0 0.0 0.015 0.0 0.312 0.000 0.000 0.312 0.312 0.0 0.0
1 yr 24hr Routing - Basin A E-22 Access Road Page 7 of 25

Orifice Or~ce Orifice
Riser Riser (1st ft of (2nd ft of (3rd ft of Riser (orsce) Riser (Weir) Emergency
Time Inflow
g
Stora a
g
Sta a Outflow (Orifice
)
(Weir)
Barrel
RBspwy
height)
height)
height) + orifice + or~ce
Weir
Top of Dam
(min) (cfs) (cu ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) cfs cfs (cfs) (cfs)
378 0 6.64E+01 282.28 0.01 0.0 0.0 0.014 0.0 0.308 0.000 0.000 0.308 0.308 0.0 0.0
380 0 6.47E+01 282.28 0.01 0.0 0.0 0.014 0.0 0.305 0.000 0.000 0.305 0.305 0.0 0.0
382 0 6.30E+01 282.28 0.01 0.0 0.0 0.014 0.0 0.302 0.000 0.000 0.302 0.302 0.0 0.0
384 0 6.14E+01 282.27 0.01 0.0 0.0 0.013 0.0 0.298 0.000 0.000 0.298 0.298 0.0 0.0
386 0 5.98E+01 282.27 0.01 0.0 0.0 0.013 0.0 0.295 0.000 0.000 0.295 0.295 0.0 0.0
388 0 5.83E+Ot 282.27 0.01 0.0 0.0 0.012 0.0 0.292 0.000 0.000 0.292 0.292 0.0 0.0
390 0 5.68E+Ot 282.27 0.01 0.0 0.0 0.012 0.0 0.289 0.000 0.000 0.289 0.289 0.0 0.0
392 0 5.53E+01 282.27 0.01 0.0 0.0 0.012 0.0 0.286 0.000 0.000 0.286 0.286 0.0 0.0
394 0 5.40E+01 282.27 0.01 0.0 0.0 0.011 0.0 0.283 0,000 0.000 0.283 0.283 0.0 0.0
396 0 5.26E+01 282.27 0.01 0.0 0.0 0.011 0.0 0.280 0.000 0.000 0.280 0.280 0.0 0.0
398 0 5.13E+01 282.27 0.01 0.0 0.0 0.011 0.0 0.277 0.000 0.000 0.277 0.277 0.0 0.0
400 0 5.00E+01 282.27 0.01 0.0 0.0 .0.010 0.0 0.274 0.000 0.000 0.274 0.274 0.0 0.0
402 0 4.88E+Ot 282.27 0.01 0.0 0.0 0.010 0.0 0.272 0.000 0.000 0.272 0.272 0.0 0.0
404 0 4.76E+01 282.27 0.01 0.0 0.0 0.010 0.0 0.269 0.000 0.000 0.269 0.269 0.0 0.0
406 0 4.65E+01 282.27 0.01 0.0 0.0 0.009 0.0 0.266 0.000 0.000 0.266 0.266 0.0 0.0
408 0 4.53E+01 282.27 0.01 0.0 0.0 0.009 0.0 0.263 0.000 0.000 0.263 0.263 0.0 0.0
410 0 4.43E+01 282.27 0.01 0.0 0.0 0.009 0.0 0.261 0.000 0.000 0.261 0.261 0.0 0.0
412 0 4.32E+01 282.27 0.01 0.0 0.0 0.009 0.0 0.258 0.000 0.000 0.258 0.258 0.0 0.0
414 0 4.22E+01 282.27 0.01 0.0 0.0 0.008 0.0 0.256 0.000 0.000 0.256 0.256 0.0 0.0
416 0 4.12E+01 282.27 0.01 0.0 0.0 0.008 0.0 0.253 0.000 0.000 0.253 0.253 0.0 0.0
418 0 4.02E+01 282.27 0.01 0.0 0.0 0.008 0.0 0.251 0.000 0.000 0.251 0.251 0.0 0.0
420 0 3.93E+01 282.27 0.01 0.0 0.0 0.008 0.0 0.248 0.000 0.000 0.248 0.248 0.0 0.0
422 0 3.84E+01 282.27 0.01 0.0 0.0 0.007 0.0 0.246 0.000 0.000 0.246 0.246 0.0 0.0
424 0 3.75E+01 282.27 0.01 0.0 0.0 0.007 0.0 0.244 0.000 0.000 0.244 0.244 0.0 0.0
426 0 3.66E+01 282.27 0.01 0.0 0.0 0.007 0.0 0.241 0.000 0.000 0.241 0.241 0.0 0.0
428 0 3.58E+01 282.27 0.01 0.0 0.0 0.007 0.0 0.239 0.000 0.000 0.239 0.239 0.0 0.0
430 0 3.50E+01 282.27 0.01 0.0 0.0 0.007 0.0 0.237 0.000 0.000 0.237 0.237 0.0 0.0
432 0 3.42E+Ot 282.27 0.01 0.0 0.0 0.006 0.0 0.235 0.000 0.000 0.235 0.235 0.0 0.0
434 0 3.34E+01 282.27 0.01 0.0 0.0 0.006 0.0 0.232 0.000 0.000 0.232 0.232 0.0 0.0
436 0 3.27E+01 282.26 0.01 0.0 0.0 0.006 0.0 0.230 0.000 0.000 0.230 0.230 0.0 0.0
438 0 3.20E+01 282.26 0.01 0.0 0.0 0.006 0.0 0.228 0.000 0.000 0.228 0.228 0.0 0.0
440 0 3.13E+01 282.26 0.01 0.0 0.0 0.006 0.0 0.226 0.000 0.000 0.226 0.226 0.0 0.0
442 0 3.06E+Ot 282.26 0.01 0.0 0.0 0.006 0.0 0.224 0.000 0.000 0.224 0.224 0.0 0.0
444 0 2.99E+Ot 282.26 0.01 0.0 0.0 0.005 0.0 0.222 0.000 0.000 0.222 0.222 0.0 0.0
446 0 2.92E+01 282.26 0.01 0.0 0.0 0.005 0.0 0.220 0.000 0.000 0.220 0.220 0.0 0.0
448 0 2.86E+01 282.26 0.01 0.0 0.0 0.005 0.0 0.218 0.000 0.000 0.218 0.218 0.0 0.0
450 0 2.80E+01 282.26 0.00 0.0 0.0 0.005 0.0 0.216 0.000 0.000 0.216 0.216 0.0 0.0
452 0 2.74E+01 282.26 0.00 0.0 0.0 0.005 0.0 0.214 0.000 0.000 0.214 0.214 0.0 0.0
454 0 2.68E+01 282.26 0.00 0.0 0.0 0.005 0.0 0.212 0.000 0.000 0.212 0.212 0.0 0.0
456 0 2.62E+01 282.26 0.00 0.0 0.0 0.005 0.0 0.210 0.000 0.000 0.210 0.210 0.0 0.0
458 0 2.57E+01 282.26 0.00 0.0 0.0 0.004 0.0 0.209 0.000 0.000 0.209 0.209 0.0 0.0
460 0 2.52E+01 282.26 0.00 0.0 0.0 0.004 0.0 0.207 0.000 0.000 0.207 0.207 0.0 0.0
462 0 2.46E+01 282.26 0.00 0.0 0.0 0.004 0.0 0.205 0.000 0.000 0.205 0.205 0.0 0.0
1 yr 24hr Routing - Basin A E-22 Access Road Page 8 of 25

1yr 24hr Storm Routing -Basin A
16
14
12
10
.-.
N
w
V
8
O
LL
6
4
0
Time (min)
+Inflow Hydrograph -~-Outflow Hydrograph
0 50 100 150 200 250 300 350 400 450 500

E-22 School Access Road
Pond A
100 yr-Storm
Resnl
Norm sari area= 2:63: ac tk3ax stfrt area= 0.2b rn.
Requited SA = N/A ac ]?eaiestag~ 285.62 ft
Peak outflow= 28.0 efs ~L4V= 3.37 fi
Pre-
I~velopment Freeboard O:d ft
Flow N/A efs (mare.,stage)

In is
Stage Storage Ilyd'rogtaph=Inputs
Ks= 5484 Op= 28 Cfis
b- 1.22 Tp= 64 rnlrl
Zo= 282.25 dT= 4 tttlh
Initial Water Level
ZI= 282.25 ft
Outflow Devices
Riser/Barrel Spillway
N= t Number of Risers Orifice (first foot of riser height)
Driser= 24 in Riser Diameter N= 8
Cw= 3.00 Riser Weir Coeff D= 3 in (Perforated Pipe - 3" holes. A total of 8 holes within 1 ft of riser height) Modeled
Cd= 0.6 Riser Orifice Coeff Cd= 0.6 constant head on all holes. Invert placed on bottom of pond to drain completely.
Zcr= 285.3 ft Riser Crest Elev Inv= 282.25 ft
Db= 15 in Barrel Diameter
Cd= 0.6 Barrel orifice Coeff Orifice (second foot of riser height)
Zinv= 282.25 ft Elev invert barrel N= 5 (Perforated Pipe - 3" holes. A total of 5 holes within 1 ft of height) Modeled constant
D= 3 in head on all holes. For modeling -Invert placed at mid height within the second tier of
Emergency Weir: Cd= 0.6 orifices to average head on orifices.
L= 35 ft Inv= 283.75 ft
Zcr= 285.3 ft
Cw= 3 Orifice (third foot of riser height)
N= i (Perforated Pipe - 3" holes. A total of 1 holes within 1 ft of height) Modeled constant
Top of Dam D= 3 in head on all holes. For modeling -Invert placed at mid height within the second tier of
L= 500 ft Cd= 0.6 orifices to average head on orifices.
Zcr= 286 ft Inv= 284.75 ft
Cw= 3
Orifice Orifice Orifice Riser (orifice) Riser (Weir)
Riser Riser (1st ft of (2nd ft of (3rd ft of Emergency
+ orifice + orifice
Time Inflow Storage Stage Outflow (Orifice) (Weir) Barrel Weir
RBspwy height) height) height) Top of Dam
(min) (efs) (cu ft) (ft) (efs) (efs) (efs) (efs) (efs) (efs) (efs) (efs) efs efs (efs) (efs)
0 0 0.00E+00 282.25 0.00 0.0 0.0 0.000 0.0 0.000 0.000 0.000 0.000 0.000 0.0 0.0
t 0 0.00E+00 282.25 0.00 0.0 0.0 0.000 0.0 0.000 0.000 0.000 0.000 0.000 0.0 0.0
2 0 1.01 E+00 282.25 0.00 0.0 0.0 0.000 0.0 0.055 0.000 0.000 0.055 0.055 0.0 0.0
3 0 5.06E+00 282.25 0.00 0.0 0.0 0.001 0.0 0.107 0.000 0.000 0.107 0.107 0.0 0.0
4 0 1.41 E+01 282.26 0.00 0.0 0.0 0.002 0.0 0.163 0.000 0.000 0.163 0.163 0.0 0.0
100yr Storm Routing - Basin A E-22 Access Road Page 10 of 25

Orifice Orifice Or~ce

Riser
Riser
(1st ft of
(2nd ft of
(3rd ft of Riser (orifice) Riser (Weir)
Emergency
Time Inflow Storage Stage Outflow (Orifice) (Weir) Barrel RBspwy height) height) height) + orifice + orifice Weir Top of Dam
(min) (cfs) (cu ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) cfs cfs (cfs) (cfs)
5 0 3.02E+01 282.26 0.01 0.0 0.0 0.005 0.0 0.223 0.000 0.000 0.223 0.223 0.0 0.0
6 1 5.51 E+01 282.27 0.01 0.0 0.0 0.012 0.0 0.285 0.000 0.000 0.285 0.285 0.0 0.0
7 1 9.06E+Ot 282.28 0.02 0.0 0.0 0.021 0.0 0.350 0.000 0.000 0.350 0.350 0.0 0.0
8 1 1.38E+02 282.30 0.04 0.0 0.0 0.036 0.0 0.417 0.000 0.000 0.417 0.417 0.0 0.0
9 1 2.00E+02 282.32 0.06 0.0 0.0 0.057 0.1 0.485 0.000 0.000 0.485 0.485 0.0 0.0
10 2 2.78E+02 282.34 0.08 0.0 0.0 0.085 0.1 0.555 0.000 0.000 0.555 0.555 0.0 0.0
11 2 3.72E+02 282.36 0.12 0.0 0.0 0.121 0.1 0.626 0.000 0.000 0.626 0.626 0.0 0.0
12 2 4.84E+02 282.39 0.17 0.0 0.0 0.168 0.2 0.697 0.000 0.000 0.697 0.697 0.0 0.0
13 3 6.16E+02 282.42 0.23 0.0 0.0 0.226 0.2 0.770 0.000 0.000 0.770 0.770 0.0 0.0
14 3 7.68E+02 282.45 0.30 0.0 0.0 0.297 0.3 0.843 0.000 0.000 0.843 0.843 0.0 0.0
15 4 9.41 E+02 282.48 0.38 0.0 0.0 0.381 0.4 0.916 0.000 0.000 0.916 0.916 0.0 0.0
16 4 1.14E+03 282.52 0.48 0.0 0.0 0.481 0.5 0.990 0.000 0.000 0.990 0.990 0.0 0.0
17 5 1.35E+03 282.57 0.60 0.0 0.0 0.597 0.6 1.064 0.000 0.000 1.064 1.064 0.0 0.0
18 5 1.59E+03 282.61 0.73 0.0 0.0 0.730 0.7 1.138 0.000 0.000 1.138 1.138 0.0 0.0
19 6 1.86E+03 282.66 0.88 0.0 0.0 0.882 0.9 1.212 0.000 0.000 1.212 1.212 0.0 0.0
20 6 2.15E+03 282.71 1.05 0.0 0.0 1.053 1.1 1.286 0.000 0.000 1.286 1.286 0.0 0.0
21 7 2.46E+03 282.77 1.24 0.0 0.0 1.244 1.2 1.359 0.000 0.000 1.359 1.359 0.0 0.0
22 7 2.79E+03 282.82 1.43 0.0 0.0 1.456 1.4 1.432 0.000 0.000 1.432 1.432 0.0 0.0
23 8 3.15E+03 282.88 1.51 0.0 0.0 1.690 1.5 1.505 0.000 0.000 1.505 1.505 0.0 0.0
24 9 3.54E+03 282.95 1.58 0.0 0.0 1.952 1.6 1.580 0.000 0.000 1.580 1.580 0.0 0.0
25 9 3.97E+03 283.02 1.65 0.0 0.0 2.245 1.7 1.655 0.000 0.000 1.655 1.655 0.0 0.0
26 10 4.42E+03 283.09 1.73 0.0 0.0 2.569 1.7 1.731 0.000 0.000 1.731 1.731 0.0 0.0
27 11 4.92E+03 283.16 1.81 0.0 0.0 2.927 1.8 1.808 0.000 0.000 1.808 1.808 0.0 0.0
28 11 5.45E+03 283.24 1.89 0.0 0.0 3.319 1.9 1.885 0.000 0.000 1.885 1.885 0.0 0.0
29 12 6.01 E+03 283.33 1.96 0.0 0.0 3.748 2.0 1.963 0.000 0.000 1.963 1.963 0.0 0.0
30 13 6.61 E+03 283.42 2.04 0.0 0.0 4.215 2.0 2.042 0.000 0.000 2.042 2.042 0.0 0.0
31 13 7.25E+03 283.51 2.12 0.0 0.0 4.692 2.1 2.120 0.000 0.000 2.120 2.120 0.0 0.0
32 14 7.92E+03 283.60 2.20 0.0 0.0 5.033 2.2 2.199 0.000 0.000 2.199 2.199 0.0 0.0
33 15 8.63E+03 283.70 2.28 0.0 0.0 5.364 2.3 2.278 0.000 0.000 2.278 2.278 0.0 0.0
34 15 9.37E+03 283.80 2.63 0.0 0.0 5.686 2.6 2.357 0.275 0.000 2.632 2.632 0.0 0.0
35 16 1.01 E+04 283.91 2.90 0.0 0.0 5.995 2.9 2.434 0.469 0.000 2.904 2.904 0.0 0.0
36 17 1.09E+04 284.01 3.12 0.0 0.0 6.294 3.1 2.511 0.606 0.000 3.117 3.117 0.0 0.0
37 17 1.17E+04 284.12 3.31 0.0 0.0 6.585 3.3 2.586 0.720 0.000 3.306 3.306 0.0 0.0
38 18 1.26E+04 284.23 3.48 0.0 0.0 6.870 3.5 2.661 0.820 0.000 3.481 3.481 0.0 0.0
39 19 1.35E+04 284.34 3.65 0.0 0.0 7.150 3.6 2.736 0.911 0.000 3.647 3.647 0.0 0.0
40 19 1.44E+04 284.46 3.81 0.0 0.0 7.425 3.8 2.810 0.995 0.000 3.805 3.805 0.0 0.0
41 20 1.53E+04 284.58 3.96 0.0 0.0 7.695 4.0 2.884 1.074 0.000 3.958 3.958 0.0 0.0
42 21 1.63E+04 284.70 4.11 0.0 0.0 7.961 4.1 2.957 1.149 0.000 4.107 4.107 0.0 0.0
43 21 1.73E+04 284.82 4.31 0.0 0.0 8.223 4.3 3.030 1.221 0.062 4.313 4.313 0.0 0.0
44 22 1.83E+04 284.94 4.50 0.0 0.0 8.480 4.5 3.102 1.290 0.103 4.495 4.495 0.0 0.0
45 22 1.93E+04 285.07 4.66 0.0 0.0 8.733 4.7 3.173 1.356 0.133 4.662 4.662 0.0 0.0
46 23 2.04E+04 285.19 4.82 0.0 0.0 8.982 4.8 3.244 1.420 0.157 4.821 4.821 0.0 0.0
47 23 2.15E+04 285.32 5.36 2.2 0.1 9.227 5.0 3.314 1.481 0.179 7.184 5.033 0.3 0.0
48 24 2.26E+04 285.45 12.20 5.8 1.1 9.464 6.2 3.382 1.540 0.198 10.945 6.196 6.0 0.0
49 24 2.33E+04 285.53 18.89 7.3 2.1 9.613 7.3 3.425 1.577 0.209 12.468 7.293 11.6 0.0
50 25 2.36E+04 285.57 22.49 7.8 2.6 9.682 7.9 3.445 1.594 0.214 13.092 7.876 14.6 0.0
100yr Storm Routing - Basin A E-22 Access Road Page 11 of 25

Or~ce Orifice Orifice

Riser
Riser
(1st ft of
(2nd ft of
(3rd ft of Riser (orifice) Riser (Weir)
Emergency
Time Inflow Storage Stage Outflow (Orifice) (Weir) Barrel RBspwy height) height) height) + orifice + or~ce Weir Top of Dam
(min) (cfs) (cu ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) cfs cfs (cfs) (cfs)
51 25 2.37E+04 285.59 24.12 8.1 2.9 9.712 8.1 3.453 1.601 0.216 13.346 8.138 16.0 0.0
52 26 2.38E+04 285.59 24.94 8.2 3.0 9.726 8.3 3.457 1.604 0.217 13.469 8.270 16.7 0.0
53 26 2.39E+04 285.60 25.46 8.3 3.1 9.736 8.4 3.460 1.607 0.218 13.546 8.356 17.1 0.0
54 26 2.39E+04 285.60 25.88 8.3 3.1 9.743 8.4 3.462 1.608 0.218 13.607 8.423 17.5 0.0
55 27 2.39E+04 285.61 26.25 8.4 3.2 9.749 8.5 3.464 1.610 0.219 13.659 8.482 17.8 0.0
56 27 2.39E+04 285.61 26.57 8.4 3.2 9.755 8.5 3.465 1.611 0.219 13.705 8.534 18.0 0.0
57 27 2.40E+04 285.61 26.87 8.4 3.3 9.760 8.6 3.467 1.613 0.219 13.746 8.582 18.3 0.0
58 27 2.40E+04 285.61 27.13 8.5 3.3 9.764 8.6 3.468 1.614 0.220 13.783 8.624 18.5 0.0
59 28 2.40E+04 285.62 27.36 8.5 3.4 9.768 8.7 3.469 1.615 0.220 13.814 8.661 18.7 0.0
60 28 2.40E+04 285.62 27.56 8.5 3.4 9.771 8.7 3.470 1.615 0.220 13.841 8.692 18.9 0.0
61 28 2.40E+04 285.62 27.72 8.6 3.4 9.774 8.7 3.471 1.616 0.220 13.864 8.718 19.0 0.0
62 28 2.40E+04 285.62 27.85 8.6 3.4 9.776 8.7 3.472 1.617 0.221 13.881 8.739 19.1 0.0
63 28 2.41 E+04 285.62 27.95 8.6 3.4 9.778 8.8 3.472 1.617 0.221 13.894 8.755 19.2 0.0
64 28 2.41 E+04 285.62 28.01 8.6 3.5 9.779 8.8 3.472 1.617 0.221 13.903 8.765 19.2 0.0
65 28 2.41 E+04 285.62 28.04 8.6 3.5 9.780 8.8 3.473 1.617 0.221 13.907 8.770 19.3 0.0
66 28 2.41 E+04 285.62 28.03 8.6 3.5 9.779 8.8 3.473 1.617 0.221 13.906 8.769 19.3 0.0
67 28 2.41 E+04 285.62 27.99 8.6 3.5 9.779 8.8 3.472 1.617 0.221 13.901 8.763 19.2 0.0
68 28 2.41E+04 285.62 27.92 8.6 3.4 9.778 8.8 3.472 1.617 0.221 13.891 8.751 19.2 0.0
69 28 2.40E+04 285.62 27.82 8.6 3.4 9.776 8.7 3.472 1.616 0.221 13.877 8.734 19.1 0.0
70 27 2.40E+04 285.62 27.68 8.6 3.4 9.774 8.7 3.471 1.616 0.220 13.858 8.712 19.0 0.0
71 27 2.40E+04 285.62 27.51 8.5 3.4 9.771 8.7 3.470 1.615 0.220 13.835 8.685 18.8 0.0
72 27 2.40E+04 285.62 27.30 8.5 3.3 9.767 8.7 3.469 1.614 0.220 13.807 8.652 18.7 0.0
73 27 2.40E+04 285.61 27.07 8.5 3.3 9.763 8.6 3.468 1.613 0.220 13.774 8.614 18.5 0.0
74 26 2.40E+04 285.61 26.80 8.4 3.3 9.759 8.6 3.467 1.612 0.219 13.737 8.571 18.2 0.0
75 26 2.39E+04 285.61 26.51 8.4 3.2 9.754 8.5 3.465 1.611 0.219 13.696 8.524 18.0 0.0
76 26 2.39E+04 285.61 26.18 8.4 3.2 9.748 8.5 3.464 1.610 0.219 13.650 8.471 17.7 0.0
77 25 2.39E+04 285.60 25.83 8.3 3.1 9.742 8.4 3.462 1.608 0.218 13.599 8.414 17.4 0.0
78 25 2.38E+04 285.60 25.45 8.3 3.1 9.735 8.4 3.460 1.607 0.218 13.544 8.353 17.1 0.0
79 24 2.38E+04 285.59 25.04 8.2 3.0 9.728 8.3 3.458 1.605 0.217 13.484 8.287 16.7 0.0
80 24 2.38E+04 285.59 24.60 8.1 2.9 9.720 8.2 3.456 1.603 0.217 13.419 8.217 16.4 0.0
81 23 2.37E+04 285.59 24.14 8.1 2.9 9.712 8.1 3.453 1.601 0.216 13.350 8.142 16.0 0.0
82 23 2.37E+04 285.58 23.69 8.0 2.8 9.704 8.1 3.451 1.599 0.215 13.281 8.070 15.6 0.0
83 23 2.37E+04 285.58 23.23 7.9 2.7 9.696 8.0 3.448 1.597 0.215 13.209 7.995 15.2 0.0
84 22 2.36E+04 285.57 22.77 7.9 2.7 9.687 7.9 3.446 1.595 0.214 13.136 7.921 14.8 0.0
85 22 2.36E+04 285.57 22.32 7.8 2.6 9.679 7.8 3.444 1.593 0.214 13.064 7.848 14.5 0.0
86 21 2.35E+04 285.56 21.88 7.7 2.5 9.671 7.8 3.441 1.591 0.213 12.991 7.776 14.1 0.0
87 21 2.35E+04 285.56 21.44 7.7 2.5 9.663 7.7 3.439 1.589 0.212 12.919 7.706 13.7 0.0
88 20 2.35E+04 285.55 21.02 7.6 2.4 9.655 7.6 3.437 1.587 0.212 12.847 7.637 13.4 0.0
89 20 2.34E+04 285.55 20.60 7.5 2.3 9.647 7.6 3.434 1.585 0.211 12.775 7.569 13.0 0.0
90 20 2.34E+04 285.54 20.19 7.5 2.3 9.639 7.5 3.432 1.583 0.211 12.704 7.503 12.7 0.0
91 19 2.33E+04 285.54 19.79 7.4 2.2 9.631 7.4 3.430 1.581 0.210 12.632 7.438 12.4 0.0
92 19 2.33E+04 285.54 19.40 7.3 2.2 9.623 7.4 3.427 1.579 0.210 12.561 7.374 12.0 0.0
93 18 2.33E+04 285.53 19.01 7.3 2.1 9.616 7.3 3.425 1.577 0.209 12.491 7.312 11.7 0.0
94 18 2.32E+04 285.53 18.63 7.2 2.0 9.608 7.3 3.423 1.576 0.208 12.420 7.251 11.4 0.0
95 18 2.32E+04 285.52 18.26 7.1 2.0 9.600 7.2 3.421 1.574 0.208 12.349 7.190 11.1 0.0
96 17 2.32E+04 285.52 17.90 7.1 1.9 9.593 7.1 3.419 1.572 0.207 12.279 7.132 10.8 0.0
100yr Storm Routing - Basin A E-22 Access Road Page 12 of 25

Orifice Orifice Orifice

Riser
Riser
(1st ft of
(2nd ft of
(3rd ft of Riser (orifice) Riser (Weir)
Emergency
Time Inflow Stora a
g Sta a
g Outflow
(Orifice)
(Weir)
Barrel
RBspwy
height)
height)
height) + orifice + orifice
Weir
Top of Dam
(min) (cfs) (cu ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) cfs cfs (cfs) (cfs)
97 17 2.31 E+04 285.52 17.55 7.0 1.9 9.586 7.1 3.417 1.570 0.207 12.209 7.074 10.5 0.0
98 17 2.31 E+04 285.51 17.20 6.9 1.8 9.578 7.0 3.415 1.568 0.206 12.139 7.017 10.2 0.0
99 16 2.31 E+04 285.51 16.86 6.9 1.8 9.571 7.0 3.412 1.567 0.206 12.069 6.962 9.9 0.0
100 16 2.30E+04 285.50 16.53 6.8 1.7 9.564 6.9 3.410 1.565 0.205 11.999 6.907 9.6 0.0
101 16 2.30E+04 285.50 16.20 6.8 1.7 9.557 6.9 3.408 1.563 0.205 11.930 6.854 9.3 0.0
102 15 2.30E+04 285.50 15.88 6.7 1.6 9.550 6.8 3.406 1.561 0.204 11.860 6.801 9.1 0.0
103 15 2.29E+04 285.49 15.56 6.6 1.6 9.543 6.7 3.404 1.560 0.204 11.791 6.750 8.8 0.0
104 15 2.29E+04 285.49 15.26 6.6 1.5 9.536 6.7 3.402 1.558 0.203 11.722 6.699 8.6 0.0
105 14 2.29E+04 285.48 14.95 6.5 1.5 9.530 6.7 3.400 1.556 0.203 11.652 6.650 8.3 0.0
106 14 2.28E+04 285.48 14.66 6.4 1.4 9.523 6.6 3.399 1.555 0.202 11.583 6.602 8.1 0.0
107 14 2.28E+04 285.48 14.37 6.4 1.4 9.516 6.6 3.397 1.553 0.202 11.514 6.554 7.8 0.0
108 14 2.28E+04 285.47 14.09 6.3 1.4 9.510 6.5 3.395 1.551 0.201 11.445 6.507 7.6 0.0
109 13 2.27E+04 285.47 13.81 6.2 1.3 9.503 6.5 3.393 1.550 0.201 11.376 6.462 7.3 0.0
110 13 2.27E+04 285.47 13.53 6.2 1.3 9.497 6.4 3.391 1.548 0.200 11.307 6.417 7.1 0.0
111 13 2.27E+04 285.46 13.27 6.1 1.2 9.490 6.4 3.389 1.547 0.200 11.238 6.373 6.9 0.0
112 13 2.27E+04 285.46 13.01 6.0 1.2 9.484 6.3 3.387 1.545 0.199 11.169 6.330 6.7 0.0
113 12 2.26E+04 285.46 12.75 6.0 1.2 9.478 6.3 3.386 1.544 0.199 11.100 6.288 6.5 0.0
114 12 2.26E+04 285.45 12.50 5.9 1.1 9.471 6.2 3.384 1.542 0.198 11.031 6.246 6.3 0.0
115 12 2.26E+04 285.45 12.25 5.8 1.1 9.465 6.2 3.382 1.540 0.198 10.961 6.205 6.0 0.0
116 12 2.25E+04 285.45 12.01 5.8 1.0 9.459 6.2 3.380 1.539 0.197 10.892 6.166 5.8 0.0
117 11 2.25E+04 285.44 11.77 5.7 1.0 9.453 6.1 3,378 1.537 0.197 10.823 6.126 5.6 0.0
118 11 2.25E+04 285.44 11.54 5.6 1.0 9.447 6.1 3.377 1.536 0.196 10.753 6.088 5.5 0.0
119 11 2.25E+04 285.44 11.32 5.6 0.9 9.441 6.1 3.375 1.534 0.196 10.683 6.050 5.3 0.0
120 11 2.24E+04 285.43 11.09 5.5 0.9 9.435 6.0 3.373 1.533 0.195 10.613 6.014 5.1 0.0
121 10 2.24E+04 285.43 10.88 5.4 0.9 9.429 6.0 3.372 1.532 0.195 10.543 5.977 4.9 0.0
122 10 2.24E+04 285.43 10.66 5.4 0.8 9.423 5.9 3.370 1.530 0.194 10.473 5.942 4.7 0.0
123 10 2.23E+04 285.42 10.45 5.3 0.8 9.418 5.9 3.368 1.529 0.194 10.402 5.907 4.5 0.0
124 10 2.23E+04 285.42 10.25 5.2 0.8 9.412 5.9 3.367 1.527 0.193 10.332 5.873 4.4 0.0
125 10 2.23E+04 285.42 10.05 5.2 0.8 9.406 5.8 3.365 1.526 0.193 10.260 5.839 4.2 0.0
126 9 2.23E+04 285.41 9.85 5.1 0.7 9.401 5.8 3.363 1.524 0.193 10.189 5.806 4.0 0.0
127 9 2.22E+04 285.41 9.66 5.0 0.7 9.395 5.8 3.362 1.523 0.192 10.117 5.774 3.9 0.0
128 9 2.22E+04 285.41 9.47 5.0 0.7 9.389 5.7 3.360 1.522 0.192 10.045 5.743 3.7 0.0
129 9 2.22E+04 285.41 9.28 4.9 0.6 9.384 5.7 3.359 1.520 0.191 9.972 5.712 3.6 0.0
130 9 2.22E+04 285.40 9.10 4.8 0.6 9.378 5.7 3.357 1.519 0.191 9.899 5.681 3.4 0.0
131 9 2.21 E+04 285.40 8.93 4.8 0.6 9.373 5.7 3.355 1.518 0.190 9.825 5.651 3.3 0.0
132 8 2.21 E+04 285.40 8.75 4.7 0.6 9.367 5.6 3.354 1.516 0.190 9.751 5.622 3.1 0.0
133 8 2.21 E+04 285.39 8.58 4.6 0.5 9.362 5.6 3.352 1.515 0.190 9.676 5.593 3.0 0.0
134 8 2.21 E+04 285.39 8.42 4.5 0.5 9.356 5.6 3.351 1.514 0.189 9.600 5.565 2.9 0.0
135 8 2.20E+04 285.39 8.25 4.5 0.5 9.351 5.5 3.349 1.512 0.189 9.523 5.538 2.7 0.0
136 8 2.20E+04 285.38 8.09 4.4 0.5 9.346 5.5 3.348 1.511 0.188 9.446 5.511 2.6 0.0
137 8 2.20E+04 285.38 7.94 4.3 0.4 9.340 5.5 3.346 1.510 0.188 9.368 5.484 2.5 0.0
138 7 2.20E+04 285.38 7.78 4.2 0.4 9.335 5.5 3.345 1.508 0.187 9.289 5.458 2.3 0.0
139 7 2.19E+04 285.38 7.63 4.2 0.4 9.330 5.4 3.343 1.507 0.187 9.208 5.432 2.2 0.0
140 7 2.19E+04 285.37 7.49 4.1 0.4 9.325 5.4 3.342 1.506 0.187 9.127 5.407 2.1 0.0
141 7 2.19E+04 285.37 7.34 4.0 0.4 9.319 5.4 3.340 1.504 0.186 9.044 5.383 2.0 0,0
142 7 2.19E+04 285.37 7.20 3.9 0.3 9.314 5.4 3.339 1.503 0.186 8.960 5.359 1.8 0.0
100yr Storm Routing - Basin A E-22 Access Road Page 13 of 25

Orifice Orifice Orifice
Riser Riser (1st ft of (2nd ft of (3rd ft of Riser (orifice) Riser (Weir) Emergency
Time Inflow Storage Stage Outflow (Orifice) (Weir) Barrel RBspwy height) height) height) + orifice + orifice Weir Top of Dam
(min) (cfs) (cu ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) cfs cfs (cfs) (cfs)
143 7 2.18E+04 285.36 7.07 3.9 0.3 9.309 5.3 3.337 1.502 0.185 8.874 5.335 1.7 0.0
144 7 2.18E+04 285.36 6.93 3.8 0.3 9.304 5.3 3.336 1.500 0.185 8.787 5.312 1.6 0.0
145 6 2.18E+04 285.36 6.80 3.7 0.3 9.298 5.3 3.334 1.499 0.184 8.698 5.289 1.5 0.0
146 6 2.18E+04 285.36 6.67 3.6 0.3 9.293 5.3 3.333 1.498 0.184 8.606 5.267 1.4 0.0
147 6 2.17E+04 285.35 6.55 3.5 0.2 9.288 5.2 3.331 1.497 0.184 8.512 5.245 1.3 0.0
148 6 2.17E+04 285.35 6.42 3.4 0.2 9.283 5.2 3.330 1.495 0.183 8.416 5.224 1.2 0.0
149 6 2.17E+04 285.35 6.30 3.3 0.2 9.277 5.2 3.328 1.494 0.183 8.317 5.203 1.1 0.0
150 6 2.17E+04 285.35 6.19 3.2 0.2 9.272 5.2 3.327 1.493 0.182 8.214 5.182 1.0 0.0
151 6 2.17E+04 285.34 6.07 3.1 0.2 9.267 5.2 3.325 1.491 0.182 8.108 5.162 0.9 0.0
152 6 2.16E+04 285.34 5.96 3.0 0.1 9.261 5.1 3.323 1.490 0.181 7.998 5.142 0.8 0.0
153 5 2.16E+04 285.34 5.86 2.9 0.1 9.256 5.1 3.322 1.489 0.181 7.882 5.123 0.7 0.0
154 5 2.16E+04 285.33 5.75 2.8 0.1 9.250 5.1 3.320 1.487 0.181 7.761 5.104 0.6 0.0
155 5 2.16E+04 285.33 5.65 2.6 0.1 9.245 5.1 3.319 1.486 0.180 7.633 5.086 0.6 0.0
156 5 2.15E+04 285.33 5.55 2.5 0.1 9.239 5.1 3.317 1.484 0.180 7.497 5.068 0.5 0.0
157 5 2.15E+04 285.32 5.46 2.4 0.1 9.233 5.1 3.316 1.483 0.179 7.352 5.050 0.4 0.0
158 5 2.15E+04 285.32 5.37 2.2 0.1 9.228 5.0 3.314 1.481 0.179 7.194 5.034 0.3 0.0
159 5 2.14E+04 285.32 5.28 2.1 0.0 9.222 5.0 3.312 1.480 0.178 7.021 5.017 0.3 0.0
160 5 2.14E+04 285.32 5.20 1.9 0.0 9.216 5.0 3.310 1.478 0.178 6.827 5.002 0.2 0.0
161 5 2.14E+04 285.31 5.12 1.6 0.0 9.209 5.0 3.309 1.477 0.177 6.603 4.987 0.1 0.0
162 5 2.14E+04 285.31 5.05 1.4 0.0 9.203 5.0 3.307 1.475 0.177 6.334 4.973 0.1 0.0
163 4 2.13E+04 285.30 4.99 1.0 0.0 9.196 5.0 3.305 1.473 0.176 5.981 4.960 0.0 0.0
164 4 2.13E+04 285.30 4.95 0.4 0.0 9.188 4.9 3.303 1.472 0.175 5.355 4.950 0.0 0.0
165 4 2.13E+04 285.30 4.94 0.0 0.0 9.180 4.9 3.300 1.470 0.175 4.945 4.945 0.0 0.0
166 4 2.12E+04 285.29 4.94 0.0 0.0 9.171 4.9 3.298 1.467 0.174 4.939 4.939 0.0 0.0
167 4 2.12E+04 285.29 4.93 0.0 0.0 9.161 4.9 3.295 1.465 0.173 4.933 4.933 0.0 0.0
168 4 2.11E+04 285.28 4.93 0.0 0.0 9.150 4.9 3.292 1.462 0.172 4.926 4.926 0.0 0.0
169 4 2.11E+04 285.27 4.92 0.0 0.0 9.137 4.9 3.288 1.459 0.171 4.918 4.918 0.0 0.0
170 4 2.10E+04 285.27 4.91 0.0 0.0 9.124 4.9 3.284 1.456 0.170 4.910 4.910 0.0 0.0
171 4 2.09E+04 285.26 4.90 0.0 0.0 9.110 4.9 3.280 1.452 0.169 4.901 4.901 0.0 0.0
172 4 2.09E+04 285.25 4.89 0.0 0.0 9.095 4.9 3.276 1.448 0.167 4.891 4.891 0.0 0.0
173 4 2.08E+04 285.24 4.88 0.0 0.0 9.078 4.9 3.271 1.444 0.166 4.881 4.881 0.0 0.0
174 4 2.07E+04 285.23 4.87 0.0 0.0 9.061 4.9 3.266 1.440 0.164 4.870 4.870 0.0 0.0
175 3 2.07E+04 285.22 4.86 0.0 0.0 9.043 4.9 3.261 1.435 0.163 4.859 4.859 0.0 0.0
176 3 2.06E+04 285.21 4.85 0.0 0.0 9.024 4.8 3.256 1.430 0.161 4.847 4.847 0.0 0.0
177 3 2.05E+04 285.20 4.84 0.0 0.0 9.005 4.8 3.250 1.425 0.159 4.835 4.835 0.0 0.0
178 3 2.04E+04 285.19 4.82 0.0 0.0 8.984 4.8 3.244 1.420 0.158 4.822 4.822 0.0 0.0
179 3 2.03E+04 285.18 4.81 0.0 0.0 8.963 4.8 3.238 1.415 0.156 4.809 4.809 0.0 0.0
180 3 2.02E+04 285.17 4.79 0.0 0.0 8.941 4.8 3.232 1.409 0.153 4.795 4.795 0.0 0.0
181 3 2.01 E+04 285.16 4.78 0.0 0.0 8.918 4.8 3.226 1.403 0.151 4.780 4.780 0.0 0.0
182 3 2.00E+04 285.15 4.77 0.0 0.0 8.894 4.8 3.219 1.397 0.149 4.765 4.765 0.0 0.0
183 3 1.99E+04 285.14 4.75 0.0 0.0 8.870 4.7 3.212 1.391 0.147 4.750 4.750 0.0 0.0
184 3 1.98E+04 285.12 4.73 0.0 0.0 8.844 4.7 3.205 1.385 0.144 4.733 4.733 0.0 0.0
185 3 1.97E+04 285.11 4.72 0.0 0.0 8.819 4.7 3.197 1.378 0.142 4.717 4.717 0.0 0.0
186 3 1.96E+04 285.10 4.70 0.0 0.0 8.792 4.7 3.190 1.371 0.139 4.700 4.700 0.0 0.0
187 3 1.95E+04 285.08 4.68 0.0 0.0 8.765 4.7 3.182 1.364 0.136 4.682 4.682 0.0 0.0
188 3 1.93E+04 285.07 4.66 0.0 0.0 8.737 4.7 3.174 1.357 0.133 4.664 4.664 0.0 0.0
100yr Storm Routing - Basin A E-22 Access Road Page 14 of 25

Orifice Orifice Orifice
Riser Riser (1st ft of (2nd ft o[ (3rd ft of Riser (orifice) Riser (Weir) Emergency
Time Inflow Storage Stage Outflow (Orifice
(Weir)
Barrel
RBspwy
height)
height)
height) + orifice + orifice
Weir
Top of Dam
(min) (cfs) (cu ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) cfs cfs (cfs) (cfs)
189 3 1.92E+04 285.05 4.65 0.0 0.0 8.708 4.6 3.166 1.349 0.130 4.646 4.646 0.0 0.0
190 3 1.91 E+04 285.04 4.63 0.0 0.0 8.679 4.6 3.158 1.342 0.127 4.627 4.627 0.0 0.0
191 3 1.90E+04 285.02 4.61 0.0 0.0 8.649 4.6 3.149 1.334 0.124 4.607 4.607 0.0 0.0
192 2 1.88E+04 285.01 4.59 0.0 0.0 8.619 4.6 3.141 1.326 0.120 4.587 4.587 0.0 0.0
193 2 1.87E+04 284.99 4.57 0.0 0.0 8.588 4.6 3.132 1.318 0.117 4.567 4.567 0.0 0.0
194 2 1.86E+04 284.98 4.55 0.0 0.0 8.556 4.5 3.123 1.310 0.113 4.546 4.546 0.0 0.0
195 2 1.85E+04 284.96 4.52 0.0 0.0 8.524 4.5 3.114 1.301 0.109 4.525 4.525 0.0 0.0
196 2 1.83E+04 284.95 4.50 0.0 0.0 8.491 4.5 3.105 1.293 0.105 4.503 4.503 0.0 0.0
197 2 1.82E+04 284.93 4.48 0.0 0.0 8.458 4.5 3.096 1.284 0.100 4.480 4.480 0.0 0.0
198 2 1.81 E+04 284.91 4.46 0.0 0.0 8.424 4.5 3.086 1.275 0.096 4.457 4.457 0.0 0.0
199 2 1.79E+04 284.90 4.43 0.0 0.0 8.390 4.4 3.077 1.266 0.091 4.433 4.433 0.0 0.0
200 2 1.78E+04 284.88 4.41 0.0 0.0 8.355 4.4 3.067 1.257 0.085 4.409 4.409 0.0 0.0
201 2 1.76E+04 284.86 4.38 0.0 0.0 8.320 4.4 3.057 1.247 0.080 4.384 4.384 0.0 0.0
202 2 1.75E+04 284.85 4.36 0.0 0.0 8.284 4.4 3.047 1.238 0.074 4.358 4.358 0.0 0.0
203 2 1.74E+04 284.83 4.33 0.0 0.0 8.248 4.3 3.037 1.228 0.067 4.332 4.332 0.0 0.0
204 2 1.72E+04 284.81 4.30 0.0 0.0 8.211 4.3 3.027 1.218 0.059 4.304 4.304 0.0 0.0
205 2 1.71 E+04 284.79 427 0.0 0.0 8.174 4.3 3.016 1.208 0.050 4.275 4.275 0.0 0.0
206 2 1.69E+04 284.78 4.24 0.0 0.0 8.137 4.2 3.006 1.198 0.039 4.243 4.243 0.0 0.0
207 2 1.68E+04 284.76 4.21 0.0 0.0 8.099 4.2 2.996 1.188 0.023 4.207 4.207 0.0 0.0
208 2 1.67E+04 284.74 4.16 0.0 0.0 8.061 4.2 2.985 1.177 0.000 4.162 4.162 0.0 0.0
209 2 1.65E+04 284.72 4.14 0.0 0.0 8.023 4.1 2.974 1.167 0.000 4.141 4.141 0.0 0.0
210 2 1.64E+04 284.71 4.12 0.0 0.0 7.985 4.1 2.964 1.156 0.000 4.120 4.120 0.0 0.0
211 2 1.62E+04 284.69 4.10 0.0 0.0 7.946 4.1 2.953 1.145 0.000 4.098 4.098 0.0 0.0
212 2 1.61 E+04 284.67 4.08 0.0 0.0 7.906 4.1 2.942 1.134 0.000 4.076 4.076 0.0 0.0
213 2 1.59E+04 284.65 4.05 0.0 0.0 7.866 4.1 2.931 1.123 0.000 4.054 4.054 0.0 0.0
214 2 1.58E+04 284.63 4.03 0.0 0.0 7.826 4.0 2.920 1.112 0.000 4.032 4.032 0.0 0.0
215 2 1.56E+04 284.62 4.01 0.0 0.0 7.785 4.0 2.909 1.100 0.000 4.009 4.009 0.0 0.0
216 2 1.55E+04 284.60 3.99 0.0 0.0 7.744 4.0 2.897 1.088 0.000 3.986 3.986 0.0 0.0
217 1 1.53E+04 284.58 3.96 0.0 0.0 7.702 4.0 2.886 1.076 0.000 3.962 3.962 0.0 0.0
218 1 1.52E+04 284.56 3.94 0.0 0.0 7.660 3.9 2.874 1.064 0.000 3.939 3.939 0.0 0.0
219 1 1.50E+04 284.54 3.91 0.0 0.0 7.618 3.9 2.863 1.052 0.000 3.915 3.915 0.0 0.0
220 1 1.49E+04 284.52 3.89 0.0 0.0 7.575 3.9 2.851 1.039 0.000 3.890 3.890 0.0 0.0
221 1 1.47E+04 284.50 3.87 0.0 0.0 7.531 3.9 2.839 1.027 0.000 3.866 3.866 0.0 0.0
222 1 1.46E+04 284.49 3.84 0.0 0.0 7.488 3.8 2.827 1.014 0.000 3.841 3.841 0.0 0.0
223 1 1.44E+04 284.47 3.82 0.0 0.0 7.444 3.8 2.815 1.001 0.000 3.816 3.816 0.0 0.0
224 1 1.43E+04 284.45 3.79 0.0 0.0 7.399 3.8 2.803 0.987 0.000 3.791 3.791 0.0 0.0
225 1 1.41 E+04 284.43 3.76 0.0 0.0 7.354 3.8 2.791 0.974 0.000 3.765 3.765 0.0 0.0
226 1 1.40E+04 284.41 3.74 0.0 0.0 7.309 3.7 2.779 0.960 0.000 3.739 3.739 0.0 0.0
227 1 1.38E+04 284.39 3.71 0.0 0.0 7.264 3.7 2.767 0.946 0.000 3.713 3.713 0.0 0.0
228 1 1.37E+04 284.37 3.69 0.0 0.0 7.218 3.7 2.754 0.932 0.000 3.686 3.686 0.0 0.0
229 1 1.35E+04 284.35 3.66 0.0 0.0 7.171 3.7 2.742 0.917 0.000 3.659 3.659 0.0 0.0
230 1 1.34E+04 284.33 3.63 0.0 0.0 7.125 3.6 2.729 0.903 0.000 3.632 3.632 0.0 0.0
231 1 1.32E+04 284.31 3.60 0.0 0.0 7.078 3.6 2.717 0.888 0.000 3.605 3.605 0.0 0.0
232 1 1.31E+04 284.30 3.58 0.0 0.0 7.031 3.6 2.704 0.873 0.000 3.577 3.577 0.0 0.0
233 1 1.29E+04 284.28 3.55 0.0 0.0 6.983 3.5 2.691 0.857 0.000 3.549 3.549 0.0 0.0
234 1 1.28E+04 284.26 3.52 0.0 0.0 6.935 3.5 2.679 0.841 0.000 3.520 3.520 0.0 0.0
t OOyr Storm Routing - Basin A E-22 Access Road Page 15 of 25

Orifice Orifice Orifice
Riser Riser (1st ft of (2nd ft of (3rd ft of Riser (orifice) Riser (Weir) Emergency
Time Inflow Storage Stage Outflow (Orifice) (Weir) Barrel RBspwy height) height) height) +orifice +orifice Weir Top of Dam
(min) (cfs) (cu ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) cfs cfs (cfs) (cfs)
235 1 1.26E+04 284.24 3.49 0.0 0.0 6.887 3.5 2.666 0.825 0.000 3.491 3.491 0.0 0.0
236 1 1.25E+04 284.22 3.46 0.0 0.0 6.839 3.5 2.653 0.809 0.000 3.462 3.462 0.0 0.0
237 1 1.24E+04 284.20 3.43 0.0 0.0 6.790 3.4 2.640 0.792 0.000 3.433 3.433 0.0 0.0
238 1 1.22E+04 284.18 3.40 0.0 0.0 6.741 3.4 2.627 0.775 0.000 3.403 3.403 0.0 0.0
239 1 1.21 E+04 284.16 3.37 0.0 0.0 6.692 3.4 2.614 0.758 0.000 3.372 3.372 0.0 0.0
240 1 1.19E+04 284.14 3.34 0.0 0.0 6.642 3.3 2.601 0.740 0.000 3.342 3.342 0.0 0.0
241 1 1.18E+04 284.12 3.31 0.0 0.0 6.592 3.3 2.588 0.722 0.000 3.311 3.311 0.0 0.0
242 1 1.16E+04 284.10 3.28 0.0 0.0 6.542 3.3 2.575 0.704 0.000 3.279 3.279 0.0 0.0
243 1 1.15E+04 284.09 3.25 0.0 0.0 6.492 3.2 2.562 0.685 0.000 3.247 3.247 0.0 0.0
244 1 1.13E+04 284.07 3.21 0.0 0.0 6.442 3.2 2.549 0.666 0.000 3.215 3.215 0.0 0.0
245 1 1.12E+04 284.05 3.18 0.0 0.0 6.391 3.2 2.536 0.646 0.000 3.182 3.182 0.0 0.0
246 1 1.11E+04 284.03 3.15 0.0 0.0 6.340 3.1 2.523 0.625 0.000 3.148 3.148 0.0 0.0
247 1 1.09E+04 284.01 3.11 0.0 0.0 6.290 3.1 2.510 0.604 0.000 3.114 3.114 0.0 0.0
248 1 1.08E+04 283.99 3.08 0.0 0.0 6.238 3.1 2.496 0.583 0.000 3.079 3.079 0.0 0.0
249 1 1.06E+04 283.97 3.04 0.0 0.0 6.187 3.0 2.483 0.560 0.000 3.044 3.044 0.0 0.0
250 1 1.05E+04 283.96 3.01 0.0 0.0 6.136 3.0 2.470 0.537 0.000 3.008 3.008 0.0 0.0
251 1 1.04E+04 283.94 2.97 0.0 0.0 6.085 3.0 2.457 0.513 0.000 2.971 2.971 0.0 0.0
252 1 1.02E+04 283.92 2.93 0.0 0.0 6.033 2.9 2.444 0.488 0.000 2.933 2.933 0.0 0.0
253 1 1.01E+04 283.90 2.89 0.0 0.0 5.982 2.9 2.431 0.462 0.000 2.893 2.893 0.0 0.0
254 1 9.98E+03 283.89 2,85 0.0 0.0 5.930 2.9 2.418 0.435 0.000 2.853 2.853 0.0 0.0
255 1 9.85E+03 283.87 2.81 0.0 0.0 5.879 2.8 2.405 0.406 0.000 2.811 2.811 0.0 0.0
256 1 9.72E+03 283.85 2.77 0.0 0.0 5.828 2.8 2.392 0.375 0.000 2.768 2.768 0.0 0.0
257 1 9.59E+03 283.83 2.72 0.0 0.0 5.777 2.7 2.380 0.342 0.000 2.722 2.722 0.0 0.0
258 1 9.47E+03 283.82 2.67 0.0 0.0 5.726 2.7 2.367 0.306 0.000 2.673 2.673 0.0 0.0
259 1 9.35E+03 283.80 2.62 0.0 0.0 5.675 2.6 2.354 0.265 0.000 2.620 2.620 0.0 0.0
260 1 9.23E+03 283.78 2.56 0.0 0.0 5.625 2.6 2.342 0.218 0.000 2.560 2.560 0.0 0.0
261 1 9.11E+03 283.77 2.49 0.0 0.0 5.575 2.5 2.330 0.159 0.000 2.489 2.489 0.0 0.0
262 1 9.00E+03 283.75 2.38 0.0 0.0 5.527 2.4 2.318 0.061 0.000 2.379 2.379 0.0 0.0
263 1 8.89E+03 283.74 2.31 0.0 0.0 5.480 2.3 2.306 0.000 0.000 2.306 2.306 0.0 0.0
264 1 8.79E+03 283.72 2.30 0.0 0.0 5.435 2.3 2.295 0.000 0.000 2.295 2.295 0.0 0.0
265 1 8.69E+03 283.71 2.28 0.0 0.0 5.389 2.3 2.284 0.000 0.000 2.284 2.284 0.0 0.0
266 1 8.58E+03 283.70 2.27 0.0 0.0 5.343 2.3 2.273 0.000 0.000 2.273 2.273 0.0 0.0
267 1 8.48E+03 283.68 2.26 0.0 0.0 5.296 2.3 2.262 0.000 0.000 2.262 2.262 0.0 0.0
268 1 8.38E+03 283.67 2.25 0.0 0.0 5.248 2.3 2.250 0.000 0.000 2.250 2.250 0.0 0.0
269 1 8.27E+03 283.65 2.24 0.0 0.0 5.200 2.2 2.239 0.000 0.000 2.239 2.239 0.0 0.0
270 1 8.17E+03 283.64 2.23 0.0 0.0 5.152 2.2 2.227 0.000 0.000 2.227 2.227 0.0 0.0
271 0 8.06E+03 283.62 2.22 0.0 0.0 5.103 2.2 2.216 0.000 0.000 2.216 2.216 0.0 0.0
272 0 7.96E+03 283.61 2.20 0.0 0.0 5.053 2.2 2.204 0.000 0.000 2.204 2.204 0.0 0.0
273 0 7.86E+03 283.59 2.19 0.0 0.0 5.003 2.2 2.192 0.000 0.000 2.192 2.192 0.0 0.0
274 0 7.76E+03 283.58 2.18 0.0 0.0 4.953 2.2 2.180 0.000 0.000 2.180 2.180 0.0 0.0
275 0 7.65E+03 283.57 2.17 0.0 0.0 4.901 2.2 2.168 0.000 0.000 2.168 2.168 0.0 0.0
276 0 7.55E+03 283.55 2.16 0.0 0.0 4.849 2.2 2.156 0.000 0.000 2.156 2.156 0.0 0.0
277 0 7.45E+03 283.54 2.14 0.0 0.0 4.797 2.1 2.144 0.000 0.000 2.144 2.144 0.0 0.0
278 0 7.35E+03 283.52 2.13 0.0 0.0 4.744 2.1 2.132 0.000 0.000 2.132 2.132 0.0 0.0
279 0 7.24E+03 283.51 2.12 0.0 0.0 4.690 2.1 2.120 0.000 0.000 2.120 2.120 0.0 0.0
280 0 7.14E+03 283.49 2.11 0.0 0.0 4.637 2.1 2.108 0.000 0.000 2.108 2.108 0.0 0.0
100yr Storm Routing - Basin A E-22 Access Road Page 16 of 25

Orifice Orifice Orifice
Riser Riser (1st ft of (2nd ft of (3rd ft of Riser (orifice) Riser (Weir) Emergency
Time Inflow Stora a
g Sta a
g Outtlow (Orifice
)
(Weir)
Barrel
RBspwy
height)
height)
height) + orifice + orifice
Weir
Top of Dam
(min) (cfs) (cu ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) cfs cfs (cfs) (cfs)
281 0 7.04E+03 283.48 2.10 0.0 0.0 4.556 2.1 2.095 0.000 0.000 2.095 2.095 0.0 0.0
282 0 6.94E+03 283.46 2.08 0.0 0.0 4.475 2.1 2.083 0.000 0.000 2.083 2.083 0.0 0.0
283 0 6.84E+03 283.45 2.07 0.0 0.0 4.394 2.1 2.070 0.000 0.000 2.070 2.070 0.0 0.0
284 0 6.74E+03 283.43 2.06 0.0 0.0 4.315 2.1 2.058 0.000 0.000 2.058 2.058 0.0 0.0
285 0 6.64E+03 283.42 2.04 0.0 0.0 4.235 2.0 2.045 0.000 0.000 2.045 2.045 0.0 0.0
286 0 6.53E+03 283.41 2.03 0.0 0.0 4.156 2.0 2.032 0.000 0.000 2.032 2.032 0.0 0.0
287 0 6.43E+03 283.39 2.02 0.0 0.0 4.078 2.0 2.019 0.000 0.000 2.019 2.019 0.0 0.0
288 0 6.34E+03 283.38 2.01 0.0 0.0 4.000 2.0 2.006 0.000 0.000 2.006 2.006 0.0 0.0
289 0 6.24E+03 283.36 1.99 0.0 0.0 3.923 2.0 1.993 0.000 0.000 1.993 1.993 0.0 0.0
290 0 6.14E+03 283.35 1.98 0.0 0.0 3.846 2.0 1.980 0.000 0.000 1.980 1.980 0.0 0.0
291 0 6.04E+03 283.33 1.97 0.0 0.0 3.770 2.0 1.967 0.000 0.000 1.967 1.967 0.0 0.0
292 0 5.94E+03 283.32 1.95 0.0 0.0 3.695 2.0 1.954 0.000 0.000 1.954 1.954 0.0 0.0
293 0 5.84E+03 283.30 1.94 0.0 0.0 3.620 1.9 1.941 0.000 0.000 1.941 1.941 0.0 0.0
294 0 5.74E+03 283.29 1.93 0.0 0.0 3.546 1.9 1.927 0.000 0.000 1.927 1.927 0.0 0.0
295 0 5.65E+03 283.27 1.91 0.0 0.0 3.472 1.9 1.914 0.000 0.000 1.914 1.914 0.0 0.0
296 0 5.55E+03 283.26 1.90 0.0 0.0 3.399 1.9 1.900 0.000 0.000 1.900 1.900 0.0 0.0
297 0 5.45E+03 283.25 1.89 0.0 0.0 3.326 1.9 1.887 0.000 0.000 1.887 1.887 0.0 0.0
298 0 5.36E+03 283.23 1.87 0.0 0.0 3.255 1.9 1.873 0.000 0.000 1.873 1.873 0.0 0.0
299 0 5.26E+03 283.22 1.86 0.0 0.0 3.184 1.9 1.859 0.000 0.000 1.859 1.859 0.0 0.0
300 0 5.17E+03 283.20 1.85 0.0 0.0 3.113 1.8 1.846 0.000 0.000 1.846 1.846 0.0 0.0
301 0 5.08E+03 283.19 1.83 0.0 0.0 3.043 1.8 1.832 0.000 0.000 1.832 1.832 0.0 0.0
302 0 4.98E+03 283.17 1.82 0.0 0.0 2.974 1.8 1.818 0.000 0.000 1.818 1.818 0.0 0.0
303 0 4.89E+03 283.16 1.80 0.0 0.0 2.906 1.8 1.804 0.000 0.000 1.804 1.804 0.0 0.0
304 0 4.80E+03 283.15 1.79 0.0 0.0 2.838 1.8 1.789 0.000 0.000 1.789 1.789 0.0 0.0
305 0 4.70E+03 283.13 1.78 0.0 0.0 2.771 1.8 1.775 0.000 0.000 1.775 1.775 0.0 0.0
306 0 4.61 E+03 283.12 1.76 0.0 0.0 2.704 1.8 1.761 0.000 0.000 1.761 1.761 0.0 0.0
307 0 4.52E+03 283.10 1.75 0.0 0.0 2.639 1.7 1.747 0.000 0.000 1.747 1.747 0.0 0.0
308 0 4.43E+03 283.09 1.73 0.0 0.0 2.574 1.7 1.732 0.000 0.000 1.732 1.732 0.0 0.0
309 0 4.34E+03 283.08 1.72 0.0 0.0 2.509 1.7 1.718 0.000 0.000 1.718 1.718 0.0 0.0
310 0 4.25E+03 283.06 1.70 0.0 0.0 2.446 1.7 1.703 0.000 0.000 1.703 1.703 0.0 0.0
311 0 4.16E+03 283.05 1.69 0.0 0.0 2.383 1.7 1.688 0.000 0.000 1.688 1.688 0.0 0.0
312 0 4.07E+03 283.03 1.67 0.0 0.0 2.321 1.7 1.673 0.000 0.000 1.673 1.673 0.0 0.0
313 0 3.99E+03 283.02 1.66 0.0 0.0 2.260 1.7 1.659 0.000 0.000 1.659 1.659 0.0 0.0
314 0 3.90E+03 283.01 1.64 0.0 0.0 2.199 1.6 1.644 0.000 0.000 1.644 1.644 0.0 0.0
315 0 3.81E+03 282.99 1.63 0.0 0.0 2.139 1.6 1.629 0.000 0.000 1.629 1.629 0.0 0.0
316 0 3.73E+03 282.98 1.61 0.0 0.0 2.080 1.6 1.614 0.000 0.000 1.614 1.614 0.0 0.0
317 0 3.64E+03 282.96 1.60 0.0 0.0 2.022 1.6 1.598 0.000 0.000 1.598 1.598 0.0 0.0
318 0 3.56E+03 282.95 1.58 0.0 0.0 1.965 1.6 1.583 0.000 0.000 1.583 1.583 0.0 0.0
319 0 3.48E+03 282.94 1.57 0.0 0.0 1.908 1.6 1.568 0.000 0.000 1.568 1.568 0.0 0.0
320 0 3.39E+03 282.92 1.55 0.0 0.0 1.852 1.6 1.552 0.000 0.000 1.552 1.552 0.0 0.0
321 0 3.31 E+03 282.91 1.54 0.0 0.0 1.797 1.5 1.537 0.000 0.000 1.537 1.537 0.0 0.0
322 0 3.23E+03 282.90 1.52 0.0 0.0 1.742 1.5 1.521 0.000 0.000 1.521 1.521 0.0 0.0
323 0 3.15E+03 282.88 1.51 0.0 0.0 1.689 1.5 1.505 0.000 0.000 1.505 1.505 0.0 0.0
324 0 3.07E+03 282.87 1.49 0.0 0.0 1.636 1.5 1.489 0.000 0.000 1.489 1.489 0.0 0.0
325 0 2.99E+03 282.86 1.47 0.0 0.0 1.584 1.5 1.473 0.000 0.000 1.473 1.473 0.0 0.0
326 0 2.91E+03 282.84 1.46 0.0 0.0 1.533 1.5 1.457 0.000 0.000 1.457 1.457 0.0 0.0
100yr Storm Routing - Basin A E-22 Access Road Page 17 of 25

Orifice Orifice Orifice
Riser Riser (1st ft of (2nd ft of (3rd ft of Riser (orifice) Riser (Weir) Emergency
Time Inflow Stora a
g Sta a
h Outflow (Orifice
) Weir
( ) Barrel RBs w
P Y hei ht
g) hei ht)
g hei ht
g) +orifice +orifice Weir To of Dam
P
(min) (cfs) (cu ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) cfs cfs (cfs) (cts)
327 0 2.83E+03 282.83 1.44 0.0 0.0 1.483 1.4 1.441 0.000 0.000 1.441 1.441 0.0 0.0
328 0 2.76E+03 282.82 1.43 0.0 0.0 1.433 1.4 1.425 0.000 0.000 1.425 1.425 0.0 0.0
329 0 2.68E+03 282.81 1.38 0.0 0.0 1.385 1.4 1.409 0.000 0.000 1.409 1.409 0.0 0.0
330 0 2.61E+03 282.79 1.34 0.0 0.0 1.338 1.3 1.393 0.000 0.000 1.393 1.393 0.0 0.0
331 0 2.53E+03 282.78 1.29 0.0 0.0 1.293 1.3 1.377 0.000 0.000 1.377 1.377 0.0 0.0
332 0 2.47E+03 282.77 1.25 0.0 0.0 1.250 1.2 1.361 0.000 0.000 1.361 1.361 0.0 0.0
333 0 2.40E+03 282.76 1.21 0.0 0.0 1.208 1.2 1.346 0.000 0.000 1.346 1.346 0.0 0.0
334 0 2.34E+03 282.75 1.17 0.0 0.0 1.169 1.2 1.331 0.000 0.000 1.331 1.331 0.0 0.0
335 0 2.27E+03 282.73 1.13 0.0 0.0 1,131 1.1 1.317 0.000 0.000 1.317 1.317 0.0 0.0
336 0 2.21 E+03 282.72 1.09 0.0 0.0 1.094 1.1 1.302 0.000 0.000 1.302 1.302 0.0 0.0
337 0 2.16E+03 282.71 1.06 0.0 0.0 1.059 1.1 1.288 0.000 0.000 1.288 1.288 0.0 0.0
338 0 2.10E+03 282.70 1.03 0.0 0.0 1.025 1.0 1.274 0.000 0.000 1.274 1.274 0.0 0.0
339 0 2.05E+03 282.69 0.99 0.0 0.0 0.993 1.0 1.261 0.000 0.000 1.261 1.261 0.0 0.0
340 0 1.99E+03 282.69 0.96 0.0 0.0 0.962 1.0 1.248 0.000 0.000 1.248 1.248 0.0 0.0
341 0 1.94E+03 282.68 0.93 0.0 0.0 0.932 0.9 1.235 0.000 0.000 1.235 1.235 0.0 0.0
342 0 1.90E+03 282.67 0.90 0.0 0.0 0.903 0.9 1.222 0.000 0.000 1.222 1.222 0.0 0.0
343 0 1.85E+03 282.66 0.88 0.0 0.0 0.876 0.9 1.209 0.000 0.000 1.209 1.209 0.0 0.0
344 0 1.80E+03 282.65 0.85 0.0 0.0 0.849 0.8 1.197 0.000 0.000 1.197 1.197 0.0 0.0
345 0 1.76E+03 282.64 0.82 0.0 0.0 0.823 0.8 1.185 0.000 0.000 1.185 1.185 0.0 0.0
346 0 1.72E+03 282.63 0.80 0.0 0.0 0.799 0.8 1.173 0.000 0.000 1.173 1.173 0.0 0.0
347 0 1.67E+03 282.63 0.78 0.0 0.0 0.775 0.8 1.161 0.000 0.000 1.161 1.161 0.0 0.0
348 0 1.63E+03 282.62 0.75 0.0 0.0 0.752 0.8 1.149 0.000 0.000 1.149 1.149 0.0 0.0
349 0 1.59E+03 282.61 0.73 0.0 0.0 0.730 0.7 1.138 0.000 0.000 1.138 1.138 0.0 0.0
350 0 1.56E+03 282.61 0.71 0.0 0.0 0.709 0.7 1.127 0.000 0.000 1.127 1.127 0.0 0.0
351 0 1.52E+03 282.60 0.69 0.0 0.0 0.688 0.7 1.116 0.000 0.000 1.116 1.116 0.0 0.0
352 0 1.48E+03 282.59 0.67 0.0 0.0 0.669 0.7 1.105 0.000 0.000 1.105 1.105 0.0 0.0
353 0 1.45E+03 282.59 0.65 0.0 0.0 0.650 0.6 1.095 0.000 0.000 1.095 1.095 0.0 0.0
354 0 1.42E+03 282.58 0.63 0.0 0.0 0.631 0.6 1.084 0.000 0.000 1.084 1.084 0.0 0.0
355 0 1.38E+03 282.57 0.61 0.0 0.0 0.614 0.6 1.074 0.000 0.000 1.074 1.074 0.0 0.0
356 0 1.35E+03 282.57 0.60 0.0 0.0 0.596 0.6 1.064 0.000 0.000 1.064 1.064 0.0 0.0
357 0 1.32E+03 282.56 0.58 0.0 0.0 0.580 0.6 1.054 0.000 0.000 1.054 1.054 0.0 0.0
358 0 1.29E+03 282.55 0.56 0.0 0.0 0.564 0.6 1.044 0.000 0.000 1.044 1.044 0.0 0.0
359 0 1.26E+03 282.55 0.55 0.0 0.0 0.549 0.5 1.035 0.000 0.000 1.035 1.035 0.0 0.0
360 0 1.24E+03 282.54 0.53 0.0 0.0 0.534 0.5 1.025 0.000 0.000 1.025 1.025 0.0 0.0
361 0 1.21 E+03 282.54 0.52 0.0 0.0 0.519 0.5 1.016 0.000 0.000 1.016 1.016 0.0 0.0
362 0 1.18E+03 282.53 0.51 0.0 0.0 0.505 0.5 1.007 0.000 0.000 1.007 1.007 0.0 0.0
363 0 1.16E+03 282.53 0.49 0.0 0.0 0.492 0.5 0.998 0.000 0.000 0.998 0.998 0.0 0.0
364 0 1.13E+03 282.52 0.48 0.0 0.0 0.479 0.5 0.989 0.000 0.000 0.989 0.989 0.0 0.0
365 0 1.11E+03 282.52 0.47 0.0 0.0 0.466 0.5 0.980 0.000 0.000 0.980 0.980 0.0 0.0
366 0 1.08E+03 282.51 0.45 0.0 0.0 0.454 0.5 0.971 0.000 0.000 0.971 0.971 0.0 0.0
367 0 1.06E+03 282.51 0.44 0.0 0.0 0.442 0.4 0.963 0.000 0.000 0.963 0.963 0.0 0.0
368 0 1.04E+03 282.50 0.43 0.0 0.0 0.431 0.4 0.955 0.000 0.000 0.955 0.955 0.0 0.0
369 0 1.02E+03 282.50 0.42 0.0 0.0 0.420 0.4 0.946 0.000 0.000 0.946 0.946 0.0 0.0
370 0 9.97E+02 282.50 0.41 0.0 0.0 0.409 0.4 0.938 0.000 0.000 0.938 0.938 0.0 0.0
371 0 9.76E+02 282.49 0.40 0.0 0.0 0.399 0.4 0.930 0.000 0.000 0.930 0.930 0.0 0.0
372 0 9.56E+02 282.49 0.39 0.0 0.0 0.389 0.4 0.922 0.000 0.000 0.922 0.922 0,0 0,0
100yr Storm Routing - Basin A E-22 Access Road Page 18 of 25

Orifice Or~ce Orifice

Riser
Riser
(1st fY of
(2nd ft of
(3rd ft of Riser (or~ce) Riser (Weir)
Emergency
Time Inflow Stora a
g Sta a
g Outflow Orifice
( )
(Weir)
Barrel
RBspwy
height)
height)
height) + orifice + orifice
Weir
Top of Dam
(min) (cfs) (cu ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) cfs cfs (cfs) (cfs)
373 0 9.37E+02 282.48 0.38 0.0 0.0 0.379 0.4 0.915 0.000 0.000 0.915 0.915 0.0 0.0
374 0 9.18E+02 282.48 0.37 0.0 0.0 0.369 0.4 0.907 0.000 0.000 0.907 0.907 0.0 0.0
375 0 8.99E+02 282.48 0.36 0.0 0.0 0.360 0.4 0.899 0.000 0.000 0.899 0.899 0.0 0.0
376 0 8.81 E+02 282.47 0.35 0.0 0.0 0.351 0.4 0.892 0.000 0.000 0.892 0.892 0.0 0.0
377 0 8.64E+02 282.47 0.34 0.0 0.0 0.343 0.3 0.885 0.000 0.000 0.885 0.885 0.0 0.0
378 0 8.46E+02 282.47 0.33 0.0 0.0 0.334 0.3 0.877 0.000 0.000 0.877 0.877 0.0 0.0
379 0 8.30E+02 282.46 0.33 0.0 0.0 0.326 0.3 0.870 0.000 0.000 0.870 0.870 0.0 0.0
380 0 8.14E+02 282.46 0.32 0.0 0.0 0.318 0.3 0.863 0.000 0.000 0.863 0.863 0.0 0.0
381 0 7.98E+02 282.46 0.31 0.0 0.0 0.311 0.3 0.856 0.000 0.000 0.856 0.856 0.0 0.0
382 0 7.82E+02 282.45 0.30 0.0 0.0 0.303 0.3 0.849 0.000 0.000 0.849 0.849 0.0 0.0
383 0 7.67E+02 282.45 0.30 0.0 0.0 0.296 0.3 0.842 0.000 0.000 0.842 0.842 0.0 0.0
384 0 7.52E+02 282.45 0.29 0.0 0.0 0.289 0.3 0.836 0.000 0.000 0.836 0.836 0.0 0.0
385 0 7.38E+02 282.44 0.28 0.0 0.0 0.282 0.3 0.829 0.000 0.000 0.829 0.829 0.0 0.0
386 0 7.24E+02 282.44 0.28 0.0 0.0 0.276 0.3 0.823 0.000 0.000 0.823 0.823 0.0 0.0
387 0 7.10E+02 282.44 0.27 0.0 0.0 0.269 0.3 0.816 0.000 0.000 0.816 0.816 0.0 0.0
388 0 6.97E+02 282.43 0.26 0.0 0.0 0.263 0.3 0.810 0.000 0.000 0.810 0.810 0.0 0.0
389 0 6.84E+02 282.43 0.26 0.0 0.0 0.257 0.3 0.804 0.000 0.000 0.804 0.804 0.0 0.0
390 0 6.71E+02 282.43 0.25 0.0 0.0 0.251 0.3 0.798 0.000 0.000 0.798 0.798 0.0 0.0
391 0 6.59E+02 282.43 0.25 0.0 0.0 0.245 0.2 0.791 0.000 0.000 0.791 0.791 0.0 0.0
392 0 6.47E+02 282.42 0.24 0.0 0.0 0.240 0.2 0.785 0.000 0.000 0.785 0.785 0.0 0.0
393 0 6.35E+02 282.42 0.23 0.0 0.0 0.235 0.2 0.779 0.000 0.000 0.779 0.779 0.0 0.0
394 0 6.23E+02 282.42 0.23 0.0 0.0 0.229 0.2 0.774 0.000 0.000 0.774 0.774 0.0 0.0
395 0 6.12E+02 282.41 0.22 0.0 0.0 0.224 0.2 0.768 0.000 0.000 0.768 0.768 0.0 0.0
396 0 6.01 E+02 282.41 022 0.0 0.0 0.219 0.2 0.762 0.000 0.000 0.762 0.762 0.0 0.0
397 0 5.90E+02 282.41 0.21 0.0 0.0 0.214 0.2 0.756 0.000 0.000 0.756 0.756 0.0 0.0
398 0 5.80E+02 282.41 0.21 0.0 0.0 0.210 0.2 0.751 0.000 0.000 0.751 0.751 0.0 0.0
399 0 5.69E+02 282.41 0.21 0.0 0.0 0.205 0.2 0.745 0.000 0.000 0.745 0.745 0.0 0.0
400 0 5.59E+02 282.40 0.20 0.0 0.0 0.201 0.2 0.740 0.000 0.000 0.740 0.740 0.0 0.0
401 0 5.49E+02 282.40 0.20 0.0 0.0 0.196 0.2 0.734 0.000 0.000 0.734 0.734 0.0 0.0
402 0 5.40E+02 282.40 0.19 0.0 0.0 0.192 0.2 0.729 0.000 0.000 0.729 0.729 0.0 0.0
403 0 5.30E+02 282.40 0.19 0.0 0.0 0.188 0.2 0.724 0.000 0.000 0.724 0.724 0.0 0.0
404 0 5.21E+02 282.39 0.18 0.0 0.0 0.184 0.2 0.719 0.000 0.000 0.719 0.719 0.0 0.0
405 0 5.12E+02 282.39 0.18 0.0 0.0 0.180 0.2 0.713 0.000 0.000 0.713 0.713 0.0 0.0
406 0 5.03E+02 282.39 0.18 0.0 0.0 0.176 0.2 0.708 0.000 0.000 0.708 0.708 0.0 0.0
407 0 4.94E+02 282.39 0.17 0.0 0.0 0.172 0.2 0.703 0.000 0.000 0.703 0.703 0.0 0.0
408 0 4.86E+02 282.39 0.17 0.0 0.0 0.169 0.2 0.698 0.000 0.000 0.698 0.698 0.0 0.0
409 0 4.78E+02 282.38 0.17 0.0 0.0 0.165 0.2 0.693 0.000 0.000 0.693 0.693 0.0 0.0
410 0 4.70E+02 282.38 0.16 0.0 0.0 0.162 0.2 0.689 0.000 0.000 0.689 0.689 0.0 0.0
411 0 4.62E+02 282.38 0.16 0.0 0.0 0.158 0.2 0.684 0.000 0.000 0.684 0.684 0.0 0.0
412 0 4.54E+02 282.38 0.16 0.0 0.0 0.155 0.2 0.679 0.000 0.000 0.679 0.679 0.0 0.0
413 0 4.46E+02 282.38 0.15 0.0 0.0 0.152 0.2 0.674 0.000 0.000 0.674 0.674 0.0 0.0
414 0 4.39E+02 282.38 0.15 0.0 0.0 0.149 0.1 0.670 0.000 0.000 0.670 0.670 0.0 0.0
415 0 4.32E+02 282.37 0.15 0.0 0.0 0.146 0.1 0.665 0.000 0.000 0.665 0.665 0.0 0.0
416 0 4.24E+02 282.37 0.14 0.0 0.0 0.143 0.1 0.661 0.000 0.000 0.661 0.661 0.0 0.0
417 0 4.17E+02 282.37 0.14 0.0 0.0 0.140 0.1 0.656 0.000 0.000 0.656 0.656 0.0 0.0
418 0 4.11E+02 282.37 0.14 0.0 0.0 0.137 0.1 0.652 0.000 0.000 0.652 0.652 0.0 0.0
100yr Storm Routing - Basin A E-22 Access Road Page 19 of 25

Orifice Orifice Orifice
Riser Riser (1st ft of (2nd ft of (3rd ft of Riser (orifice) Riser (Weir) Emergency
Time Inflow Storage Stage Outflow (Orit"ice) (Weir) Barrel RBspwy height) height) height) + orifice + orifice Weir Top of Dam
(min) (cfs) (cu ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) cfs cfs (cfs) (cfs)
419 0 4.04E+02 282.37 0.13 0.0 0.0 0.134 0.1 0.647 0.000 0.000 0.647 0.647 0.0 0.0
420 0 3.97E+02 282.37 0.13 0.0 0.0 0.132 0.1 0.643 0.000 0.000 0.643 0.643 0.0 0.0
421 0 3.91 E+02 282.36 0.13 0.0 0.0 0.129 0.1 0.639 0.000 0.000 0.639 0.639 0.0 0.0
422 0 3.84E+02 282.36 0.13 0.0 0.0 0.126 0.1 0.634 0.000 0.000 0.634 0.634 0.0 0.0
423 0 3.78E+02 282.36 0.12 0.0 0.0 0.124 0.1 0.630 0.000 0.000 0.630 0.630 0.0 0.0
424 0 3.72E+02 282.36 0.12 0.0 0.0 0.121 0.1 0.626 0.000 0.000 0.626 0.626 0.0 0.0
425 0 3.66E+02 282.36 0.12 0.0 0.0 0.119 0.1 0.622 0.000 0.000 0.622 0.622 0.0 0.0
426 0 3.60E+02 282.36 0.12 0.0 0.0 0.117 0.1 0.618 0.000 0.000 0.618 0.618 0.0 0.0
427 0 3.55E+02 282.36 0.11 0.0 0.0 0.114 0.1 0.614 0.000 0.000 0.614 0.614 0.0 0.0
428 0 3.49E+02 282.35 0.11 0.0 0.0 0.112 0.1 0.610 0.000 0.000 0.610 0.610 0.0 0.0
429 0 3.44E+02 282.35 0.11 0.0 0.0 0.110 0.1 0.606 0.000 0.000 0.606 0.606 0.0 0.0
430 0 3.38E+02 282.35 0.11 0.0 0.0 0.108 0.1 0.602 0.000 0.000 0.602 0.602 0.0 0.0
431 0 3.33E+02 282.35 0.11 0.0 0.0 0.106 0.1 0.598 0.000 0.000 0.598 0.598 0.0 0.0
432 0 3.28E+02 282.35 0.10 0.0 0.0 0.104 0.1 0.594 0.000 0.000 0.594 0.594 0.0 0.0
433 0 3.23E+02 282.35 0.10 0.0 0.0 0.102 0.1 0.590 0.000 0.000 0.590 0.590 0.0 0.0
434 0 3.18E+02 282.35 0.10 0.0 0.0 0.100 0.1 0.586 0.000 0.000 0.586 0.586 0.0 0.0
435 0 3.13E+02 282.34 0.10 0.0 0.0 0.098 0.1 0.583 0.000 0.000 0.583 0.563 0.0 0.0
436 0 3.08E+02 282.34 0.10 0.0 0.0 0.096 0.1 0.579 0.000 0.000 0.579 0.579 0.0 0.0
437 0 3.03E+02 282.34 0.09 0.0 0.0 0.094 0.1 0.575 0.000 0.000 0.575 0.575 0.0 0.0
438 0 2.98E+02 282.34 0.09 0.0 0.0 0.092 0.1 0.572 0.000 0.000 0.572 0.572 0.0 0.0
439 0 2.94E+02 282.34 0.09 0.0 0.0 0.091 0.1 0.568 0.000 0.000 0.568 0.568 0.0 0.0
440 0 2.89E+02 282.34 0.09 0.0 0.0 0.089 0.1 0.564 0.000 0.000 0.564 0.564 0.0 0.0
441 0 2.85E+02 282.34 0.09 0.0 0.0 0.087 0.1 0.561 0.000 0.000 0.561 0.561 0.0 0.0
442 0 2.81 E+02 282.34 0.09 0.0 0.0 0.086 0.1 0.557 0.000 0.000 0.557 0.557 0.0 0.0
443 0 2.77E+02 282.34 0.08 0.0 0.0 0.084 0.1 0.554 0.000 0.000 0.554 0.554 0.0 0.0
444 0 2.72E+02 282.33 0.08 0.0 0.0 0.083 0.1 0.551 0.000 0.000 0.551 0.551 0.0 0.0
445 0 2.68E+02 282.33 0.08 0.0 0.0 0.081 0.1 0.547 0.000 0.000 0.547 0.547 0.0 0.0
446 0 2.64E+02 282.33 0.08 0.0 0.0 0.080 0.1 0.544 0.000 0.000 0.544 0.544 0.0 0.0
447 0 2.60E+02 282.33 0.08 0.0 0.0 0.078 0.1 0.540 0.000 0.000 0.540 0.540 0.0 0.0
448 0 2.57E+02 282.33 0.08 0.0 0.0 0.077 0.1 0.537 0.000 0.000 0.537 0.537 0.0 0.0
449 0 2.53E+02 282.33 0.08 0.0 0.0 0.075 0.1 0.534 0.000 0.000 0.534 0.534 0.0 0.0
450 0 2.49E+02 282.33 0.07 0.0 0.0 0.074 0.1 0.531 0.000 0.000 0.531 0.531 0.0 0.0
451 0 2.45E+02 282.33 0.07 0.0 0.0 0.073 0.1 0.527 0.000 0.000 0.527 0.527 0.0 0.0
452 0 2.42E+02 282.33 0.07 0.0 0.0 0.071 0.1 0.524 0.000 0.000 0.524 0.524 0.0 0.0
453 0 2.38E+02 282.33 0.07 0.0 0.0 0.070 0.1 0.521 0.000 0.000 0.521 0.521 0.0 0.0
454 0 2.35E+02 282.33 0.07 0.0 0.0 0.069 0.1 0.518 0.000 0.000 0.518 0.518 0.0 0.0
455 0 2.31 E+02 282.32 0.07 0.0 0.0 0.068 0.1 0.515 0.000 0.000 0.515 0.515 0.0 0.0
456 0 2.28E+02 282.32 0.07 0.0 0.0 0.066 0.1 0.512 0.000 0.000 0.512 0.512 0.0 0.0
457 0 2.25E+02 282.32 0.07 0.0 0.0 0.065 0.1 0.509 0.000 0.000 0.509 0.509 0.0 0.0
458 0 2.22E+02 282.32 0.06 0.0 0.0 0.064 0.1 0.506 0.000 0.000 0.506 0.506 0.0 0.0
459 0 2.18E+02 282.32 0.06 0.0 0.0 0.063 0.1 0.503 0.000 0.000 0.503 0.503 0.0 0.0
460 0 2.15E+02 262.32 0.06 0.0 0.0 0.062 0.1 0.500 0.000 0.000 0.500 0.500 0.0 0.0
461 0 2.12E+02 282.32 0.06 0.0 0.0 0.061 0.1 0.497 0.000 0.000 0.497 0.497 0.0 0.0
462 0 2.09E+02 282.32 0.06 0.0 0.0 0.060 0.1 0.494 0.000 0.000 0.494 0.494 0.0 0.0
463 0 2.06E+02 282.32 0.06 0.0 0.0 0.059 0.1 0.491 0.000 0.000 0.491 0.491 0.0 0.0
464 0 2.03E+02 282.32 0.06 0.0 0.0 0.058 0.1 0.488 0.000 0.000 0.488 0.488 0.0 0.0
100yr Storm Routing - Basin A E-22 Access Road Page 20 of 25

Orifice Orifice Orifice
Riser Riser (1st ft of (2nd ft of (3rd ft of Riser (orifice) Riser (Weir) Emergency
Time Inflow Storage Stage Outflow (Orifice) (Weir) Barrel RBspwy height) height) height) + orifice + orifice Weir Top of Dam
(min) (cfs) (cu ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) cfs cfs (cfs) (cfs)
465 0 2.00E+02 282.32 0.06 0.0 0.0 0.057 0.1 0.485 0.000 0.000 0.485 0.485 0.0 0.0
466 0 1.98E+02 282.32 0.06 0.0 0.0 0.056 0.1 0.482 0.000 0.000 0.482 0.482 0.0 0.0
467 0 1.95E+02 282.31 0.05 0.0 0.0 0.055 0.1 0.480 0.000 0.000 0.480 0.480 0.0 0.0
468 0 1.92E+02 282.31 0.05 0.0 0.0 0.054 0.1 0.477 0.000 0.000 0.477 0.477 0.0 0.0
469 0 1.89E+02 282.31 0.05 0.0 0.0 0.053 0.1 0.474 0.000 0.000 0.474 0.474 0.0 0.0
470 0 1.87E+02 282.31 0.05 0.0 0.0 0.052 0.1 0.471 0.000 0.000 0.471 0.471 0.0 0.0
471 0 1.84E+02 282.31 0.05 0.0 0.0 0.051 0.1 0.469 0.000 0.000 0.469 0.469 0.0 0.0
472 0 1.82E+02 282.31 0.05 0.0 0.0 0.050 0.1 0.466 0.000 0.000 0.466 0.466 0.0 0.0
473 0 1.79E+02 282.31 0.05 0.0 0.0 0.049 0.0 0.463 0.000 0.000 0.463 0.463 0.0 0.0
474 0 1.77E+02 282.31 0.05 0.0 0.0 0.048 0.0 0.461 0.000 0.000 0.461 0.461 0.0 0.0
475 0 1.74E+02 282.31 0.05 0.0 0.0 0.048 0.0 0.458 0.000 0.000 0.458 0.458 0.0 0.0
476 0 1.72E+02 282.31 0.05 0.0 0.0 0.047 0.0 0.456 0.000 0.000 0.456 0.456 0.0 0.0
477 0 1.70E+02 282.31 0.05 0.0 0.0 0.046 0.0 0.453 0.000 0.000 0.453 0.453 0.0 0.0
478 0 1.67E+02 282.31 0.05 0.0 0.0 0.045 0.0 0.450 0.000 0.000 0.450 0.450 0.0 0.0
479 0 1.65E+02 282.31 0.04 0.0 0.0 0.045 0.0 0.448 0.000 0.000 0.448 0.448 0.0 0.0
480 0 1.63E+02 282.31 0.04 0.0 0.0 0.044 0.0 0.445 0.000 0.000 0.445 0.445 0.0 0.0
481 0 1.61 E+02 282.30 0.04 0.0 0.0 0.043 0.0 0.443 0.000 0.000 0.443 0.443 0.0 0.0
482 0 1.58E+02 282.30 0.04 0.0 0.0 0.042 0.0 0.440 0.000 0.000 0.440 0.440 0.0 0.0
483 0 1.56E+02 282.30 0.04 0.0 0.0 0.042 0.0 0.438 0.000 0.000 0.438 0.438 0.0 0.0
484 0 1.54E+02 282.30 0.04 0.0 0.0 0.041 0.0 0.436 0.000 0.000 0.436 0.436 0.0 0.0
485 0 1.52E+02 282.30 0.04 0.0 0.0 0.040 0.0 0.433 0.000 0.000 0.433 0.433 0.0 0.0
486 0 1.50E+02 282.30 0.04 0.0 0.0 0.040 0.0 0.431 0.000 0.000 0.431 0.431 0.0 0.0
487 0 1.48E+02 282.30 0.04 0.0 0.0 0.039 0.0 0.428 0.000 0.000 0.428 0.428 0.0 0.0
488 0 1.46E+02 282.30 0.04 0.0 0.0 0.038 0.0 0.426 0.000 0.000 0.426 0.426 0.0 0.0
489 0 1.44E+02 282.30 0.04 0.0 0.0 0.038 0.0 0.424 0.000 0.000 0.424 0.424 0.0 0.0
490 0 1.42E+02 282.30 0.04 0.0 0.0 0.037 0.0 0.421 0.000 0.000 0.421 0.421 0.0 0.0
491 0 1.40E+02 282.30 0.04 0.0 0.0 0.036 0.0 0.419 0.000 0.000 0.419 0.419 0.0 0.0
492 0 1.38E+02 282.30 0.04 0.0 0.0 0.036 0.0 0.417 0.000 0.000 0.417 0.417 0.0 0.0
493 0 1.37E+02 282.30 0.04 0.0 0.0 0.035 0.0 0.415 0.000 0.000 0.415 0.415 0.0 0.0
494 0 1.35E+02 282.30 0.03 0.0 0.0 0.035 0.0 0.412 0.000 0.000 0.412 0.412 0.0 0.0
495 0 1.33E+02 282.30 0.03 0.0 0.0 0.034 0.0 0.410 0.000 0.000 0.410 0.410 0.0 0.0
496 0 1.31 E+02 282.30 0.03 0.0 0.0 0.034 0.0 0.408 0.000 0.000 0.408 0.408 0.0 0.0
497 0 1.30E+02 282.30 0.03 0.0 0.0 0.033 0.0 0.406 0.000 0.000 0.406 0.406 0.0 0.0
498 0 1.28E+02 282.30 0.03 0.0 0.0 0.033 0.0 0.404 0.000 0.000 0.404 0.404 0.0 0.0
499 0 1.26E+02 282.30 0.03 0.0 0.0 0.032 0.0 0.401 0.000 0.000 0.401 0.401 0.0 0.0
500 0 1.25E+02 282.29 0.03 0.0 0.0 0.032 0.0 0.399 0.000 0.000 0.399 0.399 0.0 0.0
501 0 1.23E+02 282.29 0.03 0.0 0.0 0.031 0.0 0.397 0.000 0.000 0.397 0.397 0.0 0.0
502 0 1.22E+02 282.29 0.03 0.0 0.0 0.031 0.0 0.395 0.000 0.000 0.395 0.395 0.0 0.0
503 0 1.20E+02 282.29 0.03 0.0 0.0 0.030 0.0 0.393 0.000 0.000 0.393 0.393 0.0 0.0
504 0 1.18E+02 282.29 0.03 0.0 0.0 0.030 0.0 0.391 0.000 0.000 0.391 0.391 0.0 0.0
505 0 1.17E+02 282.29 0.03 0.0 0.0 0.029 0.0 0.389 0.000 0.000 0.389 0.389 0.0 0.0
506 0 1.15E+02 282.29 0.03 0.0 0.0 0.029 0.0 0.387 0.000 0.000 0.387 0.387 0.0 0.0
507 0 1.14E+02 282.29 0.03 0.0 0.0 0.028 0.0 0.385 0.000 0.000 0.385 0.385 0.0 0.0
508 0 1.12E+02 282.29 0.03 0.0 0.0 0.028 0.0 0.383 0.000 0.000 0.383 0.383 0.0 0.0
509 0 1.11E+02 282.29 0.03 0.0 0.0 0.027 0.0 0.381 0.000 0.000 0.381 0.381 0.0 0.0
510 0 1.10E+02 282.29 0.03 0.0 0.0 0.027 0.0 0.379 0.000 0.000 0.379 0.379 0.0 0.0
100yr Storm Routing - Basin A E-22 Access Road Page 21 of 25

Orifice Orifice Orifice

Riser
Riser
(1st ft of
(2nd ft of
(3rd ft of Riser (orifice) Riser (Weir)
Emergency
Time Inflow Stora a
g Sta a
g Outflow Orifice
( )
(Weir)
Barrel
RBspwy
height)
height)
height) + orifice + orifice
Weir
Top of Dam
(min) (cfs) (cu ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) cfs cfs (c[s) (cfs)
511 0 1.08E+02 282.29 0.03 0.0 0.0 0.026 0.0 0.377 0.000 0.000 0.377 0.377 0.0 0.0
512 0 1.07E+02 282.29 0.03 0.0 0.0 0.026 0.0 0.375 0.000 0.000 0.375 0.375 0.0 0.0
513 0 1.06E+02 282.29 0.03 0.0 0.0 0.026 0.0 0.373 0.000 0.000 0.373 0.373 0.0 0.0
514 0 1.04E+02 282.29 0.03 0.0 0.0 0.025 0.0 0.371 0.000 0.000 0.371 0.371 0.0 0.0
515 0 1.03E+02 282.29 0.02 0.0 0.0 0.025 0.0 0.369 0.000 0.000 0.369 0.369 0.0 0.0
516 0 1.02E+02 282.29 0.02 0.0 0.0 0.025 0.0 0.367 0.000 0.000 0.367 0.367 0.0 0.0
517 0 1.00E+02 282.29 0.02 0.0 0.0 0.024 0.0 0.365 0.000 0.000 0.365 0.365 0.0 0.0
518 0 9.92E+01 282.29 0.02 0.0 0.0 0.024 0.0 0.363 0.000 0.000 0.363 0.363 0.0 0.0
519 0 9.79E+Ot 282.29 0.02 0.0 0.0 0.023 0.0 0.362 0.000 0.000 0.362 0.362 0.0 0.0
520 0 9.67E+01 282.29 0.02 0.0 0.0 0.023 0.0 0.360 0.000 0.000 0.360 0.360 0.0 0.0
521 0 9.55E+01 282.29 0.02 0.0 0.0 0.023 0.0 0.358 0.000 0.000 0.358 0.358 0.0 0.0
522 0 9.43E+01 282.29 0.02 0.0 0.0 0.022 0.0 0.356 0.000 0.000 0.356 0.356 0.0 0.0
523 0 9.32E+01 282.29 0.02 0.0 0.0 0.022 0.0 0.354 0.000 0.000 0.354 0.354 0.0 0.0
524 0 9.20E+01 282.28 0.02 0.0 0.0 0.022 0.0 0.352 0.000 0.000 0.352 0.352 0.0 0.0
525 0 9.09E+01 282.28 0.02 0.0 0.0 0.021 0.0 0.351 0.000 0.000 0.351 0.351 0.0 0.0
526 0 8.98E+01 282.28 0.02 0.0 0.0 0.021 0.0 0.349 0.000 0.000 0.349 0.349 0.0 0.0
527 0 8.87E+01 282.28 0.02 0.0 0.0 0.021 0.0 0.347 0.000 0.000 0.347 0.347 0.0 0.0
528 0 8.76E+01 282.28 0.02 0.0 0.0 0.020 0.0 0.345 0.000 0.000 0.345 0.345 0.0 0.0
529 0 8.66E+01 282.28 0.02 0.0 0.0 0.020 0.0 0.344 0.000 0.000 0.344 0.344 0.0 0.0
530 0 8.55E+01 282.28 0.02 0.0 0.0 0.020 0.0 0.342 0.000 0.000 0.342 0.342 0.0 0.0
531 0 8.45E+01 282.28 0.02 0.0 0.0 0.020 0.0 0.340 0.000 0.000 0.340 0.340 0.0 0.0
532 0 8.35E+01 282.28 0.02 0.0 0.0 0.019 0.0 0.339 0.000 0.000 0.339 0.339 0.0 0.0
533 0 8.25E+01 282.28 0.02 0.0 0.0 0.019 0.0 0.337 0.000 0.000 0.337 0.337 0.0 0.0
534 0 8.15E+01 282.28 0.02 0.0 0.0 0.019 0.0 0.335 0.000 0.000 0.335 0.335 0.0 0.0
535 0 8.05E+01 282.28 0.02 0.0 0.0 0.018 0.0 0.334 0.000 0.000 0.334 0.334 0.0 0.0
536 0 7.95E+01 282.28 0.02 0.0 0.0 0.018 0.0 0.332 0.000 0.000 0.332 0.332 0.0 0.0
537 0 7.86E+01 282.28 0.02 0.0 0.0 0.018 0.0 0.330 0.000 0.000 0.330 0.330 0.0 0.0
538 0 7.76E+Ot 282.28 0.02 0.0 0.0 0.018 0.0 0.329 0.000 0.000 0.329 0.329 0.0 0.0
539 0 7.67E+01 282.28 0.02 0.0 0.0 0.017 0.0 0.327 0.000 0.000 0.327 0.327 0.0 0.0
540 0 7.58E+01 282.28 0.02 0.0 0.0 0.017 0.0 0.325 0.000 0.000 0.325 0.325 0.0 0.0
541 0 7.49E+01 282.28 0.02 0.0 0.0 0.017 0.0 0.324 0.000 0.000 0.324 0.324 0.0 0.0
542 0 7.40E+01 282.28 0.02 0.0 0.0 0.017 0.0 0.322 0.000 0.000 0.322 0.322 0.0 0.0
543 0 7.32E+01 282.28 0.02 0.0 0.0 0.016 0.0 0.321 0.000 0.000 0.321 0.321 0.0 0.0
544 0 7.23E+01 282.28 0.02 0.0 0.0 0.016 0.0 0.319 0.000 0.000 0.319 0.319 0.0 0.0
545 0 7.14E+01 282.28 0.02 0.0 0.0 0.016 0.0 0.318 0.000 0.000 0.318 0.318 0.0 0.0
546 0 7.06E+01 282.28 0.02 0.0 0.0 0.016 0.0 0.316 0.000 0.000 0.316 0.316 0.0 0.0
547 0 6.98E+01 282.28 0.02 0.0 0.0 0.015 0.0 0.315 0.000 0.000 0.315 0.315 0.0 0.0
548 0 6.90E+01 282.28 0.02 0.0 0.0 0.015 0.0 0.313 0.000 0.000 0.313 0.313 0.0 0.0
549 0 6.82E+01 282.28 0.01 0.0 0.0 0.015 0.0 0.311 0.000 0.000 0.311 0.311 0.0 0.0
550 0 6.74E+01 282.28 0.01 0.0 0.0 0.015 0.0 0.310 0.000 0.000 0.310 0.310 0.0 0.0
551 0 6.66E+01 282.28 0.01 0.0 0.0 0.015 0.0 0.309 0.000 0.000 0.309 0.309 0.0 0.0
552 0 6.58E+01 282.28 0.01 0.0 0.0 0.014 0.0 0.307 0.000 0.000 0.307 0.307 0.0 0.0
553 0 6.50E+Ot 282.28 0.01 0.0 0.0 0.014 0.0 0.306 0.000 0.000 0.306 0.306 0.0 0.0
554 0 6.43E+01 282.28 0.01 0.0 0.0 0.014 0.0 0.304 0.000 0.000 0.304 0.304 0.0 0.0
555 0 6.36E+Ot 282.28 0.01 0.0 0.0 0.014 0.0 0.303 0.000 0.000 0.303 0.303 0.0 0.0
556 0 6.28E+01 282.28 0.01 0.0 0.0 0.014 0.0 0.301 0.000 0.000 0.301 0.301 0.0 0.0
t00yr Storm Routing - Basin A E-22 Access Road Page 22 of 25

Or~ce Orifice Orifice
Riser Riser (1st ft of (2nd ft of (3rd ft of Riser (orifice) Riser (Weir) Emergency
Time Inflow Storage Stage Outflow (Orifice) (Weir) Barrel RBspwy height) height) height) + orifice + orifice Weir Top of Dam
(min) (cis) (cu ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) cfs cfs (cfs) (cfs)
557 0 6.21 E+01 282.28 0.01 0.0 0.0 0.013 0.0 0.300 0.000 0.000 0.300 0.300 0.0 0.0
558 0 6.14E+01 282.27 0.01 0.0 0.0 0.013 0.0 0.298 0.000 0.000 0.298 0.298 0.0 0.0
559 0 6.07E+01 282.27 0.01 0.0 0.0 0.013 0.0 0.297 0.000 0.000 0.297 0.297 0.0 0.0
560 0 6.00E+01 282.27 0.01 0.0 0.0 0.013 0.0 0.296 0.000 0.000 0.296 0.296 0.0 0.0
561 0 5.93E+01 282.27 0.01 0.0 0.0 0.013 0.0 0.294 0.000 0.000 0.294 0.294 0.0 0.0
562 0 5.86E+01 282.27 0.01 0.0 0.0 0.012 0.0 0.293 0.000 0.000 0.293 0.293 0.0 0.0
563 0 5.80E+01 282.27 0.01 0.0 0.0 0.012 0.0 0.291 0.000 0.000 0.291 0.291 0.0 0.0
564 0 5.73E+01 282.27 0.01 0.0 0.0 0.012 0.0 0.290 0.000 0.000 0.290 0.290 0.0 0.0
565 0 5.67E+01 282.27 0.01 0.0 0.0 0.012 0.0 0.289 0.000 0.000 0.289 0.289 0.0 0.0
566 0 5.60E+01 282.27 0.01 0.0 0.0 0.012 0.0 0.287 0.000 0.000 0.287 0.287 0.0 0.0
567 0 5.54E+01 282.27 0.01 0.0 0.0 0.012 0.0 0.286 0.000 0.000 0.286 0.286 0.0 0.0
568 0 5.48E+Ot 282.27 0.01 0.0 0.0 0.011 0.0 0.285 0.000 0.000 0.285 0.285 0.0 0.0
569 0 5.42E+01 282.27 0.01 0.0 0.0 0.011 0.0 0.283 0.000 0.000 0.283 0.283 0.0 0.0
570 0 5.36E+01 282.27 0.01 0.0 0.0 0.011 0.0 0.282 0.000 0.000 0.282 0.282 0.0 0.0
571 0 5.30E+01 282.27 0.01 0.0 0.0 0.011 0.0 0.281 0.000 0.000 0.281 0.281 0.0 0.0
572 0 5.24E+01 282.27 0.01 0.0 0.0 0.011 0.0 0.280 0.000 0.000 0.280 0.280 0.0 0.0
573 0 5.18E+01 282.27 0.01 0.0 0.0 0.011 0.0 0.278 0.000 0.000 0.278 0.278 0.0 0.0
574 0 5.12E+01 282.27 0.01 0.0 0.0 0.011 0.0 0.277 0.000 0.000 0.277 0.277 0.0 0.0
575 0 5.06E+01 282.27 0.01 0.0 0.0 0.010 0.0 0.276 0.000 0.000 0.276 0.276 0.0 0.0
576 0 5.01 E+01 282.27 0.01 0.0 0.0 0.010 0.0 0.274 0.000 0.000 0.274 0.274 0.0 0.0
577 0 4.95E+01 282.27 0.01 0.0 0.0 0.010 0.0 0.273 0.000 0.000 0.273 0.273 0.0 0.0
578 0 4.90E+01 282.27 0.01 0.0 0.0 0.010 0.0 0.272 0.000 0.000 0.272 0.272 0.0 0.0
579 0 4.84E+01 282.27 0.01 0.0 0.0 0.010 0.0 0.271 0.000 0.000 0.271 0.271 0.0 0.0
580 0 4.79E+01 282.27 0.01 0.0 0.0 0.010 0.0 0.269 0.000 0.000 0.269 0.269 0.0 0.0
581 0 4.74E+01 282.27 0.01 0.0 0.0 0.010 0.0 0.268 0.000 0.000 0.268 0.268 0.0 0.0
582 0 4.69E+01 282.27 0.01 0.0 0.0 0.009 0.0 0.267 0.000 0.000 0.267 0.267 0.0 0.0
583 0 4.64E+01 282.27 0.01 0.0 0.0 0.009 0.0 0.266 0.000 0.000 0.266 0.266 0.0 0.0
564 0 4.58E+01 282.27 0.01 0.0 0.0 0.009 0.0 0.265 0.000 0.000 0.265 0.265 0.0 0.0
585 0 4.53E+01 282.27 0.01 0.0 0.0 0.009 0.0 0.263 0.000 0.000 0.263 0.263 0.0 0.0
586 0 4.49E+Ot 282.27 0.01 0.0 0.0 0.009 0.0 0.262 0.000 0.000 0.262 0.262 0.0 0.0
587 0 4.44E+01 282.27 0.01 0.0 0.0 0.009 0.0 0.261 0.000 0.000 0.261 0.261 0.0 0.0
588 0 4.39E+01 282.27 0.01 0.0 0.0 0.009 0.0 0.260 0.000 0.000 0.260 0.260 0.0 0.0
589 0 4.34E+01 282.27 0.01 0.0 0.0 0.009 0.0 0.259 0.000 0.000 0.259 0.259 0.0 0.0
590 0 4.29E+01 282.27 0.01 0.0 0.0 0.008 0.0 0.258 0.000 0.000 0.258 0.258 0.0 0.0
591 0 4.25E+01 282.27 0.01 0.0 0.0 0.008 0.0 0.256 0.000 0.000 0.256 0.256 0.0 0.0
592 0 4.20E+01 282.27 0.01 0.0 0.0 0.008 0.0 0.255 0.000 0.000 0.255 0.255 0.0 0.0
593 0 4.16E+01 282.27 0.01 0.0 0.0 0.008 0.0 0.254 0.000 0.000 0.254 0.254 0.0 0.0
594 0 4.11E+01 282.27 0.01 0.0 0.0 0.008 0.0 0.253 0.000 0.000 0.253 0.253 0.0 0.0
595 0 4.07E+01 282.27 0.01 0.0 0.0 0.008 0.0 0.252 0.000 0.000 0.252 0.252 0.0 0.0
596 0 4.03E+01 282.27 0.01 0.0 0.0 0.008 0.0 0.251 0.000 0.000 0.251 0.251 0.0 0.0
597 0 3.98E+01 282.27 0.01 0.0 0.0 0.008 0.0 0.250 0.000 0.000 0.250 0.250 0.0 0.0
598 0 3.94E+Ot 282.27 0.01 0.0 0.0 0.008 0.0 0.249 0.000 0.000 0.249 0.249 0.0 0.0
599 0 3.90E+Ot 282.27 0.01 0.0 0.0 0.008 0.0 0.248 0.000 0.000 0.248 0.248 0.0 0.0
600 0 3.86E+01 282.27 0.01 0.0 0.0 0.007 0.0 0.247 0.000 0.000 0.247 0.247 0.0 0.0
601 0 3.82E+01 282.27 0.01 0.0 0.0 0.007 0.0 0.245 0.000 0.000 0.245 0.245 0.0 0.0
602 0 3.78E+Ot 282.27 0.01 0.0 0.0 0.007 0.0 0.244 0.000 0.000 0.244 0.244 0.0 0.0
t OOyr Storm Routing - Basin A E-22 Access Road Page 23 of 25

Orifice Orifice OriSce
Riser Riser (1st ft of (2nd ft of (3rd ft of Riser (orifice) Riser (Weir) Emergency
Time Inflow Stora a
g Sta a
g Outflow Orifice
( )
(Weir)
Barrel
RBspwy
height)
height)
height) + or~ce + orifice
Weir
Top of Dam
(min) (cfs) (cu ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) cfs cfs (cfs) (cfs)
603 0 3.74E+01 282.27 0.01 0.0 0.0 0.007 0.0 0.243 0.000 0.000 0.243 0.243 0.0 0.0
604 0 3.70E+01 282.27 0.01 0.0 0.0 0.007 0.0 0.242 0.000 0.000 0.242 0.242 0.0 0.0
605 0 3.66E+01 282.27 0.01 0.0 0.0 0.007 0.0 0.241 0.000 0.000 0.241 0.241 0.0 0.0
606 0 3.62E+01 282.27 0.01 0.0 0.0 0.007 0.0 0.240 0.000 0.000 0.240 0.240 0.0 0.0
607 0 3.58E+01 282.27 0.01 0.0 0.0 0.007 0.0 0.239 0.000 0.000 0.239 0.239 0.0 0.0
608 0 3.54E+01 282.27 0.01 0.0 0.0 0.007 0.0 0.238 0.000 0.000 0.238 0.238 0.0 0.0
609 0 3.51 E+01 282.27 0.01 0.0 0.0 0.007 0.0 0.237 0.000 0.000 0.237 0.237 0.0 0.0
610 0 3.47E+01 282.27 0.01 0.0 0.0 0.007 0.0 0.236 0.000 0.000 0.236 0.236 0.0 0.0
611 0 3.44E+01 282.27 0.01 0.0 0.0 0.006 0.0 0.235 0.000 0.000 0.235 0.235 0.0 0.0
612 0 3.40E+Ot 282.27 0.01 0.0 0.0 0.006 0.0 0.234 0.000 0.000 0.234 0.234 0.0 0.0
613 0 3.36E+Ot 282.27 0.01 0.0 0.0 0.006 0.0 0.233 0.000 0.000 0.233 0.233 0.0 0.0
614 0 3.33E+01 282.27 0.01 0.0 0.0 0.006 0.0 0.232 0.000 0.000 0.232 0.232 0.0 0.0
615 0 3.30E+Ot 282.26 0.01 0.0 0.0 0.006 0.0 0.231 0.000 0.000 0.231 0.231 0.0 0.0
616 0 3.26E+01 282.26 0.01 0.0 0.0 0.006 0.0 0.230 0.000 0.000 0.230 0.230 0.0 0.0
617 0 3.23E+01 282.26 0.01 0.0 0.0 0.006 0.0 0.229 0.000 0.000 0.229 0.229 0.0 0.0
618 0 3.19E+Ot 282.26 0.01 0.0 0.0 0.006 0.0 0.228 0.000 0.000 0.228 0.228 0.0 0.0
619 0 3.16E+01 282.26 0.01 0.0 0.0 0.006 0.0 0.227 0.000 0.000 0.227 0.227 0.0 0.0
620 0 3.13E+01 282.26 0.01 0.0 0.0 0.006 0.0 0.226 0.000 0.000 0.226 0.226 0.0 0.0
621 0 3.10E+01 282.26 0.01 0.0 0.0 0.006 0.0 0.225 0.000 0.000 0.225 0.225 0.0 0.0
622 0 3.07E+01 282.26 0.01 0.0 0.0 0.006 0.0 0.224 0.000 0.000 0.224 0.224 0.0 0.0
623 0 3.04E+01 282.26 0.01 0.0 0.0 0.006 0.0 0.223 0.000 0.000 0.223 0.223 0.0 0.0
624 0 3.00E+01 282.26 0.01 0.0 0.0 0.005 0.0 0.222 0.000 0.000 0.222 0.222 0.0 0.0
625 0 2.97E+01 282.26 0.01 0.0 0.0 0.005 0.0 0.222 0.000 0.000 0.222 0.222 0.0 0.0
626 0 2.94E+01 282.26 0.01 0.0 0.0 0.005 0.0 0.221 0.000 0.000 0.221 0.221 0.0 0.0
627 0 2.91 E+01 282.26 0.01 0.0 0.0 0.005 0.0 0.220 0.000 0.000 0.220 0.220 0.0 0.0
628 0 2.88E+01 282.26 0.01 0.0 0.0 0.005 0.0 0.219 0.000 0.000 0.219 0.219 0.0 0.0
629 0 2.86E+01 282.26 0.01 0.0 0.0 0.005 0.0 0.218 0.000 0.000 0.218 0.218 0.0 0.0
630 0 2.83E+01 282.26 0.01 0.0 0.0 0.005 0.0 0.217 0.000 0.000 0.217 0.217 0.0 0.0
631 0 2.80E+01 282.26 0.00 0.0 0.0 0.005 0.0 0.216 0.000 0.000 0.216 0.216 0.0 0.0
100yr Storm Routing - Basin A E-22 Access Road Page 24 of 25

100yr 24hr Storm Routing -Basin A
30
25
20
h
w
~ 15
0
10
Time (min)
~-Inflow Hydrograph --f-Outflow Hydrograph
0 100 200 300 400 500 600 700

Appendix C
Detailed Basin B Design Calculations

E- 22 Roadwa Stormwater Runoff Calculations
Basin B (Southern Pond)
P..re-deveb etltconditiorts~o~asin B.

Total Area 1.67 ac
Tc* 10 min
'Assume Tc =minimum tc of 10min given basin size and piped flaw nature of runoff.
"*tyr-24 hr depth and intensity taken from "Calculating Peak Runoff Volume for the 1-yr Design Storm" for Upper Neuse -Wake
Count
*`I,= 3.71 in/hr 0,= 1.2 cfs
'I,o 6.56 in/hr QSO= 2.2 cfs
+Itoo= 6.90 in/hr O,oo= 2.3 cfs
+ Intensity values taken from NOAA Adas 14- RALEIGH DURHAM WSFO AP, NORTH CAROLINA (31-7069) 35.8706 N 78.7864 W
403 feet
Post<de`veto, meet-conditions io'$asin 8 . ,;

N:31Y ~ H Iementsio~kirbaiRer '~ .

Precipitation values are for the 6hr storm. Malcolm recommends the 6hr storm event for approximation of the volume of ruraff under
the hydrograph. The 1 yr precipitation is for the 24 hr event. A value for the 1 yr 6hr event is not known. The 1 yr 24 hr precipation
value is taken from the Neuse River.
**1,= 3.71 in/hr 0,= 3.8 cis
*ISO= 6.56 in/hr 05= 6.6 cis
*l,oo= 6.90 in/hr O,o= 7.0 cis

Rational C Area ac CN
Woods 0.2 1.67 55

Com osite C: 0.20
Rational C Area ac CN
Pervious (Managed) 0.3 0.82 69
Im ervious & O en Water 0.9 0.85 98
Woods, (Unmanaged) 0.2 0 55
Com osite C: 0.61
Total Area 1.67 ac
Com osite CN 83.8
Tc 10 min
1 r 50 r 100 r
P in **.- 3.00 4.56 5.07
S (in) 1.9 1.9 1.9
O* in 1.5 2.8 3.3
V ft3 9,089 17,268 20,073
t min 29.1 55.2 64.2
~ ..l '{
Estimated Stora a Re uired (t r2ahr) 4,379 ft'
0.10 acre-ft
BMP Selected d and
im ervious 51
Draina a Area ac 1.67
Rv runoff coef 0.51
Volume (1"storm) 0.07 ac-ft
3,080 cf

E-22 School Access Road - Basin B Stage Storage Development

Contour Area
Incr Vol S
Accum
Z CHECK CHECK
Contour (ft2) (ft3) Vol (ft3) Stage (ft) In(S) In(Z) Zest SA
296 1,492.27 0 0
297 2,195.10 1844 1,844 1 7.52 0.00 1.15 2,337
298 2,954.47 2575 4,418 2 8.39 0.69 2.00 3,468
299 4,909.50 3932 8,350 3 9.03 1.10 3.00 4,370
Q Volume (1 ") required 3,080 ft3
:vation for WQ Volume 297.59
timate Vol for 1 yr24hr Attentuation 4,379 ft3
ovation for Attenuation Volume 297.99
oeff 1.5699 b = 1.57
ntercept 7.3054 Ks = 1488
9.10
9.00
8.90
8.80
8.70
8.60
8.50
8.40
8.30
0.00
0.20 0.40 0.60 0.80 1.00 1.20
• Seriesi Linear (Seriesi)

E•22 School Access Road
Basin B
1 yr-Storm
Resnha 1 hr volume Drawdown
Norm surf area= 2.63 ec .Max surfarea= O;OB az WO Volume Elevation = 297.99 ft
Requirod SA = N!A ac Peak-stage= 298:19-tt Time Ste in drawdown= 84 minutes
Peak outflow= L2 cfs Rise= 2.19 ft Time Ste end drawdown= 237 minutes
Pre-Development Freeboenl ©g fi
Flow L2 cfs (tnax stage) Drawdown time = 0.1 da s

In uts
Stage Storage Hgdrograph Inputs
Ks= 1488 Op= 4 cfs
b= 1.57 Tp= 29 min
Zo= 296 dT= 3 mIn
[ntfiaT Weter Level
Zi= 296 tt
Outflow Devices
Riser/Barrel Spillway
N= 1 Number of Risers Orifice (first foot of riser height)
Driser= 24 in Riser Diameter N= 20
Cw= 3.00 Riser Weir Coeff D= l in (Perforated Pipe - 1" holes. A total of 20 holes within 1 ft of riser height) Modeled
Cd= 0.6 Riser Orifice Coeff Cd= 0.6 constant head on all holes. Invert placed on bottom of pond to drain completely.
Zcr= 298.3 ft Riser Crest Elev Inv= 296 ft
Db= IS in Barrel Diameter
Cd= 0.6 Barrel orifice Coeff Orifice (second foot of riser height)
Zinv= 296 ft Elev invert barrel N= 20 (Perforated Pipe - 1"holes. A total of 20 holes within 1 ft of height) Modeled
D= I in constant head on all holes. For modeling -Invert placed at mid height within the
Emergency Weir: Cd= 0.6 second tier of orifices to average head on orifices.
L= 20 ft Inv= 297.5 ft
Zcr= 298.3 ft
Cw= 3
Top of Dam
L= 500 ft
Zcr= 299 ft
Cw= 3

Ri
Ri
if Riser Riser (Weir)
E

Time
Inflow Storage ser
Stage Outflow (Orifice) ser
(Weir)
Barrel Orifice(lst Or
ice
RBspwy foot) (2nd foot) (orifice)+
orifice +orifice mergency
Weir
Top of Dam
(min) (cfs) (cu ft) (ft) (cfs) (ds) (cfs) (cfs) (cfs) (cfs) (cfs) cfs cfs (cfs) (cfs)
0 0 0.00E+00 296.00 0.00 0.0 0.0 0.000 0.0 0.00 0.00 0.00 0.00 0.0 0.0
3 0 0.00E+00 296.00 0.00 0.0 0.0 0.000 0.0 0.00 0.00 0.00 0.00 0.0 0.0
6 0 1.76E+01 296.06 0.05 0.0 0.0 0.048 D.0 0.13 0.00 0.13 0.13 0.0 0.0
9 1 7.75E+01 296.15 0.20 0.0 0.0 0.199 0.2 0.20 0.00 0.20 0.20 0.0 0.0
12 1 1.89E+02 296.27 0.27 0.0 0.0 0.467 0.3 0.27 0.00 0.27 0.27 0.0 0.0
15 2 3.87E+02 296.42 0.34 0.0 0.0 0.924 0.3 0.34 0.00 0.34 0.34 0.0 0.0
18 3 6.80E+02 296.61 0.41 0.0 0.0 1.584 0.4 0.41 0.00 0.41 0.41 0.0 0.0
21 3 1.07E+03 296.81 0.47 0.0 0.0 2.437 0.5 0.47 0.00 0.47 0.47 0.0 0.0
24 3 1.54E+03 297.02 0.53 0.0 0.0 3.454 0.5 0.53 0.00 0.53 0.53 0.0 0.0
27 4 2,07E+03 297.23 0.58 0.0 0.0 4.584 0.6 0.58 0.00 0.58 0.56 0.0 0.0
30 4 2.63E+03 297.44 0.63 0.0 0.0 5.316 0.6 0.63 0.00 0.63 0.63 0.0 0.0
33 4 3.19E+03 297.63 0.86 0.0 0.0 5.900 0.9 0.67 0.19 0.86 0.86 0.0 0.0
1 yr 24hr Storm - Basin B E-22 Access Road Page 3 of 16

Riser

Riser
Riser
Orifice (1st
Orifice
(orifice) + Riser(Weir)
E
mergency
Time Inflow Storage Stage Outflow (Orifice) (Weir) Barrel RBspwy foot) (2nd foot) orifice + orifice Weir Top of Dam
(min) (cfs) (cu ft) (tt) (cfs) (cfs) (cis) (efs) (cis) (cfs) (cfs) cfs cfs (cfs) (cfs).
36 3 3.68E+03 297.78 0.98 0.0 0.0 6.341 1.0 0.70 0.28 0.98 0.98 0.0 0.0
39 3 4.09E+03 297.90 1.06 0.0 0.0 6.671 1.1 0.72 0.33 1.06 1.06 0.0 0.0
42 2 4.41E+03 298.00 1.11 0.0 0.0 6.912 1.1 0.74 0.37 1.11 1.11 0.0 0.0
45 2 4.66E+03 298.07 1.15 0.0 0.0 7.087 1.2 0.76 0.40 1.15 1.15 0.0 0.0
48 2 4.84E+03 298.12 1.18 0.0 0.0 7.213 1.2 0.76 0.41 1.18 1.18 0.0 0.0
51 2 4.97E+03 298.16 1.20 0.0 0.0 7.300 1.2 0.77 0.43 1.20 1.20 0.0 0.0
54 1 5.06E+03 298.18 1.21 0.0 0.0 7.355 1.2 0.78 0.43 1.21 1.21 0.0 0.0
57 1 5.10E+03 298.19 1.21 0.0 0.0 7.383 1.2 0.78 0.44 1.21 1.21 0.0 0.0
60 1 5.11E+03 298.19 1.22 0.0 0.0 7.390 1.2 0.78 0.44 1.22 1.22 0.0 0.0
63 1 5.09E+03 298.19 1.21 0.0 0.0 7.378 1.2 0.78 0.44 1.21 1.21 0.0 0.0
66 1 5.05E+03 298.18 1.21 0.0 0.0 7.349 1.2 0.77 0.43 1.21 1.21 0.0 0.0
69 1 4.98E+03 298.16 1.20 0.0 0.0 7.307 1.2 0.77 0.43 1.20 1.20 0.0 0.0
72 1 4.90E+03 298.14 1.19 0.0 0.0 7.253 1.2 0.77 0.42 1.19 1.19 0.0 0.0
75 1 4.80E+03 298.11 1.17 0.0 0.0 7.168 1.2 0.76 0.41 1.17 1.17 0.0 0.0
78 0 4.70E+03 298.08 1.16 0.0 0.0 7.114 1.2 0.76 0.40 1.16 1.16 0.0 0.0
81 0 4.58E+03 298.05 1.14 0.0 0.0 7.031 1.1 0.75 0.39 1.14 1.14 0.0 0.0
84 0 4.45E+03 298.01 1.12 0.0 0.0 6.940 1.1 0.74 0.37 1.12 1.12 0.0 0.0
87 0 4.32E+03 297.97 1.10 0.0 0.0 6.843 1.1 0.74 0.36 1.10 1.10 0.0 0.0
90 0 4.18E+03 297.93 1.07 0.0 0.0 6.740 1.1 0.73 0.34 1.07 1.07 0.0 0.0
93 0 4.04E+03 297.89 1.05 0.0 0.0 6.631 1.0 0.72 0.33 1.05 1.05 0.0 0.0
96 0 3.89E+03 297.85 1.02 0.0 0.0 6.518 1.0 0.71 0.31 1.02 1.02 0.0 0.0
99 0 3.75E+03 297.80 0.99 0.0 0.0 6.400 1.0 0.71 0.29 0.99 0.99 D.0 0.0
102 0 3.61E+03 297.76 0.96 0.0 0.0 6.278 1.0 0.70 0.27 0.96 0.96 0.0 0.0
105 0 3.46E+03 297.71 0.93 0.0 0.0 6.153 0.9 0.69 0.24 0.93 0.93 0.0 0.0
108 0 3.32E+03 297.67 0.89 0.0 0.0 6.025 0.9 0.68 0.22 0.89 0.89 0.0 0.0
111 0 3.19E+03 297.62 0.85 0.0 0.0 5.896 0.9 0.67 0.18 0.85 0.85 0.0 0.0
114 0 3.05E+03 297.58 0.81 0.0 0.0 5.766 0.8 0.66 0.15 0.81 0.81 0.0 0.0
117 0 2.92E+03 297.54 0.75 0.0 0.0 5.636 0.8 0.65 0.10 0.75 0.75 0.0 0.0
120 0 2.80E+03 297.50 0.64 0.0 0.0 5.510 0.6 0.64 0.00 0.64 0.64 0.0 0.0
123 0 2.70E+03 297.46 0.64 0.0 0.0 5.398 0.6 0.64 0.00 0.64 0.64 0.0 0.0
126 0 2.60E+03 297.43 0.63 0.0 0.0 5.283 0.6 0.63 0.00 0.63 0.63 0.0 0.0
129 0 2.50E+03 297.39 0.62 0.0 0.0 5.162 0.6 0.62 O.OD 0.62 0.62 0.0 0.0
132 0 2.40E+03 297.35 0.61 0.0 0.0 5.038 0.6 0.61 0.00 0.61 0.61 0.0 0.0
135 0 2.29E+03 297.32 0.60 0.0 0.0 4.908 0.6 0.60 0.00 0.60 0.60 0.0 0.0
138 0 2.19E+03 297.28 0.59 0.0 0.0 4.773 0.6 0.59 0.00 0.59 0.59 0.0 0.0
141 0 2.09E+03 297.24 0.59 0.0 0.0 4.633 0.6 0.59 0.00 0.59 0.59 0.0 0.0
144 0 1.99E+03 297.20 0.58 0.0 0.0 4.421 0.6 0.58 0.00 0.58 0.56 0.0 0.0
147 0 1.89E+03 297.17 0.57 0.0 0.0 4.211 0.6 0.57 0.00 0.57 0.57 0.0 0.0
150 0 1.79E+03 297.13 0.56 0.0 0.0 4.002 0.6 0.56 0.00 0.56 0.56 0.0 0.0
153 0 1.70E+03 297.09 0.55 0.0 0.0 3.796 0.5 0.55 0.00 0.55 0.55 0.0 0.0
156 0 1.60E+03 297.05 0.54 0.0 0.0 3.592 0.5 0.54 0.00 0.54 0.54 0.0 0.0
159 0 1.51E+03 297.01 0.53 0.0 0.0 3.390 0.5 0.53 0.00 0.53 0.53 0.0 0.0
162 0 1.42E+03 296.97 0.52 0.0 0.0 3.191 0.5 0.52 0.00 0.52 0.52 0.0 0.0
165 0 1.32E+03 296.93 0.51 0.0 0.0 2.995 0.5 0.51 0.00 0.51 0.51 0.0 0.0
168 0 1.24E+03 296.89 0.49 0.0 0.0 2.801 0.5 0.49 0.00 0.49 0.49 0.0 0.0
171 0 1.15E+03 296.85 0.48 0.0 0.0 2.611 0.5 0.48 0.00 0.48 0.48 0.0 0.0
174 0 1.06E+03 296.81 0.47 0.0 0.0 2.425 0.5 0.47 0.00 0.47 0.47 0.0 0.0
177 0 9.78E+02 296.77 0.46 0.0 0.0 2.242 0.5 0.46 0.00 0.46 0.46 0.0 0.0
180 0 8.97E+02 296.72 0.45 0.0 0.0 2.063 0.4 0.45 0.00 0.45 0.45 0.0 0.0
183 0 8.17E+02 296.68 0.43 0.0 0.0 1.888 0.4 0.43 0.00 0.43 0.43 0.0 0.0
186 0 7.40E+02 296.64 0.42 0.0 0.0 1.717 0.4 0.42 0.00 0.42 0.42 0.0 0.0
189 0 6.65E+02 296.60 0.41 0.0 0.0 1.550 0.4 0.41 0.00 0.41 0.41 0.0 0.0
192 0 5.92E+02 296.56 0.39 0.0 0.0 1.388 0.4 0.39 0.00 0.39 0.39 0.0 0.0
1 yr 24hr Storm - Basin B E-22 Access Road Page 4 of 16

Rrser

Riser
Riser
Orifice (1st
Orifice
(oritlce) + Riser (Weir)
Emergency
Time Inflow Storage Stage OuWow (Orifice) (Weir) Barrel RBspwy foot) (2nd foot) orifice + orifice Weir Top of Dam
(min) (cfs) (cu fi) (fi) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) cfs cfs (cts) (cfs)
195 0 5.22E+02 296.51 0.38 0.0 0.0 1.231 0.4 0.38 0.00 0.38 0.38 0.0 0.0
198 0 4.55E+02 296.47 0.36 0.0 0.0 1.079 0.4 0.36 0.00 0.36 0.36 0.0 0.0
201 0 3.91E+02 296.43 0.34 0.0 0.0 0.933 0.3 0.34 0.00 0.34 0.34 0.0 0.0
204 0 3.29E+02 296.38 0.32 0.0 0.0 0.792 0.3 0.32 0.00 0.32 0.32 0.0 0.0
207 0 2.71 E+02 296.34 0.31 0.0 0.0 0.658 0.3 0.31 0.00 0.31 0.31 0.0 0.0
210 0 2.16E+02 296.29 0.28 0.0 0.0 0.531 0.3 0.28 0.00 0.28 0.28 0.0 0.0
213 0 1.66E+02 296.25 0.26 0.0 0.0 0.411 0.3 0.26 0.00 0.26 0.26 0.0 0.0
216 0 1.19E+02 296.20 0.23 0.0 0.0 0.299 0.2 0.23 0.00 0.23 0.23 0.0 0.0
219 0 7.67E+01 296.15 0.20 0.0 0.0 0.197 0.2 0.20 0.00 0.20 0.20 0.0 0.0
222 0 4.14E+01 296.10 0.11 0.0 0.0 0.109 0.1 0.17 0.00 0.17 0.17 0.0 0.0
225 0 2.19E+01 296.07 0.06 0.0 0.0 0.059 0.1 0.14 0.00 0.14 0.14 0.0 0.0
228 0 1.13E+01 296.04 0.03 0.0 0.0 0.032 0.0 0.11 0.00 0.11 0.11 0.0 0.0
231 0 5.73E+00 296.03 0.02 0.0 0.0 0.017 0.0 0.09 0.00 0.09 0.09 0.0 0.0
234 0 2.85E+00 296.02 0.01 0.0 0.0 0.008 0.0 0.07 0.00 0.07 0.07 0.0 0.0
237 0 1.41 E+00 296.01 0.00 0.0 0.0 0.004 0.0 0.06 0.00 0.06 0.06 0.0 0.0
tyr 24hr Storm - Basin B E-22 Access Road Page 5 of 16

1 yr 24hr Routing -Basin B
4
..
N
w
V
3 2
0
Time (min)
-•-Inflow Hydrograph ~-Outflow Hydrograph
0 50 100 150 200 250

E-22 School Access Road
Basin B
100 yr-Storm
Reaultsv
Normsurfsrea= 2.63ac 'tYlaXStrrParmai= '0;09'ac
R¢quiredSA= N/A ae Peeikafage=~ 24$.4'Rft
Peakoutllow= 7.O cfs Rtsr- 2.47~ft
Pa-0evelopmeat FreeboaPd

Flow N>A
cffi
(max stage) O.S.ft

Inpms_
Stage Storage Iiydrogi'aphinpats
Ks= 1488 Op= 7 cfs
b= 1.57 Tp= 64 mirt
Zo= 296 dT= 1 min
[nitiel Waterlxvel
Zi= 296 ft
R' votunrtL'kk(tVdawn'_-
WO Volume Elevation = 22.09 ft
Time Ste be in drawdown= 95 minutes
Time Ste end drawdown= 0 minutes
Drawdown time = -0.1 da s
Outflow Devices
Riser/Barrel Spillway
N= 1 Number of Risers Orifice (first foot of riser height)
Driser= 24 in Riser Diameter N= 20
Cw= 3.00 Riser Weir Coett D= tin (Pertorated Pipe - 1" holes. A total of 20 holes within 1 ft of riser height) Modeled
Cd= 0.6 Riser Orifice Cceif Cd= 0.6 constant head on all holes. Invert placed on bottom of pond to drain completety.
Zcr= 298.3 ft Riser Crest Elev Inv= 296 ft
Db= 15 in Barrel Diameter
Cd= Ob Barrel orifice coeff Orifice (second toot of riser height)
Zinv= 296 ft Elev invert barrel N= 20 (Pertorated Pipe - 1" holes. A total of 20 holes within 1 tt of height) Modeled
D= tin constant head on all holes. For modeling - Irnert placed at mid height within the
Emergency Weir: Cd= 0.6 second tier of orifices to average head on orifices.
L= 20 ft Inv= 297.5 ft
Zcr= 298.3 ft
Cw= 3
Top of Dam
L= 500 ft
Zcr= 299 ft
Cw= 3
Orifice Orifice Riser Riser (Weir)
Riser Riser (1st ft of (2nd fl of (orifice) + Emergency
Time Inflow Stora a
$ Sta a Outflow
g (Orifice
) Weir
( ) Barrel RBs
Pw'Y hei ht
g ) hei ht orifice
g ) +orifice Weir To of Dam
P
(min) (cfs) (cu ft) (fl) (cfs) (cfs) (c[s) (cfs) (cfs) (cfs) (c[s) c[s cfs (cfs) (c[s)
0 0 0.00E+00 296.00 0.00 0.0 0.0 0.000 0.0 0.000 0.000 0.000 0.000 0.0 0.0
1 0 0.00E+00 296.00 0.00 0.0 0.0 0.000 0.0 0.000 0.000 0.000 0.000 0.0 0.0
2 0 2.51 E-01 296.00 0.00 0.0 0.0 0.001 0.0 0.033 0.000 0.033 0.033 0.0 0.0
3 0 1.20E+00 296.01 0.00 0.0 0.0 0.004 0.0 0.054 0.000 0.054 0.054 0.0 0.0
4 0 3.23E+00 296.02 0.01 0.0 0.0 0.010 0.0 0.075 0.000 0.075 0.075 0.0 0.0
5 0 6.66E+00 296.03 0.02 0.0 0.0 0.019 0.0 0.094 0.000 0.094 0.094 0.0 0.0
6 0 1.18E+01 296.05 0.03 0.0 0.0 0.033 0.0 0.112 0.000 0.112 0.112 0.0 0.0
7 0 1.88E+01 296.06 0.05 0.0 0.0 0.051 0.1 0.130 0.000 0.130 0.130 0.0 0.0
8 0 2.78E+01 296.08 0.07 0.0 0.0 0.075 0.1 0.148 0.000 0.148 0.148 0.0 0.0
9 0 3.92E+01 296.10 0.10 0.0 0.0 0.104 0.1 0.165 0.000 0.165 0.165 0.0 0.0
10 0 5.30E+Ot 296.12 0.14 0.0 0.0 0.136 0.1 0.182 0.000 0.182 0.182 0.0 0.0
11 0 6.93E+01 296.14 0.18 0.0 0.0 0.179 0.2 0.198 0.000 0.198 0.198 0.0 0.0
1 Z i 8.82E+01 296.17 0.21 0.0 0.0 0.225 0.2 0.214 0.000 0.214 0.214 0.0 0.0
100yr 24hr Storm - Basin B E-22 Access Road Page 7 of 16

Orifice Orifice Riser Riser (Weir)
Riser Riser (1st tt o[ (2nd ft of (orifice) + Emergency

Time
Inflow
Storage
Stage
Outflow
(Orifice)
(Weir)
Barrel
RBspwy
height)
height)
orifice +orifice Weir To o[Dam
p
(min) (cfs) (cu ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) cfs cfs (cfs) (cfs)
13 1 1.10E+02 296.19 0.23 0.0 0.0 0.279 0.2 0.229 0.000 0.229 0.229 0.0 0.0
14 1 1.38E+02 296.22 0.25 0.0 0.0 0.344 0.2 0.246 0.000 0.246 0.246 0.0 0.0
15 1 1.70E+02 296.25 0.26 0.0 0.0 0.422 0.3 0.263 0.000 0.263 0.263 0.0 0.0
16 1 2.08E+02 296.29 0.28 0.0 0.0 0.511 0.3 0.281 0.000 0.281 0.281 0.0 0.0
17 1 2.52E+02 296.32 0.30 0.0 0.0 0.615 0.3 0.299 0.000 .0.299 0.299 0.0 0.0
18 1 3.03E+02 296.36 0.32 0.0 0.0 0.732 0.3 0.316 0.000 0.316 0.316 0.0 0.0
19 1 3.60E+02 296.40 0.33 0.0 0.0 0.863 0.3 0.334 0.000 0.334 0.334 0.0 0.0
20 2 4.24E+02 296.45 0.35 0.0 0.0 1.009 0.4 0.352 0.000 0.352 0.352 0.0 0.0
21 2 4.96E+02 296.50 0.37 0.0 0.0 1.171 0.4 0.370 0.000 0.370 0.370 0.0 0.0
22 2 5.75E+02 296.55 0.39 0.0 0.0 1.349 0.4 0.388 0.000 0.388 0.388 0.0 0.0
23 2 6.62E+02 296.60 0.41 0.0 0.0 1.543 0.4 0.406 0.000 0.406 0.406 0.0 0.0
24 2 7.56E+02 296.65 0.42 0.0 0.0 1.754 0.4 0.423 0.000 0.423 0.423 0.0 0.0
25 2 8.60E+02 296.70 0.44 0.0 0.0 1.982 0.4 0.441 0.000 0.441 0.441 0.0 0.0
26 2 9.71 E+02 296.76 0.46 0.0 0.0 2.227 0.5 0.458 0.000 0.458 0.458 0.0 0.0
27 3 1.09E+03 296.82 0.46 0.0 0.0 2.490 0.5 0.476 0.000 0.476 0.476 0.0 0.0
28 3 1.22E+03 296.88 0.49 0.0 0.0 2.771 0.5 0.493 0.000 0.493 0.493 0.0 0.0
29 3 1.36E+03 296.94 0.51 0.0 0.0 3.069 0.5 0.510 0.000 0.510 0.510 0.0 0.0
30 3 1.51 E+03 297.01 0.53 0.0 0.0 3.386 0.5 0.527 0.000 0.527 0.527 0.0 0.0
31 3 1.66E+03 297.07 0.54 0.0 0.0 3.721 0.5 0.544 0.000 0.544 0.544 0.0 0.0
32 3 1.83E+03 297.14 0.56 0.0 0.0 4.075 0.6 0.561 0.000 0.561 0.561 0.0 0.0
33 4 2.00E+03 297.21 0.58 0.0 0.0 4.446 0.6 0.577 0.000 0.577 0.577 0.0 0.0
34 4 2.19E+03 297.28 0.59 0.0 0.0 4.766 0.6 0.594 0.000 0.594 0.594 0.0 0.0
35 4 2.38E+03 297.35 0.61 0.0 0.0 5.018 0.6 0.610 0.000 0.610 0.610 0.0 0.0
36 4 2.58E+03 297.42. 0.63 0.0 0.0 5.262 0.6 0.626 0.000 0.626 0.626 0.0 0.0
37 4 2.79E+03 297.49 0.64 0.0 0.0 5.498 0.6 0.642 0.000 0.642 0.642 0.0 0.0
38 4 3.01 E+03 297.57 0.79 0.0 0.0 5.728 0.8 0.658 0.137 0.794 0.794 0.0 0.0
39 5 3.24E+03 297.64 0.87 0.0 0.0 5.944 0.9 0.673 0.197 0.869 0.869 0.0 0.0
40 5 3.46E+03 297.71 0.93 0.0 0.0 6.152 0.9 0.687 0.242 0.929 0.929 0.0 0.0
41 5 3.70E+03 297.78 0.98 0.0 0.0 6.353 1.0 0.702 0.280 0.982 0.982 0.0 0.0
42 5 3.93E+03 297.86 1.03 0.0 0.0 6.549 1.0 0.716 0.314 1.030 1.030 0.0 0.0
43 5 4.18E+03 297.93 1.07 0.0 0.0 6.740 1.1 0.730 0.345 1.074 1.074 0.0 0.0
44 5 4.43E+03 298.00 1.12 0.0 0.0 6.927 1.1 0.743 0.373 1.116 1.116 0.0 0.0
45 6 4.69E+03 298.08 1.16 0.0 0.0 7.109 1.2 0.757 0.399 1.156 1.156 0.0 0.0
46 6 4.95E+03 298.15 1.19 0.0 0.0 7.287 1.2 0.770 0.424 1.194 1.194 0.0 0.0
47 6 5.22E+03 298.22 1.23 0.0 0.0 7.461 1.2 0.783 0.447 1.230 1.230 0.0 0.0
48 6 5.50E+03 298.30 1.27 0.0 0.0 7.632 1.3 0.796 0.469 1.266 1.266 0.0 0.0
49 6 5.78E+03 298.37 2.84 4.1 0.4 7.798 1.7 0.809 0.491 5.370 1,667 1.2 0.0
50 6 5.97E+03 298.42 4.71 5.3 0.8 7.910 2.1 0.818 0.505 6.620 2.132 2.6 0.0
51 6 6.06E+03 298.45 5.70 5.8 1.0 7.959 2.4 0.621 0.511 7.097 2.375 3.3 0.0
52 6 6.09E+03 298.45 6.11 5.9 1.1 7.979 2.5 0.823 0.513 7.275 2.477 3.6 0.0
53 6 6.11E+03 298.46 6.30 6.0 1.2 7.988 2.5 0.824 0.514 7.355 2.524 3.8 0.0
54 7 6.12E+03 298.46 6.42 6.1 1.2 7.993 2.6 0.824 0.515 7.405 2.554 3.9 0.0
55 7 6.13E+03 298.46 6.52 6.1 1.2 7.998 2.6 0.824 0.515 7.443 2.578 3.9 0.0
56 7 6.13E+03 298.46 6.60 6.1 1.3 8.001 2.6 0.825 0.516 7.476 2.598 4.0 0.0
57 7 6.14E+03 298.47 6.68 6.2 1.3 8.005 2.6 0.825 0.516 7.505 2.616 4.1 0.0
58 7 6.14E+03 298.47 6.74 6.2 1.3 8.008 2.6 0.625 0.517 7.530 2.632 4.1 0.0
59 7 6.15E+03 298.47 6.80 6.2 1.3 8.010 2.6 0.825 0.517 7.553 2.647 4.2 0.0
60 7 6.15E+03 298.47 6.85 6.2 1.3 8.012 2.7 0.825 0.517 7.572 2.659 4.2 0.0
61 7 6.16E+03 298.47 6.89 6.2 1.3 8.014 2.7 0.826 0.517 7.587 2.669 4.2 0.0
62 7 6.16E+03 298.47 6.92 6.3 1.3 8.016 2.7 0.826 0.518 7.600 2.677 4.2 0.0
63 7 6.16E+03 298.47 6.95 6.3 1.3 8.017 2.7 0.826 0.518 7.610 2.683 4.3 0.0
64 7 6.16E+03 298.47 6.96 6.3 1.3 8.018 2.7 0.826 0.518 7.616 2.687 4.3 0.0
65 7 6.16E+03 298.47 6.97 6.3 1.3 8.018 2.7 0.826 0.518 7.619 2.689 4.3 0.0
66 7 6.16E+03 298.47 6.97 6.3 1.3 8.018 2.7 0.826 0.518 7.619 2.689 4.3 0.0
100yr 24hr Storm - Basin B E-22 Access Road Page 8 of 16

Orifice Orifice Riser

Riser
Riser
(let fl o[
(2nd tt of
(orifice) + Riser (Weir)
Emergency
Time Inflow Stora a
g Sta a
g OuMow
(Orifice)
(Weir)
Barrel
RBspwy
height)
height)
orifice +orifice
Weir
Top of Dam
(min) (Cfb) (CU ft) (ft) (CIS) (Cfb) (CfS) (Cfb) (Cfb) (Cfb) (Cfb) CfS CYS (Cfb) (Cfb)
67 7 6.16E+03 298.47 6.96 6.3 1.3 8.018 2.7 0.826 0.518 7.616 2.687 4,3 0.0
68 7 6.16E+03 298.47 6.95 6.3 1.3 8.017 2.7 0.826 0.518 7.609 2.683 4.3 0.0
69 7 6.16E+03 298.47 6.92 6.3 1.3 8.016 2.7 0.826 0.518 7.600 2.677 4.2 0.0
70 7 6.16E+03 298.47 6.89 6.2 1.3 8.014 2.7 0.826 0.517 7.587 2.669 4.2 0.0
71 7 6.15E+03 298.47 6.85 6.2 1.3 8.012 2.7 0.825 0.517 7.571 2.659 4.2 0.0
72 7 6.15E+03 298.47 6.80 6.2 1.3 8.010 2.6 0.825 0.517 7.553 2.647 4.2 0.0
73 7 6.14E+03 298.47 6.74 6.2 1.3 8.006 2.6 0.825 0.517 7.530 2.633 4.1 0.0
74 7 6.14E+03 298.47 6.66 6.2 1.3 8.005 2.6 0.825 0.516 7.505 2.617 4.1 0.0
75 6 6.13E+03 298.46 6.60 6.1 1.3 8.002 2.6 0.625 0.516 7.477 2.599 4.0 0.0
76 6 6.13E+03 298.46 6.52 6.1 1.2 7.998 2.6 0.624 0.515 7.445 2.579 3.9 0.0
77 6 6.12E+03 298.46 6.44 6.1 1.2 7.994 2.6 0.824 0.515 7.410 2.558 3.9 0.0
78 6 6.11E+03 298.46 6.34 6.0 1.2 7.990 2.5 0.824 0.514 7.372 2.535 3.8 0.0
79 6 6.10E+03 298.46 6.24 6.0 1.2 7.985 2.5 0.823 0.514 7.331 2.510 3.7 0.0
80 6 6.09E+03 298.45 6.14 6.0 1.1 7.980 2.5 0.823 0.513 7.287 2.484 3.7 0.0
81 6 6.09E+03 298.45 6.02 5.9 1.1 7.975 2.5 0.823 0.513 7.239 2.456 3.6 0.0
82 6 6.08E+03 296.45 5.91 5.9 1.1 7.970 2.4 0.822 0.512 7.191 2.428 3.5 0.0
83 6 6.07E+03 298.45 5.80 5.8 1.1 7.964 2.4 0.822 0.511 7.141 2.400 3.4 0.0
84 6 6.06E+03 298.44 5.68 5.8 1.0 7.959 2,4 0.821 0.511 7.090 2.372 3.3 0.0
85 5 6.05E+03 298.44 5.57 5.7 1.0 7.953 2.3 0.821 0.510 7.040 2.344 3.2 0.0
86 5 6.04E+03 298.44 5.46 5.7 1.0 7.948 2.3 0.820 0.509 6.989 2.317 3.1 0.0
87 5 6.03E+03 298.44 5.35 5.6 1.0 7.943 2.3 0.820 0.509 6.939 2.290 3.1 0.0
88 5 6.02E+03 298.44 5.24 5.6 0.9 7.937 2.3 0.820 0.508 6.888 2.264 3.0 0.0
89 5 6.01 E+03 298.43 5.14 5.5 0.9 7.932 2.2 0.819 0.507 6.838 2.238 2.9 0.0
90 5 6.00E+03 298.43 5.04 5.5 0.9 7.927 2.2 0.819 0.507 6.788 2.213 2.8 0.0
91 5 5.99E+03 298.43 4.94 5.4 0.9 7.922 2.2 0.818 0.506 6.738 2.189 2.8 0.0
92 5 5.98E+03 298.43 4.84 5.4 0.8 7.917 2.2 0.818 0.505 6.688 2.164 2.7 0.0
93 5 5.97E+03 298.42 4.75 5.3 0.8 7.912 2.1 0.818 0.505 6.639 2.141 2.6 0.0
94 5 5.96E+03 298.42 4.65 5.3 0.8 7.907 2.1 0.817 0.504 6.589 2.118 2.5 0.0
95 4 5.96E+03 298.42 4.56 5.2 0.8 7.902 2.1 0.817 0.504 6.540 2.095 2.5 0.0
96 4 5.95E+03 298.42 4.47 5.2 0.8 7.897 2.1 0.817 0.503 6.490 2.072 2.4 0.0
97 4 5.94E+03 298.41 4.38 5.1 0.7 7.892 2.1 0.816 0.502 6.441 2.051 2.3 0.0
98 4 5.93E+03 298.41 4.29 5.1 0.7 7.888 2.0 0.816 0.502 6.392 2.029 2.3 0.0
99 4 5.92E+03 298.41 4.21 5.0 0.7 7.863 2.0 0.815 0.501 6.343 2.008 2.2 0.0
100 4 5.91 E+03 298.41 4.13 5.0 0.7 7.878 2.0 0.815 0.501 6.294 1.988 2.1 0.0
101 4 5.91 E+03 298.41 4.04 4.9 0.7 7.874 2.0 0.815 0.500 6.245 1.967 2.1 0.0
102 4 5.90E+03 298.40 3.96 4.9 0.6 7.869 1.9 0.814 0.499 6.196 1.948 2.0 0.0
103 4 5.89E+03 298.40 3.89 4.8 0.6 7.865 1.9 0.814 0.499 6.147 1.928 2.0 0.0
104 4 5.88E+03 298.40 3.81 4.8 0.6 7.860 1.9 0.814 0.498 6.098 1.909 1.9 0.0
105 4 5.88E+03 298.40 3.73 4.7 0.6 7.856 1.9 0.813 0.498 6.049 1.890 1.8 0.0
106 4 5.87E+03 298.40 3.66 4.7 0.6 7.851 1.9 0.813 0.497 6.000 1.872 1.8 0.0
107 3 5.86E+03 298.39 3.59 4.6 0.5 7.847 1.9 0.813 0.497 5.952 1.854 1.7 0.0
108 3 5.85E+03 298.39 3.52 4.6 0.5 7.843 1.8 0.812 0.496 5.903 1.837 1.7 0.0
109 3 5.85E+03 298.39 3.45 4.5 0.5 7.838 1.8 0.812 0.496 5.654 1.819 1.6 0.0
110 3 5.84E+03 298.39 3.38 4.5 0.5 7.834 1.8 0.812 0.495 5.805 1.802 1.6 0.0
111 3 5.83E+03 298.39 3.31 4.5 0.5 7.830 1.8 0.811 0,495 5.756 1.786 1.5 0.0
112 3 5.82E+03 298.38 3.25 4.4 0.5 7.826 1.8 0.811 0.494 5.707 1.770 1.5 0.0
113 3 5.82E+03 298.38 3.18 4.4 0.4 7.822 1.8 0.811 0.494 5.658 1.754 1.4 0.0
114 3 5.81 E+03 298.38 3.12 4.3 0.4 7.818 1.7 0.810 0.493 5.609 1.738 1.4 0.0
115 3 5.60E+03 298.38 3.06 4.3 0.4 7.814 1.7 0.810 0.492 5.560 1.723 1.3 0.0
116 3 5.80E+03 298.36 3.00 4.2 0.4 7.810 1.7 0.810 0.492 5.511 1.708 1.3 0.0
117 3 5.79E+03 296.38 2.94 4.2 0.4 7.806 1.7 0.810 0.491 5.461 1.693 1.2 0.0
118 3 5.78E+03 298.37 2.88 4.1 0.4 7.802 1.7 0.809 0.491 5.412 1.679 1.2 0.0
119 3 5.78E+03 298.37 2.83 4.1 0.4 7.798 1.7 0.809 0.491 5.362 1.665 1,2 0.0
120 3 5.77E+03 298.37 2.77 4.0 0.4 7.794 1.7 0.809 0.490 5.312 1.651 1.1 0.0
100yr 24hr Storm - Basin B E-22 Access Road Page 9 of 16

Orifice Orifice Riser
Riser (Weir)
Riser Riser 1st ft of
( 2nd ft of
( (orifice) + Emergency
Time Inflow Storage Stage Outflow (Orifice) (Weir) Barrel RBspwy height) height) orsce + orifice Weir Top of Dam
(min) (cfs) (cu D) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) cfs cfs (cfs) (cfs)
121 3 5.76E+03 298.37 2.72 4.0 0.3 7.790 1.6 0.808 0.490 5.262 1.637 1.1 0.0
122 3 5.76E+03 298.37 2.66 3.9 0.3 7,786 1.6 0.808 0.489 5.212 1.624 1.0 0.0
123 3 5.75E+03 298.37 2.61 3.9 0.3 7.783 1.6 0.808 0.489 5.162 1.611 1.0 0.0
124 2 5.74E+03 298.36 2.56 3.8 0.3 7.779 1.6 0.807 0.488 5.111 1.598 1.0 0.0
125 2 5.74E+03 298.36 2.51 3.8 0.3 7.775 1.6 0.807 0.488 5.060 1.586 0.9 0.0
126 2 5.73E+03 298.36 2.46 3.7 0.3 7.771 1.6 0.807 0.487 5.009 1.573 0.9 0.0
127 2 5.72E+03 298.36 2.41 3.7 0.3 7.768 1.6 0.807 0.487 4.957 1.561 0.9 0.0
128 2 5.72E+03 298.36 2.37 3.6 0.3 7.764 1.5 0.806 0.486 4.905 1.549 0.8 0.0
129 2 5.71E+03 298.36 2.32 3,6 0.2 7.761 1.5 0.806 0.486 4.853 1.538 0.8 0.0
130 2 5.71 E+03 298.35 2.28 3.5 0.2 7.757 1.5 0.806 0.465 4.800 1.526 0.7 0.0
131 2 5.70E+03 298.35 2.23 3.5 0.2 7.753 1.5 0.806 0.485 4.747 1.515 0.7 0.0
132 2 5.69E+03 298.35 2.19 3.4 0.2 7.750 1.5 0.805 0.484 4.693 1.504 0.7 0.0
133 2 5.69E+03 298.35 2.15 3.3 0.2 7.746 1.5 0.805 0.484 4.639 1.494 0.7 0.0
134 2 5.68E+03 298.35 2.10 3.3 0.2 7.743 1.5 0.805 0.484 4.584 1.483 0.6 0.0
135 2 5.68E+03 298.35 2.06 3.2 0.2 7.739 1.5 0.804 0.483 4.529 1.473 0.6 0.0
136 2 5.67E+03 298.34 2.02 3.2 0.2 7.736 1.5 0.804 0.483 4.472 1.463 0.6 0.0
137 2 5.66E+03 298.34 1.98 3.1 0.2 7.732 1.5 0.804 0.482 4.416 1.453 0.5 0.0
138 2 5.66E+03 298.34 1.95 3.1 0.2 7.729 1,4 0.804 0.482 4.358 1.443 0.5 0.0
139 2 5.65E+03 298.34 1.91 3.0 0.1 7.725 1.4 0.803 0.481 4.299 1.434 0.5 0.0
140 2 5.65E+03 298.34 1.87 3.0 0.1 7.722 1.4 0.803 0.481 4.240 1.425 0.4 0.0
141 2 5.64E+03 298.34 1.84 2.9 0.1 7.718 1.4 0.803 0.480 4.179 1.416 0.4 0.0
142 2 5.64E+03 298.34 1.80 2.8 0.1 7.715 1.4 0.803 0.480 4.117 1.407 0.4 0.0
143 2 5.63E+03 298.33 1.77 2.8 0.1 7.711 1.4 0.802 0.480 4.054 1.398 0.4 0.0
144 2 5.62E+03 298.33 1.73 2.7 0.1 7.708 1.4 0.802 0.479 3.989 1.389 0.3 0.0
145 2 5.62E+03 298.33 1.70 2.6 0.1 7.704 1.4 0.802 0.479 3.923 1.381 0.3 0.0
146 2 5.61 E+03 298.33 1.67 2.6 0.1 7.701 1.4 0.802 0.478 3.855 1.373 0.3 0.0
147 2 5.61 E+03 298.33 1.64 2.5 0.1 7.698 1.4 0.801 0.478 3.785 1.365 0.3 0.0
148 2 5.60E+03 298.33 1.61 2.4 0.1 7.694 1.4 0.801 0.477 3.713 1.357 0.3 0.0
149 1 5.59E+03 298.32 1.58 2.4 0.1 7.691 1.3 0.801 0.477 3.639 1.349 0.2 0.0
150 1 5.59E+03 298.32 1.55 2.3 0.1 7.687 1.3 0.800 0.476 3.561 1.342 0.2 0.0
151 1 5.55E+03 298.32 1.52 2.2 0.1 7.683 1.3 0.800 0.476 3.481 1.335 0.2 0.0
152 1 5.58E+03 298.32 1.49 2.1 0.1 7.680 1.3 0.800 0.476 3.396 1.327 0.2 0.0
153 1 5.57E+03 298.32 1.47 2.0 0.0 7.676 1.3 0.800 0.475 3.307 1.320 0.1 0.0
154 1 5.56E+03 298.32 1.44 1.9 0.0 7.673 1.3 0.799 0.475 3.213 1.314 0.1 0.0
155 1 5.56E+03 298.31 1.42 1.8 0.0 7.669 1.3 0.799 0.474 3.113 1.307 0.1 0.0
156 1 5.55E+03 298.31 1.39 1.7 0.0 7.665 1.3 0.799 0.474 3.005 1.301 0.1 0.0
157 1 5.55E+03 298.31 1.37 1.6 0.0 7.661 1.3 0.799 0.473 2.888 1.295 0.1 0.0
158 1 5.54E+03 298.31 1.35 1.5 0.0 7.657 1.3 0.798 0.473 2.758 1.289 0.1 0.0
159 1 5.53E+03 298.31 1.33 1.3 0.0 7.653 1.3 0.798 0.472 2.612 1.283 0.0 0.0
160 1 5.53E+03 298.31 1.31 1.2 0.0 7.649 1.3 0.798 0.472 2.441 1.278 0.0 0.0
161 1 5.52E+03 298.30 1.29 1.0 0.0 7.644 1.3 0.797 0.471 2.232 1.273 0.0 0.0
162 1 5.51 E+03 298.30 1.27 0.7 0.0 7.640 1.3 0.797 0.470 1.945 1.269 0.0 0.0
163 1 5.50E+03 298.30 1.27 0.0 0.0 7.635 1.3 0.797 0.470 1.266 1.266 0.0 0.0
164 1 5.49E+03 298.30 1.27 0.0 0.0 7.629 1.3 0.796 0.469 1.265 1.265 0.0 0.0
165 1 5.48E+03 298.29 1.26 0.0 0.0 7.623 1.3 0.796 0.468 1.264 1.264 0.0 0.0
166 1 5.47E+03 298.29 1.26 0.0 0.0 7.616 1.3 0.795 0.467 1.262 1.262 0.0 0.0
167 1 5.46E+03 298.29 1.26 0.0 0.0 7.608 1.3 0.794 0.466 1.261 1.261 0.0 0.0
168 1 5.44E+03 298.28 1.26 0.0 0.0 7.599 1.3 0.794 0.465 1.259 1.259 0.0 0.0
169 1 5.43E+03 298.28 1.26 0.0 0.0 7.590 1.3 0.793 0.464 1.257 1.257 0.0 0.0
170 1 5.41 E+03 298.28 1.26 0.0 0.0 7.560 1.3 0.792 0.463 1.255 1.255 0.0 0.0
171 1 5.40E+03 298.27 1.25 0.0 0.0 7.570 1.3 0.792 0.461 1.253 1.253 0.0 0.0
172 1 5.38E+03 298.27 1.25 0.0 0.0 7.558 1.3 0.791 0.460 1.251 1.251 0.0 0.0
173 1 5.36E+03 298.26 1.25 0.0 0.0 7,546 1.2 0.790 0.456 1.248 1.248 0.0 0.0
174 1 5.34E+03 298.26 1.25 0.0 0.0 7.534 1.2 0.789 0.457 1.245 1.245 0.0 0.0
t OOyr 24hr Storm - Basin B E-22 Access Road Page 1 D of 16

Orifice Orifice Riser
Riser Riser (1st ft of 2nd ft of
(
(orifce)+ Riser (Weir)
Emergency
Time [ntlow Stora a
g Sta a
g Outflow Orifice
( )
(Weir)
Barrel
RBspwy
height)
height)
orifice +orifce
Weir
Top of Dam
(min) (cts) (cu R) (fl) (cfs) (cfs) (c[s) (cts) (cfs) (c(s) (cfs) cts cfs (cfs) (cts)
175 1 5.32E+03 298.25 1.24 0.0 0.0 7.520 1.2 0.788 0.455 1.243 1.243 0.0 0.0
176 1 5.29E+03 298.24 1.24 0.0 0.0 7.507 1.2 0.787 0.453 1.240 1.240 0.0 0.0
177 1 5.27E+03 298.24 1.24 0.0 0.0 7.492 1.2 0.786 0.451 1.237 1.237 0.0 0.0
178 1 5.25E+03 298.23 1.23 0.0 0.0 7.477 1.2 0.785 0.449 1.234 1.234 0.0 0.0
179 1 5.22E+03 298.22 1.23 0.0 0.0 7.462 1.2 0.783 0.447 1.231 1.231 0.0 0.0
180 1 5.20E+03 298.22 1.23 0.0 0.0 7.445 1.2 0.782 0.445 1.227 1.227 0.0 0.0
181 1 5.17E+03 298.21 1.22 0.0 0.0 7.429 1.2 0.781 0.443 1.224 1.224 0.0 0.0
182 1 5.14E+03 298.20 1.22 0.0 0.0 7.411 1.2 0.780 0.440 1.220 1.220 0.0 0.0
183 1 5.12E+03 298.20 1.22 0.0 0.0 7.394 1.2 0.778 0.438 1.216 1.216 0.0 0.0
184 1 5.09E+03 298.19 1.21 0.0 0.0 7.375 1.2 0.777 0.436 1.213 1.213 0.0 0.0
185 1 5.06E+03 298.18 1.21 0.0 0.0 7.356 1.2 0.775 0.433 1.209 1.209 0.0 0.0
186 1 5.03E+03 298.17 1.20 0.0 0.0 7.337 1.2 0.774 0.430 1.205 1.205 0.0 0.0
187 1 5.00E+03 298.16 1.20 0.0 0.0 7.317 1.2 0.773 0.428 1.200 1.200 0.0 0.0
188 1 4.97E+03 298.15 1.20 0.0 0.0 7.297 1.2 0.771 0.425 1.196 1.196 0.0 0.0
189 1 4.94E+03 298.15 1.19 0.0 0.0 7.276 1.2 0.769 0.422 1.192 1.192 0.0 0.0
190 1 4.90E+03 298.14 1.19 0.0 0.0 7.255 1.2 0.768 0.419 1.187 1.187 0.0 0.0
191 1 4.87E+03 298.13 1.18 0.0 0.0 7.233 1.2 0.766 0.416 1.183 1.183 0.0 0.0
192 1 4.84E+03 298.12 1.18 0.0 0.0 7.211 1.2 0.765 0.413 1.178 1.178 0.0 0.0
193 1 4.80E+03 298.11 1.17 0.0 0.0 7.188 1.2 0.763 0.410 1.173 1.173 0.0 0.0
194 1 4.77E+03 298.10 1.17 0.0 0.0 7.165 1.2 0.761 0.407 1.168 1.168 0.0 0.0
195 1 4.74E+03 298.09 1.16 0.0 0.0 7.142 1.2 0.759 0.404 1.163 1.163 0.0 0.0
196 1 4.70E+03 298.08 1.16 0.0 0.0 7.118 1.2 0.758 0.400 1.158 1.158 0.0 0.0
197 1 4.67E+03 298.07 1.15 0.0 0.0 7.093 1.2 0.756 0.397 1.153 1.153 0.0 0.0
198 1 4.63E+03 298.06 1.15 0.0 0.0 7.069 1.1 0.754 0.393 1.147 1.147 0.0 0.0
199 1 4.59E+03 298.05 1.14 0.0 0.0 7.044 1.1 0.752 0.390 1.142 1.142 0.0 0.0
200 1 4.56E+03 298.04 1.14 0.0 0.0 7.018 1.1 0.750 0.386 1.136 1.136 0.0 0.0
201 1 4.52E+03 298.03 1.13 0.0 0.0 6.992 1.1 0.748 0.382 1.131 1.131 0.0 0.0
202 1 4.49E+03 298.02 1.12 0.0 0.0 6.966 1.1 0.746 0.378 1.125 1.125 0.0 0.0
203 0 4.45E+03 298.01 1.12 0.0 0.0 6.939 1.1 0.744 0.375 1.119 1.119 0.0 0.0
204 0 4.41 E+03 298.00 1.11 0.0 0.0 6.912 1.1 0.742 0.371 1.113 1.113 0.0 0.0
205 0 4.37E+03 297.99 1.11 0.0 0.0 6.885 1.1 0.740 0.366 1.107 1.107 0.0 0.0
206 0 4.34E+03 297.98 1.10 0.0 0.0 6.857 1.1 0.738 0.362 1.101 1.101 0.0 0.0
207 0 4.30E+03 297.96 1.09 0.0 0.0 6.829 1.1 0.736 0.356 1.094 1.094 0.0 0.0
208 0 4.26E+03 297.95 1.09 0.0 0.0 6.800 1.1 0.734 0.354 1.088 1.088 0.0 0.0
209 0 4.22E+03 297.94 1.08 0.0 0.0 6.771 1.1 0.732 0.349 1.081 1.081 0.0 0.0
210 0 4.18E+03 297.93 1.07 0.0 0.0 6.742 1.1 0.730 0.345 1.075 1.075 0.0 0.0
211 0 4.14E+03 297.92 1.07 0.0 0.0 6.713 1.1 0.728 0.340 1.068 1.068 0.0 0.0
212 0 4.10E+03 297.91 1.06 0.0 0.0 6.683 1.1 0.726 0.336 1.061 1.061 0.0 0.0
213 0 4.07E+03 297.90 1.05 0.0 0.0 6.653 1.1 0.723 0.331 1.054 1.054 0.0 0.0
214 0 4.03E+03 297.89 1.05 0.0 0.0 6.622 1.0 0.721 0.326 1.047 1.047 0.0 0.0
215 0 3.99E+03 297.87 1.04 0.0 0.0 6.592 1.0 0.719 0.321 1.040 1.040 0.0 0.0
216 0 3.95E+03 297.86 1.03 0.0 0.0 6.561 1.0 0.717 0.316 1.032 1.032 0.0 0.0
217 0 3.91 E+03 297.85 1.03 0.0 0.0 6.529 1.0 0.714 0.311 1.025 1.025 0.0 0.0
218 0 3.87E+03 297.84 1.02 0.0 0.0 6.498 1.0 0.712 0.305 1.017 1.017 0.0 0.0
219 0 3.83E+03 297.83 1.01 0.0 0.0 6.466 1.0 0.710 0.300 1.010 1.010 0.0 0.0
220 0 3.79E+03 297.81 1.00 0.0 0.0 6.434 1.0 0.707 0.294 1.002 1.002 0.0 0.0
221 0 3.75E+03 297.80 0.99 0.0 0.0 6.401 1.0 0.705 0.289 0.994 0.994 0.0 0.0
222 0 3.71 E+03 297.79 0.99 0.0 0.0 6.369 1.0 0.703 0.283 0.986 0.986 0.0 0.0
223 0 3.67E+03 297.78 0.98 0.0 0.0 6.336 1.0 0.700 0.277 0.978 0.978 0.0 0.0
224 0 3.64E+03 297.77 0.97 0.0 0.0 6.303 1.0 0.698 0.271 0.969 0.969 0.0 0.0
225 0 3.60E+03 297.75 0.96 0.0 0.0 6.270 1.0 0.696 0.265 0.961 0.961 0.0 0.0
226 0 3.56E+03 297.74 0.95 0.0 0.0 6.236 1.0 0.693 0.259 0.952 0.952 0.0 0.0
227 0 3.52E+03 297.73 0.94 0.0 0.0 6.203 0.9 0.691 0.252 0.943 0.943 0.0 0.0
228 0 3.48E+03 297.72 0.93 0.0 0.0 6.169 0.9 0.689 0.245 0.934 0.934 0.0 0.0
100yr 24hr Storm - Basin B E-22 Access Road Page 11 of 16

Orltlce Orifice Riser
Riser Riser (let ft of (2nd ft of
(orifice)+ Riser (Weir)
Emergency
Time Inflow Storage Stage Outflow (Orifce
(Weir)
Barrel
RBspwy
height)
height)
orifice +oriffce
Weir
TopotDam
(min) (cfs) (cu tt) (h) (cfs) (c[s) (cfs) (cfs) (cts) (cfs) (cfs) cfs cts (cfs) (cfs)
229 0 3.44E+03 297.71 0.92 0.0 0.0 6.135 0.9 0.686 0.239 0.925 0.925 0.0 0.0
230 0 3.41 E+03 297.69 0.92 0.0 0.0 6.101 0.9 0.684 0.232 0.915 0.915 0.0 0.0
231 0 3.37E+03 297.68 0.91 0.0 0.0 6.067 0.9 0.681 0.224 0.906 0.906 0.0 0.0
232 0 3.33E+03 297.67 0.90 0.0 0.0 6.032 0.9 0.679 0.217 0.896 0.896 0.0 0.0
233 0 3.29E+03 297.66 0.89 0.0 0.0 5.998 0.9 0.676 0.209 0.886 0.886 0.0 0.0
234 0 3.26E+03 297.65 0.88 0.0 0.0 5.963 0.9 0.674 0.201 0.875 0.875 0.0 0.0
235 0 3.22E+03 297.63 0.86 0.0 0.0 5.929 0.9 0.672 0.193 0.864 0.864 0.0 0.0
236 0 3.18E+03 297.62 0.85 0.0 0.0 5.894 0.9 0.669 0.184 0.853 0.853 0.0 0.0
237 0 3.15E+03 297.61 0.84 0.0 0.0 5.859 0.8 0.667 0.175 0.842 0.842 0.0 0.0
236 0 3.11E+03 297.60 0.83 0.0 0.0 5.825 0.8 0.664 0.166 0.630 0.830 0.0 0.0
239 0 3.08E+03 297.59 0.82 0.0 0.0 5.790 0.8 0.662 0.156 0.618 0.818 0.0 0.0
240 0 3.04E+03 297.58 0.81 0.0 0.0 5.755 0.8 0.660 0.146 0.805 0.805 0.0 0.0
241 0 3.01 E+03 297.57 0.79 0.0 0.0 5.721 0.8 0.657 0.134 0.791 0.791 0.0 0.0
242 0 2.97E+03 297.55 0.78 0.0 0.0 5.687 0.8 0.655 0.122 0.777 0.777 0.0 0.0
243 0 2.94E+03 297.54 0.76 0.0 0.0 5.653 0.8 0.652 0.109 0.762 0.762 0.0 0.0
244 0 2.91 E+03 297.53 0.74 0.0 0.0 5.619 0.7 0.650 0.094 0.745 0.745 0.0 0.0
245 0 2.88E+03 297.52 0.73 0.0 0.0 5.586 0.7 0.648 0.077 0.725 0.725 0.0 0.0
246 0 2.85E+03 297.51 0.70 0.0 0.0 5.554 0.7 0.646 0.056 0.701 0.701 0.0 0.0
247 0 2.82E+03 297.50 0.66 0.0 0.0 5.522 0.7 0.644 0.018 0.662 0.662 0.0 0.0
248 0 2.79E+03 297.49 0.64 0.0 0.0 5.493 0.6 0.642 0.000 0.642 0.642 0.0 0.0
249 0 2.76E+03 297.48 0.64 0.0 0.0 5.464 0.6 0.640 0.000 0.640 0.640 0.0 0.0
250 0 2.74E+03 297.47 0.64 0.0 0.0 5.435 0.6 0.638 0.000 0.638 0.638 0.0 0.0
251 0 2.71E+03 297.46 0.64 0.0 0.0 5.405 0.6 0.636 0.000 0.636 0.636 0.0 0.0
252 0 2.68E+03 297.46 0.63 0.0 0.0 5.375 0.6 0.634 0.000 0.634 0.634 0.0 0.0
253 0 2.65E+03 297.45 0.63 0.0 0.0 5.345 0.6 0.632 0.000 0.632 0.632 0.0 0.0
254 0 2.63E+03 297.44 0.63 0.0 0.0 5.314 0.6 0.629 0.000 0.629 0.629 0.0 0.0
255 0 2.60E+03 297.43 0.63 0.0 0.0 5.283 0.6 0.627 0.000 0.627 0.627 0.0 0.0
256 0 2.57E+03 297.42 0.63 0.0 0.0 5.251 0.6 0.625 0.000 0.625 0.625 0.0 0.0
257 0 2.55E+03 297.41 0.62 0.0 0.0 5.219 0.6 0.623 0.000 0.623 0.623 0.0 0.0
258 0 2.52E+03 297.40 0.62 0.0 0.0 5.187 0.6 0.621 0.000 0.621 0.621 0.0 0.0
259 0 2.49E+03 297.39 0.62 0,0 0.0 5.154 0.6 0.619 0.000 0.619 0.619 0.0 0.0
260 0 2.46E+03 297.36 0.62 0.0 0.0 5.121 0.6 0.617 0.000 0.617 0.617 0.0 0.0
261 0 2.44E+03 297.37 0.61 0.0 0.0 5.087 0.6 0.614 0.000 0.614 0.614 0.0 0.0
262 0 2.41E+03 297.36 0.61 0.0 0.0 5.053 0.6 0.612 0.000 0.612 0.612 0.0 0.0
263 0 2.38E+03 297.35 0.61 0.0 0.0 5.019 0.6 0.610 0.000 0.610 0.610 0.0 0.0
264 0 2.35E+03 297.34 0.61 0.0 0.0 4.984 0.6 0.608 0.000 0.608 0.608 0.0 0.0
265 0 2.32E+03 297.33 0.61 0.0 0.0 4.948 0.6 0.605 0.000 0.605 0.605 0.0 0.0
266 0 2.30E+03 297.32 0.60 0.0 0.0 4.912 0.6 0.603 0.000 0.603 0.603 0.0 0.0
267 0 2.27E+03 297.31 0.60 0.0 0.0 4.876 0.6 0.601 0.000 0.601 0.601 0.0 0.0
268 0 2.24E+03 297.30 0,60 0.0 0.0 4.839 0.6 0.598 0.000 0.598 0.598 0.0 0.0
269 0 2.21 E+03 297.29 0.60 0.0 0.0 4.802 0.6 0.596 0.000 0.596 0.596 0.0 0.0
270 0 2.19E+D3 297.28 0.59 0.0 0.0 4.764 0.6 0.594 0.000 0.594 0.594 0.0 0.0
271 0 2.16E+03 297.27 0.59 0.0 0.0 4.726 0.6 0.591 0.000 0.591 0.591 0.0 0.0
272 0 2.13E+03 297.26 0.59 0.0 0.0 4.687 0.6 0.589 0.000 0.589 0.589 0.0 0.0
273 0 2.10E+03 297.25 0.59 0.0 0.0 4.655 0.6 0.586 0.000 0.586 0.586 0.0 0.0
274 0 2.07E+03 297.24 0.58 0.0 0.0 4.596 0.6 0.584 0.000 0.584 0.584 0.0 0.0
275 0 2.05E+03 297.22 0.58 0.0 0.0 4.536 0.6 0.581 0.000 0.581 0.581 0.0 0.0
276 0 2.02E+03 297.21 0.58 0.0 0.0 4.477 0.6 0.579 0.000 0.579 0.579 0.0 0.0
277 0 1.99E+03 297.20 0.58 0.0 0.0 4.418 0.6 0.576 0.000 0.576 0.576 0.0 0.0
278 0 1.96E+03 297.19 0.57 0.0 0.0 4.359 0.6 0.574 0.000 0.574 0.574 0.0 0.0
279 0 1.93E+03 297.16 0.57 0.0 0.0 4.299 0.6 0.571 0.000 0.571 0.571 0.0 O.o
280 0 1.91 E+03 297.17 0.57 0.0 0.0 4.240 0.6 0.568 0.000 0.568 0.568 0.0 0.0
281 0 1.88E+03 297.16 0,57 0.0 0.0 4.181 0.6 0.566 0.000 0.566 0.566 0.0 0.0
282 0 1.85E+03 297.15 0.56 0.0 0.0 4.122 0.6 0.563 0.000 0.563 0.563 0.0 0.0
100yr 24hr Storm - Basin B E-22 Access Road Page 12 of 16

Orifice Orifice Riser
Riser Riser (1st R of (2nd tt of
(orifice) + Riser (Weir)
Emergency
Time Inflow Storage Stage Outtlow (Orifice) (Weir) Barrel RBspwy height) height) orifice + orSce Weir Topo[Dam
(min) (cfs) (cu ft) (R) (cfs) (cfs) (cfs) (cfs) (cfs) (cts) (cis) cfs cfs (cfs) (cfs)
283 0 1.82E+03 297.14 0.56 0.0 0.0 4.063 0.6 0.560 0.000 0.560 0.560 0.0 0.0
284 0 1.79E+03 297.13 0.56 0.0 0.0 4.003 0.6 0.557 0.000 0.557 0.557 0.0 0.0
285 0 1.77E+03 297.12 0.55 0.0 0.0 3.944 0.6 0.555 0.000 0.555 0.555 0.0 0.0
286 0 1.74E+03 297.10 0.55 0.0 0.0 3.885 0.6 0.552 0.000 0.552 0.552 0.0 0.0
287 0 1.71 E+03 297.09 0.55 0.0 0.0 3.826 0.5 0.549 0.000 0.549 0.549 0.0 0.0
288 0 1.68E+03 297.08 0.55 0.0 0.0 3.768 0.5 0.546 0.000 0.546 0.546 0.0 0.0
289 0 1.66E+03 297.07 0.54 0.0 0.0 3.709 0.5 0.543 0.000 0.543 0.543 0.0 0.0
290 0 1.63E+03 297.06 0.54 0.0 0.0 3.650 0.5 0.541 0.000 0.541 0.541 0.0 0.0
291 0 1.60E+03 297.05 0.54 0.0 0.0 3.592 0.5 0.538 0.000 0.538 0.538 0.0 0.0
292 0 1.57E+03 297.04 0.53 0.0 0.0 3.533 0.5 0.535 0.000 0.535 0.535 0.0 0.0
293 0 1.55E+03 297.03 0.53 0.0 0.0 3.475 0.5 0.532 0.000 0.532 0.532 0.0 0.0
294 0 1.52E+03 297.01 0.53 0.0 0.0 3.417 0.5 0.529 0.000 0.529 0.529 0.0 0.0
295 0 1.49E+03 297.00 0.53 0.0 0.0 3.359 0.5 0.526 0.000 0.526 0.526 0.0 0.0
296 0 1.47E+03 296.99 0.52 0.0 0.0 3.301 0.5 0.523 0.000 0.523 0.523 0.0 0.0
297 0 1.44E+03 296.98 0.52 0.0 0.0 3.243 0.5 0.520 0.000 0.520 0.520 0.0 0.0
298 0 1.41 E+03 296.97 0.52 0.0 0.0 3.185 0.5 0.517 0.000 0.517 0.517 0.0 0.0
299 0 1.39E+03 296.96 0.51 0.0 0.0 3.128 0.5 0.513 0.000 0.513 0.513 0.0 0.0
300 0 1.36E+03 296.94 0.51 0.0 0.0 3.071 0.5 0.510 0,000 0.510 0.510 0.0 0.0
301 0 1.33E+03 296.93 0.51 0.0 0.0 3.014 0.5 0.507 0.000 0.507 0.507 0.0 0.0
302 0 1.31 E+03 296.92 0.50 0.0 0.0 2.957 0.5 0.504 0.000 0.504 0.504 0.0 0.0
303 0 1.28E+03 296.91 0.50 0.0 0.0 2.900 0.5 0.501 0.000 0.501 0.501 0.0 0.0
304 0 1.25E+03 296.90 0.50 0.0 0.0 2.843 0.5 0.497 0.000 0.497 0.497 0.0 0.0
305 0 1.23E+03 296.88 0.49 0.0 0.0 2.787 0.5 0.494 0.000 0.494 0.494 0.0 0.0
306 0 1.20E+03 296.87 0.49 0.0 0.0 2,731 0.5 0.491 0.000 0.491 0.491 0.0 0.0
307 0 1.18E+03 296.86 0.49 0.0 0.0 2.675 0.5 0.487 0.000 0.487 0.487 0.0 0.0
308 0 1.15E+03 296.85 0.48 0.0 0.0 2.619 0.5 0.484 0.000 0.484 0.484 0.0 0.0
309 0 1.13E+03 296.84 0.46 0.0 0.0 2.564 0.5 0.481 0.000 0.481 0.481 0.0 0.0
310 0 1.10E+03 296.82 0.48 0.0 0.0 2.509 0.5 0.477 0.000 0.477 0.477 0.0 0.0
311 0 1.08E+03 296.81 0.47 0.0 0.0 2.454 0.5 0.474 0.000 0.474 0.474 0.0 0.0
312 0 1.05E+03 296.80 0.47 0.0 0.0 2.399 0.5 0.470 0.000 0.470 0.470 0.0 0.0
313 0 1.03E+03 296.79 0.47 0.0 0.0 2,344 0.5 0.466 0.000 0.466 0.466 0.0 0.0
314 0 1.00E+03 296.78 0.46 0.0 0.0 2.290 0.5 0.463 0.000 0.463 0.463 0.0 0.0
315 0 9.76E+02 296.76 0.46 0.0 0.0 2.236 0.5 0.459 0.000 0.459 0.459 0.0 0.0
316 0 9.51 E+02 296.75 0.46 0.0 0.0 2.183 0.5 0.455 0.000 0.455 0.455 0.0 0.0
317 0 9.27E+02 296.74 0.45 0.0 0.0 2.129 0.5 0.452 0.000 0.452 0.452 0.0 0.0
318 0 9.03E+02 296.73 0.45 0.0 0.0 2.076 0.4 0.448 0.000 0.448 0.448 0.0 0.0
319 0 8.79E+02 296.71 0.44 0.0 0.0 2.024 0.4 0.444 0.000 0.444 0.444 0.0 0.0
320 0 8.55E+02 296.70 0.44 0.0 0.0 1.971 0.4 0.440 0.000 0.440 0.440 0.0 0.0
321 0 8.31 E+02 296.69 0.44 0.0 0.0 1.919 0.4 0.436 0.000 0.436 0.436 0.0 0.0
322 0 8.08E+02 296.88 0.43 0.0 0.0 1.867 0.4 0.432 0.000 0.432 0.432 0.0 0.0
323 0 7.85E+02 296.67 0.43 0.0 0.0 1.816 0.4 0.428 0.000 0.428 0.428 0.0 0.0
324 0 7.61 E+02 296.65 0.42 0.0 0.0 1.765 0.4 0.424 0.000 0.424 0.424 0.0 0.0
325 0 7.39E+02 296.64 0.42 0.0 0.0 1.714 0.4 0.420 0.000 0.420 0.420 0.0 0.0
326 0 7.16E+02 296.63 0.42 0.0 0.0 1.664 0.4 0.416 0.000 0.416 0.416 0.0 0.0
327 0 6.93E+02 296.61 0.41 0.0 0.0 1.614 0.4 0.412 0.000 0.412 0.412 0.0 0.0
328 0 6.71 E+02 296.60 0.41 0.0 0.0 1.564 0.4 0.408 0.000 0.408 0,408 0.0 0.0
329 0 6.49E+02 296.59 0.40 0.0 0.0 1.515 0.4 0.403 0.000 0.403 0.403 0.0 0.0
330 0 6.27E+02 296.58 0.40 0.0 0.0 1.466 0.4 0.399 0.000 0.399 0.399 0.0 0.0
331 0 6.05E+02 296.56 0.39 0.0 0.0 1.418 0.4 0.394 0.000 0.394 0.394 0.0 0.0
332 0 5.84E+02 296.55 0.39 0.0 0.0 1.370 0,4 0.390 0.000 0.390 0.390 0.0 0.0
333 0 5.63E+02 296.54 0.39 0.0 0.0 1.322 0.4 0.385 0.000 0.385 0.385 0.0 0.0
334 0 5.42E+02 296.53 0.38 0.0 0.0 1.275 0.4 0.381 0.000 0.381 0.381 0.0 0.0
335 0 5.21E+02 296.51 0.38 0.0 0.0 1.228 0.4 0.376 0.000 0.376 0.376 0.0 0.0
336 0 5.01E+02 296.50 0.37 0.0 0.0 1.182 0.4 0.371 0.000 0.371 0.371 0.0 0.0
100yr 24hr Storm - Basin B E-22 Access Road Page 13 of 16

Orifice Orifice Riser

Riser
Riser
(1st R of
(2nd ft of
(orifice) + Riser (Weir)
Emergency
Time Inflow Storage Stage Outflow (Orifice) (Weir) Barrel RBspwy height) height) orifice +orifice Weir Top of Dam
(min) (c[s) (cu ft) (ft) (cts) (cis) (cts) (cfs) (cis) (cfs) (cis) cis c[s (cis) (c(s)
337 0 4.80E+02 296.49 0.37 0.0 0.0 1.136 0.4 0.366 0.000 0.366 0.366 0.0 0.0
338 0 4.60E+02 296.47 0.36 0.0 0.0 1.091 0.4 0.361 0.000 0.361 0.361 0.0 0.0
339 0 4.40E+02 296.46 0.36 0.0 0.0 1.046 0.4 0.356 0.000 0.356 0.356 0.0 0.0
340 0 4.21 E+02 296.45 0.35 0.0 0.0 1.002 0.4 0.351 0.000 0.351 0.351 0.0 0.0
341 0 4.02E+02 296.43 0.35 0.0 0.0 0.958 0.3 0.346 0.000 0.346 0.346 0.0 0.0
342 0 3.83E+02 296.42 0.34 0.0 0.0 0.915 0.3 0.341 0.000 0.341 0.341 0.0 0.0
343 0 3.64E+02 296.41 0.34 0.0 0.0 0.872 0.3 0.335 0.000 0.335 0.335 0.0 0.0
344 0 3.46E+02 296.39 0.33 0.0 0.0 0.830 0.3 0.330 0.000 0.330 0.330 0.0 0.0
345 0 3.28E+02 296.38 0.32 0.0 0.0 0.789 0.3 0.324 0.000 0.324 0.324 0.0 0.0
346 0 3.10E+02 296.37 0.32 0.0 0.0 0.748 0.3 0.319 0.000 0.319 0.319 0.0 0.0
347 0 2.92E+02 296.35 0.31 0.0 0.0 0.707 0.3 0.313 0.000 0.313 0.313 0.0 0.0
348 0 2.75E+02 296.34 0.31 0.0 0.0 0.668 0.3 0.307 0.000 0.307 0.307 0.0 0.0
349 0 2.58E+02 296.33 0.30 0.0 0.0 0.628 0.3 0.301 0.000 0.301 0.301 0.0 0.0
350 0 2.42E+02 296.31 0.29 0.0 0.0 0.590 0.3 0.294 0.000 0.294 0.294 0.0 0.0
351 0 2.26E+02 296.30 0.29 0.0 0.0 0.552 0.3 0.288 0.000 0.288 0.288 0.0 0.0
352 0 2.10E+02 296.29 0.28 0.0 0.0 0.515 0.3 0.281 0.000 0.281 0.281 0.0 0.0
353 0 1.95E+02 296.27 0.27 0.0 0.0 0.479 0.3 0.275 0.000 0.275 0.275 0.0 0.0
354 0 1.79E+02 296.26 0.27 0.0 0.0 0.444 0.3 0.268 0.000 0.268 0.268 0.0 0.0
355 0 1.65E+02 296.25 0.26 0.0 0.0 0.409 0.3 0.261 0.000 0.261 0.261 0.0 0.0
356 0 1.51 E+02 296.23 0.25 0.0 0.0 0.375 0.3 0.253 0.000 0.253 0.253 0.0 0.0
357 0 1.37E+02 296.22 0.25 0.0 0.0 0.342 0.2 0.246 0.000 0.246 0.246 0.0 0.0
358 0 1.23E+02 296.20 0.24 0.0 0.0 0.310 0.2 0.238 0.000 0.238 0.238 0.0 0.0
359 0 1.10E+02 296.19 0.23 0.0 0.0 0.279 0.2 0.229 0.000 0.229 0.229 0.0 0.0
360 0 9.78E+01 296.18 0.22 0.0 0.0 0.248 0.2 0.221 0.000 0.221 0.221 0.0 0.0
361 0 8.58E+01 296.16 0.21 0.0 0.0 0.219 0.2 0.212 0.000 0.212 0.212 0.0 0.0
362 0 7.43E+01 296.15 0.19 0.0 0.0 0.191 0.2 0.202 0.000 0.202 0.202 0.0 0.0
363 0 6.40E+01 296.13 0.17 0.0 0.0 0.166 0.2 0.193 0.000 0.193 0.193 0.0 0.0
364 0 5.52E+01 296.12 0.14 0.0 0.0 0.144 0.1 0.184 0.000 0.184 0.184 0.0 0.0
365 0 4.77E+01 296.11 0.13 0.0 0.0 0.125 0.1 0.176 0.000 0.176 0.176 0.0 0.0
366 0 4.14E+Ot 296.10 0.11 0.0 0.0 0.109 0.1 0.168 0.000 0.168 0.168 0.0 0.0
367 0 3.59E+01 296.09 0.10 0.0 0.0 0.095 0.1 0.160 0.000 0.160 0.160 0.0 0.0
366 0 3.13E+01 296.09 0.08 0.0 0.0 0.083 0.1 0.153 0.000 0.153 0.153 0.0 0.0
369 0 2.73E+01 296.06 0.07 0.0 0.0 0.073 0.1 0.147 0.000 0.147 0.147 0.0 0.0
370 0 2.39E+01 296.07 0.06 0.0 0.0 0.065 0.1 0.141 0.000 0.141 0.141 0.0 0.0
371 0 2.10E+01 296.07 0.06 0.0 0.0 0.057 0.1 0.135 0.000 0.135 0.135 0.0 0.0
372 0 1.86E+01 296.06 0.05 0.0 0.0 0.051 0.1 0.130 0.000 0.130 0.130 0.0 0.0
373 0 1.65E+01 296.06 0.05 0.0 0.0 0.045 0.0 0.125 0.000 0.125 0.125 0.0 0.0
374 0 1.47E+01 296.05 0.04 0.0 0.0 0.041 0.0 0.121 0.000 0.121 0.121 0.0 0.0
375 0 1.32E+01 296.05 0.04 0.0 0.0 0.037 0.0 0.117 0.000 0.117 0.117 0.0 0.0
376 0 1.19E+01 296.05 0.03 0.0 0.0 0.033 0.0 0.113 0.000 0.113 0.113 0.0 0.0
377 0 1.08E+01 296.04 0.03 0.0 0.0 0.030 0.0 0.110 0.000 0.110 0.110 0.0 0.0
376 0 9.89E+00 296.04 0.03 0.0 0.0 0.028 0.0 0.106 0.000 0.106 0.106 0.0 0.0
379 0 9.08E+00 296.04 0.03 0.0 0.0 0.026 0.0 0.104 0.000 0.104 0.104 0.0 0.0
380 0 8.38E+00 296.04 0.02 0.0 0.0 0.024 0.0 0.101 0.000 0.101 0.101 0.0 0.0
381 0 7.78E+00 296.04 0.02 0.0 0.0 0.022 0.0 0.099 0.000 0.099 0.099 0.0 0.0
382 0 7.26E+00 296.03 0.02 0.0 0.0 0.021 0.0 0.096 0.000 0.096 0.096 0.0 0.0
100yr 24hr Storm - Basin B E-22 Access Road Page 14 of 16

Orifice Orifice Riser

Riser
Riser
(1st ft of
(2nd tt of
(orifice) + Riser (Weir)
E
mergency
Time Inflow Storage Stage Outflow (Orifice
(Weir)
Barrel
RBspwy
height)
height)
orifice +orifice
Weir
Top of Dam
(min) (c[s) (cu tt) (tt) (cfs) (cis) (cfs) (cfs) (cfs) (cfs) (cfs) cfs cfs (cfs) (cfs)
363 0 6.81 E+00 296.03 0.02 0.0 0.0 0.019 0.0 0.094 0.000 0.094 0.094 0.0 0.0
384 0 6.42E+00 296.03 0.02 0.0 0.0 0.018 0.0 0.093 0.000 0.093 0.093 0.0 0.0
385 0 6.07E+00 296.03 0.02 0.0 0.0 0.017 0.0 0.091 0.000 0.091 0.091 0.0 0.0
386 0 5.77E+00 296.03 0.02 0.0 0.0 0.017 0.0 0.090 0.000 0.090 0.090 0.0 0.0
387 0 5.50E+00 296.03 0.02 0.0 0.0 0.016 0.0 0.088 0.000 0.088 0.068 0.0 0.0
388 0 5.26E+DO 296.03 0.02 0.0 0.0 0.015 0.0 0.087 0.000 0.087 0.087 0.0 0.0
369 0 5.05E+00 296.03 0.01 0.0 0.0 0.015 0.0 0.066 0.000 0.086 0.086 0.0 0.0
390 0 4.86E+00 296.03 0.01 0.0 0.0 0.014 0.0 0.085 0.000 0.085 0.085 0.0 0.0
391 0 4.69E+00 296.03 0.01 0.0 0.0 0.014 0.0 0.084 0.000 0.084 0.084 0.0 0.0
392 0 4.53E+00 296.02 0.01 0.0 0.0 0.013 0.0 0.083 0.000 0.083 0.083 0.0 0.0
393 0 4.38E+00 296.02 0.01 0.0 0.0 0.013 0.0 0.082 0.000 0.082 0.062 0.0 0.0
394 0 4.25E+00 296.02 0.01 0.0 0.0 0.012 0.0 0.081 0.000 0.081 0.081 0.0 0.0
395 0 4.12E+00 296.02 0.01 0.0 0.0 0.012 0.0 0.081 0.000 0.081 0.081 0.0 0.0
396 0 4.01 E+00 296.02 0.01 0.0 0.0 0.012 0.0 0.080 0.000 0.080 0.080 0.0 0.0
397 0 3.90E+00 296.02 0.01 0.0 0.0 0.011 0.0 0.079 0.000 0.079 0.079 0.0 0.0
398 0 3.80E+00 296.02 0.01 0.0 0.0 0.011 0.0 0.078 0.000 0.078 0.078 0.0 0.0
399 0 3.70E+00 296.02 0.01 0.0 0.0 0.011 0.0 0.078 0.000 0.078 0.078 0.0 0.0
400 0 3.61 E+00 296.02 0.01 0.0 0.0 0.011 0.0 0.077 0.000 0.077 0.077 0.0 0.0
401 0 3.52E+00 296.02 0.01 0.0 0.0 0.010 0.0 0.077 0.000 0.077 0.077 0.0 0.0
402 0 3.44E+00 296.02 0.01 0.0 0.0 0.010 0.0 0.076 0.000 0.076 0.076 0.0 0.0
403 0 3.36E+00 296.02 0.01 0.0 0.0 0.010 0.0 0.075 0.000 0.075 0.075 0.0 0.0
404 0 3.28E+00 296.02 0.01 0.0 0.0 0.010 0.0 0.075 0.000 0.075 0.075 0.0 0.0
405 0 3.20E+00 296.02 0.01 0.0 0.0 0.009 0.0 0.074 0.000 0.074 0.074 0.0 0.0
406 0 3.13E+00 296.02 0.01 0.0 0.0 0.009 0.0 0.074 0.000 0.074 0.074 0.0 0.0
407 0 3.06E+00 296.02 0.01 0.0 0.0 0.009 0.0 0.073 0.000 0.073 0.073 0.0 0.0
408 0 2.99E+00 296.02 0.01 0.0 0.0 0.009 0.0 0.073 0.000 0.073 0.073 0.0 0.0
409 0 2.93E+00 296.02 0.01 0.0 0.0 0.009 0.0 0.072 0.000 0.072 0.072 0.0 0.0
410 0 2.87E+00 296.02 0.01 0.0 0.0 0.009 0.0 0.072 0.000 0.072 0.072 0.0 0.0
411 0 2.80E+00 296.02 0.01 0.0 0.0 0.008 0.0 0.071 0.000 0.071 0.071 0.0 0.0
412 0 2.74E+00 296.02 0.01 0.0 0.0 0.008 0.0 0.071 0.000 0.071 0.071 0.0 0.0
413 0 2.68E+00 296.02 0.01 0.0 0.0 0.008 0.0 0.070 0.000 0.070 0.070 0.0 0.0
414 0 2.63E+00 296.02 0.01 0.0 0.0 0.008 0.0 0.070 0.000 0.070 0.070 0.0 0.0
415 0 2.57E+00 296.02 0.01 0.0 0.0 0.008 0.0 0.069 0.000 0.069 0.069 0.0 0.0
416 0 2.51 E+00 296.02 0.01 0.0 0.0 0.008 0.0 0.069 0.000 0.069 0.069 0.0 0.0
417 0 2.46E+00 296.02 0.01 0.0 0.0 0.007 0.0 0.068 0.000 0.068 0.068 0.0 0.0
418 0 2.41 E+00 296.02 0.01 0.0 0.0 0.007 0.0 0.068 0.000 0.068 0.068 0.0 0.0
419 0 2.36E+00 296.02 0.01 0.0 0.0 0.007 0.0 0.067 0.000 0.067 0.067 0.0 0.0
420 0 2.31E+00 296.02 0.01 0.0 0.0 0.007 0.0 0.067 0.000 0.067 0.067 0.0 0.0
421 0 2.26E+00 296.02 0.01 0.0 0.0 0.007 0.0 0.066 0.000 0.066 0.066 0.0 0.0
422 0 2.21 E+00 296.02 0.01 0.0 0.0 0.007 0.0 0.066 0.000 0.066 0.066 0.0 0.0
423 0 2.16E+00 296.02 0.01 0.0 0.0 0.007 0.0 0.066 0.000 0.066 0.066 0.0 0.0
424 0 2.12E+00 296.02 0.01 0.0 0.0 0.006 0.0 0.065 0.000 0.065 0.065 0.0 0.0
425 0 2.07E+00 296.02 0.01 0.0 0.0 0.006 0.0 0.065 0.000 0.065 0.065 0.0 0.0
426 0 2.03E+00 296.01 0.01 0.0 0.0 0.006 0.0 0.064 0.000 0.064 0.064 0.0 0.0
427 0 1.99E+00 296.01 0.01 0.0 0.0 0.006 0.0 0.064 0.000 0.064 0.064 0.0 0.0
428 0 1.94E+00 296.01 0.01 0.0 0.0 0.006 0.0 0.063 0.000 0.063 0.063 0.0 0.0
429 0 1.90E+00 296.01 0.01 0.0 0.0 0.006 0.0 0.063 0.000 0.063 0.063 0.0 0.0
430 0 1.86E+00 296.01 0.01 0.0 0.0 0.006 0.0 0.062 0.000 0.062 0.062 0.0 0.0
431 0 1.82E+00 296.01 0.01 0.0 0.0 0.006 0.0 0.062 0.000 0.062 0.062 0.0 0.0
432 0 1.78E+00 296.01 0.01 0.0 0.0 0.005 0.0 0.062 0.000 0.062 0.062 0.0 0.0
433 0 1.75E+00 296.01 0.01 0.0 0.0 0.005 0.0 0.061 0.000 0.061 0.061 0.0 0.0
434 0 1.71E+00 296.01 0.01 0.0 0.0 0.005 0.0 0.061 0.000 0.061 0.061 0.0 0.0
435 0 1.67E+00 296.01 0.01 0.0 0.0 0.005 0.0 0.060 0.000 0.060 0.060 0.0 0.0
436 0 1.64E+00 296.01 0.00 0.0 0.0 0.005 0.0 0.060 0.000 0.060 0.060 0.0 0.0
100yr 24hr Storm - Basin B E-22 Access Road Page 15 of 16

100yr 24 hr Routing -Basin B
7
6
5
~,
U
3 4
0
Time (min)
~ Inflow Hydrograph f Outflow Hydrograph
0 50 100 150 200 250 300 350 400 450 500

~~tLumON a~ENCE FOR c_rmcceu GROSSING
1. Port of the owroll Preconetruetion Conference held bdon beginning any Land
~
Disturbng Activity.
2. Contractor shall have a copy of the approved Erosion d; Sediment Control Plon ' ~
with any rovidans an dte at aq Omes. t
3. Contractor shall Inataq a rain gauge on dte. ~~
4. Inataq grovel conatnxdion erdrance pads ('d not akeady in place), and ', 4
~
temporary wlvert awdng wNh temporary gravel road to aclxea eehod eIG. IaOm ~ ~ srsEUr
~~ N ~~
5. Inatoq sqt fencing along tM downgrade edges of the dldurbed area as shown C
on drawings. Clear only area ngdrod to indak erodon antral devices. r+wPS gpU1D Da~cE
B, Inatoll temporary dream dame, d'IVersian ditch, and pump around aroo of ; aNlo ~ soot vtzaarc
aallatrllCDan. ~~ aBSPAmt wet: of wr sw
s i mIsSN1091aS
, 4,
7. Inataq footero for both headwalls.
B. Indaq alvert pipes wdfl bedding.
9. Construction headwdle per detaN.
pxlVri~ '
'
f0. Place RII and cortipad over pipe old grade to headwoga. '• '
11. Provide lemponry seeding after clearing and grubbing operogon if the ana ie '~
~\
to amain undisturbed for more than 15 working days or q0 calendor days,
i
itN
15
ki
60 `'
m x' xcr
~~
~
~ i
ng w
n
wor
ng days or
whichever is leas. Provide permanent eaed ~teWr
u
. ~
~
~~' ~
cabndar days, whichever b kYp, d estabEehing Ikwl grades. „
,
' 1D PAOVCE
'
' I
12. Inddl juG matdng on dde dopes that aro 4;1 and grouter. +
13. As storm system, ulgitros and roadways aro eonetnnted, the Contractor shop }
~,'; ~ ` ; ~ /
`
\
,
~
/
Inatdl temporary eroebn contrd devkea such ae inlet protection, apt fence, ~~.,
~
`. ~
±~
`~ ,
etc.
14, Contractor shall keep records of roinldl amaunh and dates, and ' ~ ~ ~~ ~,1 ~~
~ `; ~ ~.
~ lz
inspections/obeenwtbna on a Startnwater Inepectiona for Generd PennR ,
~~ ~ ~
NCGD10000 sheet.
15. The Contractor shall knpect area around euNerts at lead twig o week and ` $',
~ /r
28~`,
withh 24 Noun d every min and the Contraatar shell maintain the devices
h
N
h
i
d S
d
t C
t
l Pk
i
d ': ~ ~
~k ' ~
` '
rp an
ort
Card
ng Eroson an
e
unen
on
ro
mn
according to t
e
d and the Town d Ca
Standards
IA
i
D /
~ ~
gn
anu
ry
.
es
16. After didurbed areas aro etabiizad, as approved by the Town of Cary klapecbon /
~/
'
Department and the Owners representagve. The Canbactar shop remove the . r
~ ~
temporary devk;as and properly dispose d the trapped adknarlL TM ~
~
Corltraetor shell stabilize the aroaa ddurbed drrinq the removal operation by
appying seed, mdeh, and jute mattng aeeord'Ing to the eehedde and ddaila } ~
shown on the plan.
r,
4
k ~ iEE I
i
~ ~
, ~
~
~
~ E ,
~
~
r E ~•
/
4€4
~, f I , ID.
y ~
~
~I.
I~
t. ALL CANSiRIICiION SFUILL 8E IN ACCOR04NCE WRN TOWN OF fMY AND
NCOOT STANDARDS AND SPECIFlCATNNS.
2. SEE SHT C120, C121, Lfi04, 0 Lg05 fOR EROSON COtfTRq. OETaLS.
rN: TD Ewsnnc
GRADE (IYP)
25' 1' 0 q:1 (1YP)
TYP.
3:1 SLOPE (TYP)
rWHERE iiE01NRED
f I -0,02 Ff/Ff ! 0.02 Ff/FT.--._ I
B'
UQffS;
1. PRONOE 8 ABC CRIVEL DEPRI.
2. PRONOE ~1 SIDE SLOPE OVEN CULVERTS
TYPICAL TEIPOAARY (~AAYa ROAD DETAL
NOT TO SCALE
v ,.
~'
',
_ ~.~~~ .
,~i"~~..,~ / r
+~.~//
~, ~ =
.~ /
~ ~
_,
Z
,,.
~ ., ,~ PlNIP-
° Nti~'~ IIDSE-
A°Ria/Ell':
i
FLOW
STAEALI
cNarltEl.
00T ~5 OR
7 WASI#D 5fONE
TEIrpORARY CLLYEAT DETAL
NDT TD SCALE
~
~
.
'
GIRY PRQIECTMYBEIt
AP/NOYED
TOWN OF dRY
4yprovm By Date
nannro ~
EnglrHf~l,g ~
N000T +6 OR
+57 WASHED STONE
xmezawrsl. etas
7 la 2a' b'
CLASS 6 EROSION SfOfE
1 NtlI~YO R.
nwisr
FlLTER CLOTH
OF PIPE • BNKFVLL FLOW

OeIOLTNIIs
YEYE
11YNIIMt
M YMY/ etNFM
Yiwy MI YIM
M4AIw1
AI,pY
IwlllA IwW ON
IMI M Aver
MIY.~7
,ur,~, a • NM1
a,w.n A YnY
eiiY,, Ne wwp
nlew~rw
aNr ~aNlr
YYNxN NAyI aiMr~
YHI mle NN NA elY ter
NWY4 MG YYYw
w.,, nY•rawY
PNOBr
E-21 pamentay SdaYl
acw
WYIu County
Publk: Schad System
~~BIIC
~y~
*P
w.or..ls
IYYNIre
~.^
Yp /lp hIMtlY
A11N
f-Y4YYw
NWIAO
AM
~~
IY
IeMllae
M n,YM /IM
CULVERT
DETats
C116
cam
TESroRNrr io" prP
cuvtwr 0 o.smr
ar-aAP
` ~ ~ ~ f
~ ~
~~ i ~ i
i ~
i`~~ e1' e19+~0 ~ ;
~; i \, a
M
~ ~. ~ 1
1:. C cdrtAE1E t Zo.~~o I !
-= aus}wr ';
;; 1
a ~ `. . I ~~
' \~
I t !.'~~.
7
2 J
C YNgAY NY//YANYYNIYYYas
us c es Yl. er le
ewM, «Ne e.r» swll
nlalaYr rwerurr
i.,aY,~w
Dewb®rry
DwNiryAOeWk overt
rAis
Aluy
C ~1'RllC N
~,
~~ 0~-OSO
-* \
~~
i4
1~EpA~1''~~ ~s
'.. N~ 26a.//
TfAgIIASr , ~ /!~ ~ ..
'~ IEADWl1~ TF-P. PI1MP~~
NV. NN.mI *, „.rv
...., ...~ ~' emus 1106E
~. TFAfgWYM GLgC" "~ ,~ ~_~
~'r-; p IgTBt OerE laP EI~Y.
no F~~_~
~ ~ ~ AYPRI
`, afrwl
~1
aElAm
~. TEI.P. SOIP-IIpE OA
' ~ Peal flz' Ta 1e'
~ aFFP Y pl)
DNE
$ DIAMETER OF PEE
OR 12' WHICHEVER
IS GREATER

LEGEND '~

f
> ~
.,_.._ c
«~ D61176
~ ~
760171
6M6 101g1eL117
®
STRUCTURE NUMBER
,
f00170./e61
10[1
100116 ~ (CURB) CATCH BASIN
,
M70<71AI17
B
STORId MAINACE MANHOLE
3°I ~ L O
n DROP "LET W~ GRATE
_
CURVE TABLE
CARVE OEI.TA IENCM RApUS TANGENT CHCND
t 19'49'4S' J21.BB' 9J0' 162.50' J2D2S' N B3'12'O6' E
2Q 10B'Oi'3Y 924.9Y' 490' 676A0' 7iJ.B3' N b2'JB'Ot' W
new Rp ~ . __ // .1 1T~t at.: kE rl~ gpAr0r0 Mr P
~i' ~ r~ tL P RK ~ IY
,fC~
,rSi
I /' 1 `-`~
- I ~
JY'Ib~2 j ~
(FIELD IflGITEO)
~ 11[ I I Ltl~ ES 1 I L7 ~ 6Z II I1 ~
~' N9g.'S;
1. TOPOGRAPHC SURvEY PERFORMED BY TAYLOR WISEMAN TAYLOR.
2. WEKANDS MID STREAM BUFFER DEIJNEATION PERFORMED BY
' TRIGON ENGINEERING OCTOBER 2006,
z
' 3. WATER MNNS AND APURTANCES WITHIN THE RIGHT OF WAY SHALL
8E PUBLIC. ~ axtee7 xuPlxe[[6Rrc[et•
® I11 GY1M 14114 t"
I 4xg1, N1e11 411Y1 711"
I! 4. ALL NEW SMIR/RY SEWER SHAl1 BE 8 INCHES IN DIAMETER. ""tl1~ "'~11JT10
~..A. ~.n.....~
~~ S. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH NCDOT AND
""'I TOWN OF CARP STANDARDS AND SPEgFlCAT10N5. Dewberry
o..e>mao.NCm 7
6. PROJECT SRE S LOCATED IN FEMA FLOOD INSURANCE RATE °^`
MAPS (FlRM), AND IS NOT LOCATED WRHN THE 100 YEAR ~,
FLOOD PWN. NUMBER 3720072400) AND 3720073400) DATED
~ MAY 2, 2008. axs
' 1 7. PROJECT SITE IS IN JORDAN RNER WATERSHED. ~
8. CONBi'ACTOR SHALL VERIFY MATERIAL Of EIQSTING 12' SANRART e7[1[ly~
SEWER PIPE. IF MATERIAL IS NOT DUCTILE IRON, CONRUICTOR ~E~4
SHALL PRONDE 12' DUCTILE IRON PIPE AND APPURTMICES C 1'I~C N
REQUIRED TO CONFORM WITH TOC STANDARDS AND
SPECIFICATIONS. I. K~
9. GROUND SURFACE OF PROFHE IS AT CENTERLINE OF ROAD.
fl MAINTAIN MINIMUM DOVER OVER WATERLINE PIPE BASED ON
~~~ -.._~ ~ I FlNAL GRADE IN THE LOCAKON Of THE WATER LINE.
12'xT 10. SEE TYPN:AI. BECKONS FOR ROADWAY DIMENSE)NS AND PAVEMENT
`1Yld B02 „. BECKON.
~'~ ~ 11. CONTRACTOR SHALL SAWCIR PAVETAENT AND MATCH E10STR1G ~.
~~ ~ s EDGE OF PAVEMENT EIEVAKONS FOR ROAD, SIDEWALK, AND Xp O ~ = DS O3
~~ CURB AND GUTTER.
~~ 12. 3:1 MA1tlMUM SIDPE UNLESS NOTED OKIERWISE ON PLANS.
I~~ 13. ALL CONSTRUCTION ON THIS SHEET SHALL BE A PART OF THE
gg TOWN OF GARY ROADWAY BID BREAKDOWN.
I2~
._ .l ._.,]..... - LDH~PO~INT~ST~v 18 +s ~~~ rv _
320

300
280
280

$jQRM WATER NOTES:
340 1. STRUCTURE NUMBER ON DRAWINGS DENOTED AS 0
2. CB =TOWN OF CARP STANDARD CATCH
BASIN. X8000.03
3. MH =TOWN OF CARP STANDARD STORM DRANAGE
- MANHOLE. }'8000.05
4. FES =FLARED END BECKON, NCDOT STD. 310.01.
5. ELEVARONS ARE MEASURED TO THE GRATE ON DROP
320 INLETS, TO THE RIM ON STORM DRAINAGE MANHOLES,
- AND TO THE TOP OF TIE RIM ON CATCH BASINS.
6. R~ SHALL BE CLASS III RQNFORCEO UNLESS
OTHERWISE NOTED.

.. _-
. A ._._ _ .._ ._..._

_. ._
.W ... .._.
~ T Aa
~
N ~ I

M .~JJ
Y~ ~
W
~j~N .. ,.
Dal
MY11Am

~ _
~~ .N
T
~
rs ~
E ~N
~ ~ 2L~ ~ Z. M + N It. ..._. NN
~ = Z

..
0
_-_ ,,

.__._.

_
~
~
~ CPAY FRO]ECTNL118FA
APPRDVED
TOWNaF GARY
..
. __. .. __.
_..... _
~~Z
^.._
.~ ... _ ,
___.. _...
~. ,...
Apprmred Ey Date
D

G ~'~
T
~-- -. -
^---
- ate
%ann ng
Engneering Date
ri ~ .. ~_... .~... ...,_ ..._._.. ~
_
..
_ e.

E ?.a

<a
_

__
~. _..
......
___
.1.45...

_ .
_...1.81X.... .
_

.. ___.
._.....
~~
~ _ _ _ _., w.~ _ __ _ ~ .~ _ ~.._ _-- 280

~ _.. \ _......
_... _._ _.. _. A. Q. 1 Z. .............
_. _._..__ __... .. ..,~ _.. __.._.. .. ~,

S .

~ .iT2.~

~ ~ Z ......_
.....,

_..

.._...,, _...
ON
m...._

~
_,.
.. ...,,..,.._...e .., ..w.... .._ .._ ._ ._... .~.. -. ........_.,.. _,,.
. _ _.. .. ... ...._... .19 NA- -_ ........
_ .
_. .. ............ ___. ._.. ,.__....... _._ .... .. .. ........... ..._...___» w mr~,~ . ... g=Z.....,., ..~...LFLIO .895 .
260
NOIQC"TAL KCAL[
D' 20' 10' BO'
I~
aa161lTAN11
lAL6
weleul
WII1M A1r1YW
6161 enlq nlw
A111y1~N 1Dnf
nLMNri
I111IIIIY
LIwM 711141, e1N
7111 e111 A1N1
u17II, N 17111
"IJINN7
1lI1I YItl4 M•w
1wIw7 a 11A,
!6N 1a1M161,1
ewel. le f7H7•[6"
nM1.IM
,MIN Iwltr7
1Wh,1 hII1141 Dye..1
7q1 aM w u 1WY 707
ew11,, NA l7H7
n«w nl-1x-7011
aallcr
E-22 Elementary Schad
anrt
Wake County
Pobllc School System
~1~ICO_
MINI NIO
W9tRCAL eCAEE tN71ne
O' P 8' 18' °1~
N1 Ilw NMIIN
1 11011 . 6 1T. 41a
>f.e1-"I7
.,.IA

1a
.I.o [n
.111
Ick+ne
1.rw. wwt.
ENTRANCE ROAD
PLAN do PROFlIE
0102

T /S
.'
~ ,
--- '~~
GN
® STRUCTURE NUMBER
~ (CURB) CATCH BASIN
B STORK ORNNAGE NANHgE
O DROP INLET W/ CRATE
POND PoSER
-iP - 1REE PROrECnaN
ms®,®pp,~ INLET PROTECTIQi
avy W TIET PROTECTION
-SF- SLT FENCE
~~~
~ .
f\~~
a ~ ',
YERTiCAI !GALE
0' 4' 8' 18'
I Mg1~YPf.
STORM WATER NOTE:
1. STRUCTURE NUMBER ON DRAWINGS
DENOTED AS
2. CB =TOWN Of CARP STANDARD CATCH
BASIN. X8000.03
CMYtl Y~ MtlflYAYYYMIT[YAe
3. MH =TOWN OF GJtY STANDARD STORM ® 1= L YaM 14 eat IM
e+Y/I. tlw Yl,atlu nwl
DIWNAGE MANHOLE. ,8000.05 nuasw ma+eno
w.r~Ma9Yl=.=.
4. FES =FLARED END SECTION, NCDOT
sro. 3,O.o,. Dewberry
5. ELEVATIONS ARE MEASURED TO THE Dw~yeo.d,~ °"
GRATE ON DROP INLETS, TO THE RIM ,,,,,,_,
ON STORM DRAINAGE MMIHOLES, AND
TO THE TOP OF THE PoM ON CATCH sTAu
BASINS.
CAI'
6. RCP SHALL BE CLASS Til REINFORCED `jt171j~ ~
UNLESS OTHERWISE NOTED. E~
7. STORM STRUCTURES AND PIPES BETWEEN C 1'f~C
13A - 13 MIO 14 ARE WCPSS.
M,
~ L
8. SANRARY SEWER AND WATER NOT '
LOCATED WITHIN Po(;fTT-OF-WAY OR
PUBLIC EASEMENT SHALL BE PRNATE AND
/~ C
owNED BY wcvss. [~xP O 7 - ~ J~~
S(g01 g3NN1GE SO
snaira swa r9 3m roR q,. w, ,
9 C8 11850 i~..1.E
i Y e m+,nsl Hwtlat
18358 "18196
p RC- Bi OW60
IB CB ]1050 133.13 ]8193
p RcP lie D.DDw
la fEB 3513D

ID ca 3ua - 3ar6D
IS RCP 93 BD3D0
I I CB 31191 3D6 t9 J05.91
IS FCP 210 00100
11 CB 31141 103& ]0355
IB RCP 130 05100
15 CB 3105 3o0 A5 30015
13 .RY IB] 80904
IB CB A45 H9.W 193.50
p FKA N1 OA413
li CB 1BBS IDi 63 1BI93
p FCP B 00
11a FES 1B4.DD

13a DI 3115 - 301.)0
]2 FCP 1fi 0.61W
13 CB 3135 aD610 306.50
I1 RCP 10 SIOD
f4 CB 31]5 305n 38560
t5 RCP l5 05200
15 B 310.5 304.10 30R/5

CON8l41YYR
!AI!
1u11111i
Y,Ya,y 1aa,aY W
Ytll YaYW tl11N
lYay1. MY not
tlN/YLM1
111lI11lY
1a111r. XIlN= er1
qll F,Y Il,nu
tlY1184 M< 771q
MIAtltlMf
By/y y, NYI! RIL OU ~ K

i
TOPOGRAPHIC SURVEY PERFORATED BY TAYLOR WISEMAN TAYLOR. Y=br! ~ tluY
»e1 ~ ~
. Ywy, Ye rnIr-YII!
ntl
nultltl
2. WETLANDS AND STREAM BUFFER DELINEATION PERFORMED BY TPoGON .
ENgNEERING OCTOBER 2008. ""_' ""`""
wY.E tl=YtlIY1 lyaan
'"
'
"r
~ 1~
3. WATER MNNS AND APURTANCES WRHIN THE RIGHT OF WAY SHALL BE Y
waw
Y
a. mn
PUBUC. ~ "~Itly
4. ALL NEW SANRARY SEWER STWL BE 8 INCHES IN DWAETER.
natcr
5. ALL CONSTRUCTION SWU.L BE IN ACCORDANCE WITH NCDOT ANO TOWN OF
CARP STANDARDS AND SPEdFlCATI0N5. E-22 Damentay Shcool
8. PROJECT SITE 6 LOCATED fJ FEMA FLOOD INSURANCE RATE MAPS (FlRM),
AND IS NOT LOCATED WRHIN THE 100 YEAR FLOOD PWN. NUMBER

3720072400) AND 3720073400) DATED MAY 2, 2006. amrt
7. PROJECT SffE IS IN JORDAN PoVER WATERSHED. Wake County
Pudk School System
8. CONTRACTOR SHALL VERB'( MATEAW. OF DOSHNG 12' SANRARY SEWER
PIPE. IF MATEPoAL IS NOT DUCTILE IRON, CONTRACTOR SHALL PRONDE
~}~Q
12~ DUCTILE IRON PIPE AND APPURTANfX:S REQUIRED TO CONFORM WI1H a

TOC STANtARDS AND SPEgFICATIONS. ~
9. GROUIrO SURFACE OF PROFlIE IS AT CENTERLINE OF ROAD. MAINTAIN 4
'
MINEAUM CdVER D14CR WATERLINE PIPE BASED ON FlNAL GRADE IN THE ~
~
LOCATION OF THE WATER LINE ~y
* 'F'
10. SEE TYPICAL SECTIONS FOR ROADWAY DIMENSIONS ANO PAVEMENT SECTION.
11. CONTRACTOR SHALL SAWCUT PAVEMENT AND MATCH IXISTING EDGE Of =lYrr.llr
PAVEMENT ELEVATIONS FOR ROAD, SIDEWALI(, ANO CURB AND GUTTER. YY7110tl

12.
3:1 MAXIMUM SLOPE UNL65 NOTED OTHERWISE ON PLANS, =m
YY 11. EMwY11

13.
ALL CONSTRUCTION ON THIS SHEET SWILI. BE A PART OF THE TOHM OF um
a.9w-IYn
CARP ROADWAY 810 BREAI(OOVM. r.. Yn
Ru+rcEr "°'
=!9e 9=
!w1

YLY9g11
.. n,YYa 611
ENTRANCE ROAD
PIAN k PROFlLE
C103

sroau wAt>•R NOTES
1. STRUCTURE NUMBER ON DRAWINGS DENOTED AS
2. CB ~ TOWN OF CORY STANDARD CATCH
BASIN. X6000.03
3. MH =TOWN OF CARP STAt~ARD STORM DRAINAGE
MANHOLE ~8D00.05
4. FE5 ~ F(MED END SECTION, NCDOT STD. 310,01,
5, ELEVATIONS ARE MEASURED TO THE GRATE ON DROP
INLETS, TO THE RILL ON STORM DRAINAGE MANHOLES,
AND TO il# TOP OF THE RIM ON CATCH BASINS.
6. RCP SHALL BE CLASS III REINFGRCED UNLESS
OTHERWISE NOTED.
7. SANRARY SEWER MIO WATER NOT LOCATED WfTTIIN THE
RN;HT-0F-WAY OR PUBLIC EASEMENT SWLLL BE PRIVATE
AND OWNtD BY WCPSS.
C ax[xxr xuFrxLxx[xrt[en
aLxrun,rwm
ILxw, Iw awlll xfxn
~IA1U11[ nMlufp
.wn3xm...lw
Dewberry
~r a wma rG
SttWNDRMNCE SClEDUF
Shutlxn SWR Ta a N Ga e U hYMh hwrt Dl
19 ce 3n w 3m99
t5 RCP U OO1W
II CB 31i& 30b.14 36594
IS RCP 110 OOIW
13 CB 3105 36535 305D0
I P AI 00'!41
15 MN 303tl- 36100 30115
10 FCP 99 0.0113
18 CB 515 01 30113
I9 RCP 43 OA100
11 CB 30515 ]0100 1.40
1 RCP i8
18 FES 19850
- - _ -
11 CE JIDII 30811
11 RCP 13 00101
13 CA 31011 30535 90500
_ - -
14 CE 3095 309D0
IS FCP 33 0.0
IB MH 309 30300 301 i5
s[Ns
~H 0
L[u[ib
E~
C 1'R~'C N
'•~`~
~, KIS
~; ~xQ o'l-oSo3
1. TOPOGRAPHIC SURVEY PERFORMED BY TAYLOR WISEMAN TAYLOR.
2. WERANDS AND STREAM BUFFER DELINEATION PERFORMED BY
TRIGON ENgNEERING OCTOBER 2006.
~
3. WATER MAINS AND APURTANCES WRHIN THE Rlq{T OF WAY SHALL 1°~,..ow
BE PUBLIC. ~ ~
~
4. A1,1 NEW SANRARY SEWER SHW.L BE 6 INCHES IN DIAMETER. n .wuiri*I[
ALL CONSTRUCTON SWILL BE IN ACCORDANCE WRH NCDOT AND
5 ~
.
TOWN OF CORY STANDARDS AND SPECIFICATIONS. ~,wl.
. lllw a.n
Inl xlLl M.wl
xwF, xe [flu

6. PROJECT STTE IS LOCATED N FE1dA FLOOD ktSURANCE RATE re.11Lwf
MAPS (FlRM), MID IS NOT LOCATED WITFIIN THE 100 YEAR """'"" °' "'`
FL000 PLNN. NUMBr7t 3720072400) Mt0 3720073400) DATED IIIMI'Ihp„p~l,x,
MAY 2. 2006. 14n1, xe [nn-lul
nun.xal
7. PROJECT SRE IS DI JORDAN RNER WATERSHED. M..I ...u1Ll
rin.L ~1 411nx1
CONTRACTOR SHU1 VERIFY MATERIAL OF IXISTWG 12' SWRMtY
B f1N r•.w Ix IL iY IOf
.
SEWER PIPE. IF MATERIAL R NOT DUCTILE IaDN, CONTRACTOR Ilw~..'ni-a 11 o[L
SHALL PRONDE 12' DUC71lE IRON PIPE AND APPURTANCES
REQUIRED TO CONFORM WRH lOC STANDARDS AND
SPECIFlCATIONS. Fnalecr

9. GROUND SURFACE OF PROFlLE IS AT CENTERLINE OF ROAD. E-22 gementQy Scholl
MNNTAIN MINIMUM COVER OVER WATERLINE PEE BASED ON
FlNAL GRADE IN THE LOCATK)N OF THE WATER LINE
10. SEE TYPICAL SECTIONS FOR ROADWAY DIMENSIONS ANO PAVEMENT alert
SECTION.
Wake County
11. CONTRACTOR SMALL SAWCUT PAVEMENT AID MATCH EXISTING Pudb Scholl System
EDGE OF PAVEMENT ELEVATIONS FOR ROAD, gDEWAIK, AND
CURB AND GUTTER.
C
12. 3:1 MA>aMUM SLOPE UNLESS NOTED OTHERWISE ON PLPNS. ~
13. A1L CONSTRUCTION ON THIS SHEEF SHALL BE A PART OF THE ~
~ ~
TOWN OF CARY ROADWAY Edo BREAKDOWN.
LEGEND ~ * ~~
® STRUCIURENUMBER
uRrPROgcrNtreEa
~ (WRB) CATCH B0.51N '~m0VE0 ~°~r'
TOWN OF GARY IINIIII
® STORM DRNNACE MMlNgE Ppproved ey oats ww

D DROP INLET W/ GRATE Date
grzelklg Date
w ~ ~~
YIO
R x'"'[0°1
POND RISE ri, .~
-TP - TREE PROTECnoN
®O R+IET PROn:cnaN
~®ouTLET PRarecnaN
-SF - SILT FENCE
FIOII¢pn'Al ecA[e
o' m' a' eo'
I nLnl -1o n.
vertloAE eoA[a
o' 4' e' fe'

wY
...1~
.Ix
xLxxon
nL1Y1 NN
PLAN d[ PROFlLE
C 104

4-- =~ ~ -1 CORRUGATED ALUMNUM
~ I TRASH RACK W/
0.NR-V0R1EN DENCE a A
TOP GRAZE 6 lLOANNIAI
Po 1• BAR 0 6' O.C E/w
24'1 WNRUCATED AWMINUTA
PIPE (CAP) PoSER 11
1 - J' CPoFlCE wiM N waE dAnl
INVERT ELEV - 284.75
EVENLY SPADE 3-Y gAMETER ptP1CE5 1,1'
AROUND THE dRCUMFEIiENCE OF RISER
BARREL FOR THE SECgN) FOOT OF PoSER
HEIGHT.
1'-0• .
EVENLY SPACE 8-Y gAMETER OPoFlCES
AROUND INE dRp)MFERENCE OF RISER
BARREL FOR THE FlRST iFi OF PoSER
HENTFIT. I'_0• INV. 28225
1-0' fAN3E0 15' pAP
POND BOT 282.25 0 O.S7

N0. S7 STONE FlL1ER 2-q 1 ~,v q~"';:7, ^"RdV(}j'i:,
SLOPE 4:1AR0UND
aRCUAiERENCE a ~
'
3
dEAR H T7.
4'-0' r C-0' COHCAEIE 5) f5 REBAR FAdI ~ HOOP REBM
7Nn-FLOATAnON BLOB( WAY AT BOTTOM OF (/'-0' qA)
EMBED CM PoSER 12' GVN(AER 6L0CN
(TYPJ
(J,OOO P51 STRENGTH
CONCRETE)
BASK A - pSEA SPI.I.WAY DETAL
Nar ro sGUE
~ -I CORRUGATED ALUMINUM
~ ~ TRASH RAFJi W/
ANn-wHTEx OEWtE a A
TOP CRATE aF AWMINUM
Poj,' IY BM 0 6' 0.C. E/W
24'1 OORRUCATW AWMINUM
PIPE (CM) RISER 11
WRAP IN WIRE d.O1H
EVENLY SPACE 20-1' gAMETEfl CRIFlCES 1,T'
ARWND 7HE dRCUNFERENCE OF RISER
BARREL Fql TFIE SECOND FOOT OF PoSER
HEIGHT.
I -~
EVENLY SPACE Zo-Y OIAMEiEA OPoFlCES
ARd1N0 THE dRCUMFERENCE OF PoSER
BARflEL FOA THE FlRST 1FT OF RISER
HEIGHT. I'_O' NY. 296.0
1'-0' ETABED
15' GAP
POND B0T 296.0 0 0.57
\~ \ ~+1,~ .yti \~
na s7 sTalE FlLTER 'r. r.
ROPE 4:1ARdRq
-
GRCUMFERENCE 4F PoSER
'
GEAR
3 ~ 71P.
C-0' L 4'-0' CONCRETE 5) p EIEBAR EACH p HOOP RWAR
Mln-FlDATATN71 BLOCK WAY AT BDTfpA OF (4'-0' qA)
EueED cM Posd+ 1Y CONCRETE BLAB(
(TYP.)
(J,ooD P9 smENCn+
caNaaETE)
BASH B - R1BE~i SPLLWAY DETAL
Nor ro scALE
PRO¢cr Naa wTN FlLTER M
FABRIC AND AP-OAP ~ ~~- , ,~ ~BS3
FlL1ER FABRIC
2O'~3'>nD'
8' STONE APRON
UNE WEIR Mini
RIP-RAP
XEA INVERT -185.3 TOP OF DAM• 1B6
I
r
F41ER FABRIC JS, DITCH ANO BURY
WF7R IENGIH FlLTFA FABPoC EDGE
(ANN. 12' dF FABRIC)
BARN A -Wei DETAL
NOT TO 9CALE
PROTECT Waa wTx FlLTER --~-
FABRX: AND RP-aM ~ -~ Eyp~,pM,Y MEIR 188.
s ~ FILm FABRIC
...
.. . ._.__. RmiDIH 9ON.a
2O'a5'Y18'
6' STONE MOON
lNE YkJR w1H
RIP-RM
WEN INVERT . 298.1 TOP OF DAM- 299A
~Y... •,WR 4 ~ ppl
l~ , Ir
FINER FABRIC ORCH AND BURY
~I---~--I--WEIR IENCIH FlL1ER FABRIC EO(£
(MIN. 11' OF FABPoC)
BASH 8 - WE~i DETAL
NOT ro SCALE

CRAY FRD]ECT NIlE®t
MPROVED
Town a cAAr
PPprwed 8y Date
Banning Dale
EiNJneeMg Date
C EN[RRT MYffYARRYMRLLT.
® 1h 4 Y1N N. fWf IN
RYN1A MM bNi 11111
4LHJM1 IIM11AfY
a1.n1.1Y..~.
Dewberry
oe:.aemeoeaa~
SENS
`, {tfIFR
~~
C 1'R~C N
~ ~,
~x~p 01- oS o 3
RON NfY

WIiILTANR
>EAIE
IYIMYI
YYIY4 AwMlr
Yel e1Y141R-
RN111, RI twn
N4TLLR11f
mwRRr
ln1Y, YgIYR ai.e
NMI UM Awht
R~NNa ML 17N1
auuwT
riln ROR Rp • M
1Mwf R er
~~,
NAMI.HN
LwR/ RRtivn
waR1 e..Iw oLr..
TILT a1M NY RL bb iq
RWI11` RA. f7M
n.- nN-La-Iw
PRaA9CE
E-Yl pementay Schaal
aRxr
Wake County
PubYc School System
~ll1C
4
~~y~
* 'P
IRLer fww
INWI00
w10
IIY 11- eMNN
un
7-01.10[1
II1~ M
AOM

ALWIdw
nNNa MM
DETALS
C12Z