20050627 Ver 1_Complete File_20050412

Re: 11oneycutt Park, DWQ Project # 05-0627
Subject: Re: Honeycutt Park, DWQ Project # 05-0627
From: Cyndi Karoly <[e-mail]>
Date: Tue, IS Apr 2006 14:29:29 -0400
To: [e-mail]
Lee - I have reviewed the file. Mr. Hoppe's assumptions is not correct. I'd attach
the Buffer Authorization but our computers are still not functioning properly (new
server issues). There is a specific note on the file jacket that the stormwater plan
referenced in the application (namely the bioretention area in the median and the
stormwater management pond) has not been approved by DWQ. Furthermore, the
Authorization has a condition requiring diffuse flow of stormwater such that it will
not re-concentrate before discharging into the UT to Honeycutt Creek. There is not a
condition in this Authorization requiring state review of the stormwater plan.
There is no 401 Certification for this project because there is no fill in streams or
wetlands (they're using a bridge). Had there been a 401, we would have required full
review by DWQ of the stormwater management plan. The application we received, and
our subsequent approval, in no way implies that the stormwater plan has been reviewed
or approved by the state. By no means would we claim that our Authorization would
serve to meet the County's stormwater requirements. Our review only included buffer
impacts and required diffuse flow of stormwater entering those buffers.
Lee.Sauiresgco.wake.nc.us wrote:
I received a Approval letter dated June 7, 2005 for the above referenced
project via fax from John Hoppe, City of Raleigh Parks and Recreation
Director. It is John Hoppe assumption that this letter also addresses
State Approval in reference to Stormwater Plans. The site construction and
grading plans dated April 27, 2004 indicate permanent wet basin located at
the northwestern corner of the property with associated convenience
systems. Is John Hoppe assumption correct. Please Respond.
Regards..
Lee R. Squires, PE
Wake County Stormwater and Floodplain Manager
919-856-6199
1 of 1 4/18/2006 2:32 PM
O?O? W A '1F
9?G
co
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
June 7, 2005
J. Russell Allen, City Manager
PO Box 590
Raleigh, NC 27602
Alan W. Klimek, P.E. Director
Division of Water Quality
DWQ Project # 05-0627
County: Wake
Subject Property: Honeycutt Park
UT to Honeycutt Creek [03-04-01, 27-20-(2), WS-IV, NSW CA (nutrient
sensitive, critical area)]
APPROVAL of Neuse River Buffer Rule (15A NCAC 02B .0233) Authorization Certificate
Dear Mr. Allen:
You have our approval, in accordance with 15A NCAC 02B .0233 and any conditions listed below, to
impact approximately 1,940 ftZ of Zone 1 and 1,388 ftZ of Zone 2 of the protected riparian buffers for the
purpose of constructing the greenway trail at the subject property as described within your application
dated March 8, 2005 and received by the Division of Water Quality on April 12, 2005. In addition, you
should obtain or otherwise comply with any other required federal, state or local permits before you go
ahead with your project including (but not limited to) Erosion and Sediment Control, Non-discharge
Water Supply, Watershed regulations.
This approval is for the purpose and design that you described in your application. If you change your
project, you must notify us and you may be required to send us a new application. If the property is sold,
the new owner must be given a copy of this authorization and approval letter and is thereby responsible
for complying with all conditions. This approval requires you to follow the conditions listed below.
The Additional Conditions of the Certification are:
1. Impacts Approved
The following impacts are hereby approved as long as all of the other specific and general
conditions of this Certification (or Isolated Wetland Permit) are met. No other impacts are
approved including incidental impacts:
Amount Approved
(Units) Plan Location or Reference
Buffers 3,328 (square ft. C1.1
2. Diffuse Flow
An additional condition is that all stormwater shall be directed as diffuse flow at non-erosive
velocities through the protected stream buffers and will not re-concentrate before discharging into
the stream as identified within 15A NCAC 2B .0233(5).
'01 Wetlands Certification Unit
'50 Mail Service Center, Raleigh, North Carolina 27699-1650
`l Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
,e: 919-733.1786/ FAX [phone]/ Internet: http://h2o.enr.state.nc.us/ncwetlands
One
N ithCarolina
Aafura!!y
al Opportuniy/Affirmative Action Employer- 50% Recycled/l0% Post Consumer Paper
I1
J. Russell Allen
Page 2 of 3
6/7/05
3. Protective Fencing
The outside buffer, wetland or water boundary and along the construction corridor within these
boundaries approved under this authorization shall be clearly marked with orange warning
fencing (or similar high visibility material) for the areas that have been approved to infringe
within the buffer, wetland or water prior to any land disturbing activities to ensure compliance
with 15A NCAC 2B .0233.
4. No Sediment and Erosion Control Measures in Wetlands
Sediment and erosion control measures shall not be placed in wetlands or waters to the maximum
extent practicable. If placement of sediment and erosion control devices in wetlands and waters
is unavoidable, they shall be removed and the natural grade restored within six months of the date
that the Division of Land Resources or locally delegated program has released the project.
5. No Impacts Beyond those in Application
No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas
beyond the footprint of the impacts depicted in the Pre-construction Notification. All
construction activities, including the design, installation, operation, and maintenance of sediment
and erosion control Best Management Practices, shall be performed so that no violations of state
water quality standards, statutes, or rules occur.
6. No Stream Impacts
Your application states that conspan bridge system will be used to cross the stream and that no
impacts will occur to either wetlands or streams. This letter does not approve any impacts to
streams or wetlands. The proposed project must comply with all applicable water quality
standards as listed in 15A NCAC 02B .0200. The placement of the bridge system shall not be
conducted in a manner that may result in aggradation, degradation or significant changes in
hydrology of the stream bed and bank, adjacent to or upstream and downstream of the structure.
The openings must be provided to maintain the natural hydrology of the system as well as prevent
constriction of the floodway that may result in aggradation, degradation or significant changes in
hydrology of streams.
7. Certificate of Completion
Upon completion of all work approved within this authorization, and any subsequent
modifications, the applicant is required to return the attached certificate of completion to the
401 /Wetlands Unit, North Carolina Division of Water Quality, 1650 Mail Service Center,
Raleigh, NC, 27699-1650.
Any disputes over determinations regarding this Authorization Certificate (associated with the approved
buffer impacts) shall be referred in writing to the Director for a decision. The Director's decision is
subject to review as provided in Articles 3 and 4 of G.S. 150B. This Authorization Certificate shall
expire five (5) years from the date of this letter.
This letter completes the review of the "No Practical Alternatives" determination under 15A NCAC 2B
.0233. If you have any questions or would like a copy of the buffer rules, please call [phone].
This letter does not authorize any impacts to either Waters of the United States or Waters of the State.
J. Russell Allen
Page 3 of 3
6/7/05
Please contact the US Army Corps of Engineers (USACE) or NC Division of Water Quality (DWQ) if
any impacts are proposed to either of these waters.
Sincerely,
J L?
r'A1a W. Klimek, P.E.
AWKldae
Enclosures: Certificate of Completion
cc: DWQ Raleigh Regional Office
DLR Raleigh Regional Office
File Copy
Central Files
Joel Tyner-HSMM, 181 East Evans St., Suite 23-BTC-105, Florence, SC 29506
Filename: 050627HoneycuttPark(Wake)buffer only

II April 2005
Division of Water Quality
2321 Crabtree Blvd. Suite 250
Raleigh, NC 27604
Re: Pre-Construction Notification
Honeycutt Park
Raleigh, North Carolina
HSNINI Commission No. 60375
Dear Sir or Madam:
Rig@ Eg g 0
APR 1 2 2005
1'i'ETLAIMANO ASTM' TRERA U
Please find the following Pre-Construction Notification Application for the construction of
Honeycutt Park in Raleigh, NC. We have included the following items in this submittal for your
approval:
1) Five (5) copies of plan and detail drawings that pertain to drainage and sediment and erosion
control
2) Five (5) copies of specification sections for erosion control
3) Five (5) copies of calculations and sediment and erosion control narrative
4) Five (5) copies of site location maps.
5) Five (5) copies (1 original) executed PCN forms.
A greenway trail will encroach upon buffer areas on this project. A prefabricated bridge system will
be used to span the creek in order to minimize effects to the buffer areas.
Should you have any comments or questions, feel free to contact us.
Sincerely,
HSMM
d G?-
/Joel Tyner
Enclosures: As noted
Copy to: HSMM Client
Reading Files
State
U.TILES .60000Scries',60375.Cor csp'.Letters' 1Ecncies'State'.DR'Q sutnnittal letter 4_I 1_05 doc
Hayes, Seay, Mattern Mattern, Inc. ARCHITECTS EtdGIPJEERS PLANNERS

ARCHITECTS ENGINEERS PLANNERS
11 April 2005
Division of Water Quality
2321 Crabtree Blvd. Suite 250 D?Q
Raleigh, NC 27604 V
APR 1 2
Re: Pre-Construction Notification ?Q?? .
Honeycutt Park
-_C'`?•t?iT?R
Raleigh, North Carolina wYi?ST??t?
HSMM Commission No. 60375
Dear Sir or Madam:
Please find the following Pre-Construction Notification Application for the construction of
Honeycutt Park in Raleigh, NC. We have included the following items in this submittal for your
approval:
1) Five (5) copies of plan and detail drawings that pertain to drainage and sediment and erosion
control
2) Five (5) copies of specification sections for erosion control
3) Five (5) copies of calculations and sediment and erosion control narrative
4) Five (5) copies of site location maps.
5) Five (5) copies (1 original) executed PCN forms.
A greenway trail will encroach upon buffer areas on this project. A prefabricated bridge system will
be used to span the creek in order to minimize effects to the buffer areas.
Should you have any comments or questions, feel free to contact us.
Sincerely,
HSMM
d G?
)Joel Tyner
Enclosures: As noted
Copy to: HSMM Client
Reading Files
State
N:V'ILES'50000Scria\60375\Cortesp`,Lettm\Agencia%State\DWQ submittal Ictta 4_I 1_05.dx
Hayes, $eay, Mattern 8R Mattern, Inc. ARCHITECTS ENGINEERS PLANNERS
181 East Evans Street Su'e 23 BTC-105 Florence SC 29506 Tel.:[phone] Fax:[phone] e-ma l.h;mm FoChsmm.com w.w .h;mm.corn
Office Use Only: Form Vcrsion May 2002
USACE Action ID No. DWQ No.
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
1.
II.
Processing
1. Check all of the approval(s) requested for this pro'ect:
? Section 404 Permit V Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
? 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested:
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?

Owner/Applicant Information D
Name: J RugSil l Allen i? y Man 9er n nn 7 n 2005
Mailing Address:
P. Q $ ox 5,96 DEER - V.1aTr!a of I -I V
R je i a kl 14C 2 7 602 ?c'TIAUDSRtiO STOi „ ??hTER CZ?tdCtl
Applicant Information
Telephone Number: /9 - R90- 3076 Fax Number: 919 - 890 - 30$0
E-mail Address: J. a uSZ I I I lan P C c ra I P iaki . n c US
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: Joel Tyner
Company Affiliation: 11sru11
Mailing Address: 181 East Evans St.
Suite 23 -- BTC -- 105
Florence, SC 29506
Telephone Number: 843-669--4491 Fax Number: 843-664-2881
E-mail Address: [e-mail]
Page 5 of 12
j
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: Honeycutt Park
2. T.I.P. Project Number or State Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN): 1718.13--03-8417
4. Location
County: Wake Nearest Town: Raleigh
Subdivision name (include phase/lot number):
Directions to site (include road numbers, landmarks, etc.): From 1--540 west in Raleigh
take exit 14 Falls of Neuse Rd. turn right. Go .85 miles. Turn left on
Durant. Go 1.25 miles. Turn left on Honeycutt Road. Site is approximatell
.65 miles on right.
5. Site coordinates, if available (UTM or Lat/Long):350 53' 45" N, 780 38' 20" w
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres): 29.26 acres
7. Nearest body of water (stream/river/sound/ocean/lake): Unamed tributary Honeycutt Creek
8. River Basin: Neuse River Basin
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at littp://h2o.enr.state.nc.us/admin/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: The site is currently wooded with a Progress Energy
easement and electrical appurtenances. The site is bordered by Clear Creek Farm
Drive, Honeycutt Road, and I--540. There are a few residential home sites at the
end of Clear Creek Farm Drive (North boundary).
Page 6 of 12
10. Describe the overall project in detail, including the type of equipment to be used: The project
will consist of land clearing and grading activities for the construction of
a recreational park facility. Logging equipment, bull dozers, motor graders,
and trackhoes will be used for the construction.
11. Explain the purpose of the proposed work: This work will be for a public use park.
There will be baseball, basketball, volleyball, and tennis. There will also-be
a greenway trail in this park.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
A -Ju(0,15biCTIO.VAL 1)GTEi2Mt,'JA7-toi,1 t?Az, co.y icT-=j> i.'J -)AV,)AIZ.Y Oe ?Cis - 12111)Ei?
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APPLI(_Ali iuN F-)L1F_ O LACK (,,F /tiiPAcF,S fTD (t/t=i L /V1)
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
No future permits anticipated.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
Page 7 of 12
1. Provide a written description of the proposed impacts: Wetlands, open water, and
stream channels are not to be impacted.
2. Individually list wetland impacts below:
Wetland Impact
Site Number
indicate on ma
Type of Impact* Area of
Impact
acres Located within
100-year Floodplain**
es/no Distance to
Nearest Stream
linear feet
Type of wetland***
---- ---- ---- ---- ---- ----

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps arc available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://wwNv.fema.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: o. 20 Acres
Total area of wetland impact proposed: ----
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact
Site Number
indicate on ma
Type of Impact* Length of
Impact
linear feet
Stream Name** Average Width
of Stream
Before Impact Perennial or
Intermittent?
leasespecify)
---- ---- ---- ---- ----

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.usgs.gov. Several intcmct sites also allow direct download and printing of USGS maps (e.g., wHw.topozone.com,
?c??w.ma?uest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: No impact
Page 8 of 12
i
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below:
Open Water Impact
Site Number
indicate on ma
Type of Impact* Area of
Impact
acres Name of Waterbody
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.
---- ---- ---- ----

' List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ?X uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): excavation
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): stormwater detention/nutrient removal
Size of watershed draining to pond: 6.34 AC Expected pond surface area: q _Mb SF
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 to open waters, streams, and wetlands are not expected. Disturbance
will be avoided by using a conspan bridge system to span the perrenial stream.
Impacts to riparian buffers will be addressed in Section X, but will be necessary
for Greenway Trail Construction.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
Page 9 of 12

USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
-mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and 'maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing,. or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http:/ih2o.enr.state.nc.us/newet]ands/strmgide.html.
Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
N/A
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/wM/index.litm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Amount of stream mitigation requested (linear feet): N/A
Amount of buffer mitigation requested (square feet):' WIA SEE 5ECr/at4 X.
Amount of Riparian wetland mitigation requested (acres): N/A
Amount of Non-riparian wetland mitigation requested (acres): N/A
Amount of Coastal wetland mitigation requested (acres): N/A
Page 10 of 12
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federaUstate) funds or the use of public
(federaUstate) land?
Yes ? No
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 ? N/A
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 ? N/A
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 213 .0233
euse) 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes E No ? If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet Multiplier Required
Mitigation
1 1940 3 5820
2 1388 1.5 2082
Total 3328 7902
Gone 1 extends out 3U feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
Page 11 of 12
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or.0260.
asv41)
X.I.
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
Existing impervious (various concrete) .049 acres - Proposed impervious (parking,
courts) 2.18 acres. A Bioretention area in the median and a storm water management
pond will be used for stormwater management. Silt fence, level spreader, and
XII. Sewage Disposal (required by DWQ) sediment traps will be used as well.
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
Wastewater will undergo onsite treatment by a septic tank system. Effluent
will be pumped across bridge system to drain tile field.
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact pe it application?
Yes ? No&
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
N/A
S -- 0s,
A?plicant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 12 of 12
Stormwater (required by DWQ)
LOCATION MAP

SECTION 02203
EROSION CONTROL
PART I GENERAL
1.01 SECTION INCLUDES
A. Temporary erosion and sediment control measures.
1.02 REFERENCES
A. Publication listed below forms part of section to extent referenced. Publication is
referenced in text by basic designation only.
1. North Carolina Department of Environment and Natural Resources.
a. N.C. Administrative Code Title 15, Chapter 4 Sedimentation Control as
amended July 1, 2000.
B. Section 02921 - Seeding
1.03 SUBMITTALS
A. SD-13, Certificates
1. Fabric sediment barrier.
1.04 ENVIRONMENTAL REQUIREMENTS
A. Erosion and sediment control plan and Land Disturbance Permit will be prepared,
submitted, and paid for by Owner. The notice will be posted as required by the
Contractor on site with required protection from the elements.
PART 2 PRODUCTS
Conform to requirements of Project Manual and Drawings
2.01 TEMPORARY SEDIMENT TRAP
A. Class B riprap and No. 57 washed stone and detailed on the drawings.
1. Class B Riprap shall consist of field stone or rough quarry stone and shall be sound,
tough, dense and resistant to the action or air and water. The specific gravity of
individual stones shall be at least 2.5.
2. Maximum stone diameter shall be 14 inches.
3. D50 shall be 9 inches.
4. No. 57 washed stone shall consist of crushed stone or gravel free of dust, soft
pieces, disintegrated particles and vegetable matter and shall meet the following
gradation requirements:
Percent By
Sieve Size Weight Passing
1 %Z inch 100
1 inch 90 - 100
3/4 inch 20 - 55
©HSMM, 2004 02203 - 1
Comm. # 60375
1 /2 inch
3/8 inch
2.02 OTHER RIPRAP
0-10
0-5
A. Other riprap shall be as specified above for temporary sediment trap except that Class A
riprap is also permitted for check dam riprap.
2.03 SILT FENCE
A. Silt fence shall be composed of high-tenacity polypropylene yarns, which are woven
into a stable network such that the yarns retain their relative position. It shall be inert to
biological degradation and resistant to naturally encountered chemicals, alkalis, and
acids. It shall meet AASHTO M288-00 specification for unsupported silt fence, and the
following properties:
Property
Grab Tensile Strength
Grab Tensile Elongation
Trapezoid Tear Strength
Mullen Burst Strength
Puncture Strength
Apparent Opening Size
Permittivity
Flow Rate
UV Resistance (at 500 hours)
Weight
Thickness
Roll Width
2.04 OTHER FILTER FABRIC
Test Method Units Minimum Average Roll Value
MD CD
ASTM D 4632 kN (lbs) 0.55 (124) 0.55 (124)
ASTM D 4632 % 15 15
ASTM D 4533 kN (lbs) 0.29 (65) 0.29 (65)
ASTM D 3786 kPa (psi) 2060 (300)
ASTM D 4833 kN (Ibs) 266(60)
ASTM D 4751 mm (U.S. Sieve) 0.600 (30)
ASTM D 4491 sec-1 0.10
ASTM D 4491 1/min/m2 (gal/min/ ft2) 405 (10)
ASTM D 4355 % strength retained 70
ASTM D 5261 g/m2 (oz/yd2) 108 (3.2)
ASTM D 5199. mm (mils) 0.38 (15)
N/A m (ft) 0.9(3)
A. Other filter fabric unless otherwise indicated shall be as specified in Riprap Section
02373.201.B.
PART 3 EXECUTION
3.01 EROSION CONTROL SYSTEM
A. Contractor shall comply with all local, state and federal laws, ordinances, rules and
regulations pertaining to erosion and sediment control, including those promulgated by
the State of North Carolina in accordance with the N.C. Administrative Code, Title 15,
©HSMM, 2004 02203 - 2
Comm. # 60375
Chapter 4, Sedimentation Control as amended July 1, 2000.
B. Contractor shall take all measures to control erosion and sedimentation along pipeline
rights of way, at the construction site, including borrow and waste areas and temporary
access roads, and at off-site areas especially vulnerable to damage from erosion and
sedimentation. Work shall be scheduled so that areas subject to erosion are exposed for
the shortest possible time. Temporary protection shall be required for exposed or
disturbed areas until permanent vegetation is established, and shall consist of temporary
grass cover, mulch, netting or plastic sheets; except that temporary grass cover shall be
provided where specifically noted on the plans.
C. Erosion and sediment control measures shown on the project drawings represent the
minimum measures required. Based upon site conditions and construction procedures
and methods utilized by the Contractor additional measures may be required. These
shall be provided by the Contractor at no additional expense to the Owner.
3.02 TEMPORARY MEASURES
A. Throughout construction, take temporary measures to control erosion and to minimize
siltation of adjacent property, streets, drainage ditches, storm drains, and waterways.
B. Temporary Silt Fences
1. Immediately after site clearing, temporary silt fences shall be placed in the
locations as shown on the plans. Silt fences shall consist of Mirafi 100X drainage
and filtration fabric attached to a temporary support system of galvanized woven
- wire mesh and steel posts. Height of fabric above grade shall be as shown. Fabric
skirt shall be buried to anchor the bottom edge of the fabric. Posts shall be spaced
not more than 10 feet apart.
a. As far as practicable, fences shall be located on uniform contours and arranged
at right angles to the runoff direction. Fence ends shall be turned up the
contour for a short distance to prevent bypass of silt.
b. Silt fences shall be inspected periodically and all necessary repairs promptly
made. Sediment deposits shall be removed when deposits reach one-half the
height of the fence. Removed sediment shall be disposed of in a suitable area
and stabilized to prevent erosion and sedimentation.
c. Silt fences shall be removed as soon as disturbed areas and slopes have been
properly stabilized.
d. Filter fabric attached to existing chain link fence for erosion control purposes
shall be installed as detailed for temporary silt fences, including height of
fabric above grade and fabric skirt anchoring requirements. Fabric shall be the
same material used for temporary silt fences. Fabric shall be removed as soon
as disturbed areas and slopes have been stabilized.
C. Temporary protection for storm drainage pipes shall be installed as detailed on the
drawings. This measure shall generally consist of a temporary sediment trap to catch
silt and sediments to prevent off-site sedimentation from occurring. After these
measures are installed, they shall be seeded and mulched and maintained until ditches
are stabilized. Upon stabilization of upstream channels, the temporary traps are to be
removed and the area regraded to the final contours or cross-section. The area shall be
reseeded, mulched and maintained until permanent vegetative covering is established.
©HSMM, 2004 02203 - 3
Comm. # 60375
D. Temporary protection for sloping construction areas shall be installed as detailed on the
drawings. This measure shall generally consist of right of way diversion bars with
check dams to slow the water runoff velocity and to catch silt and sediments to prevent
off-site sedimentation from occurring. After these measures are installed, they shall be
.seeded and mulched and maintained until the disturbed areas are stabilized. Upon
stabilization of the disturbed areas, the right of way diversion bars with check darns are
to be removed and the area regraded to the final contours or cross-section. The area
shall be reseeded, mulched and maintained until permanent vegetative covering is
established.
E. Temporary protection for new roads shall be installed as detailed on the drawings. This
measure shall generally consist of a temporary gravel construction site entrance to
control erosion on temporary construction routes and parking areas.
F. Compliance: When repeated failure to control erosion and siltation occurs, Owner
reserves right to employ outside assistance or to use his own forces to provide erosion
control indicated and specified. Cost of such work, plus related engineering costs, will
be deducted from monies due Contractor for other Work.
G. Maintenance: Inspect all erosion and sediment control measures during or immediately
following initial installation, at least once in every two-week period, within 48 hours
following any runoff producing storm event, and at the completion of the project prior
to the release of any performance bonds.
H. Remove temporary erosion and sediment control measures within 30 days after final site
stabilization or after the temporary measures are no longer needed, unless authorized by
the local program administrator. Permanently stabilize the trapped sediment and the
disturbed soil area resulting from the disposition of the temporary measures.
3.03 TEMPORARY SEEDING SCHEDULE
Date Type Planting Rate
Sep 15 -Mar 30 Tall Fescue and 70 lbs/Acre
Winter Rye (Grain) 25 lbs/Acre
Apr 1 -Aug 15 Tall Fescue and 120 lbs/Acre
German Millett *** 25 lbs/Acre
Or Sudangrass 30 lbs/Acre
(Small-Stemmed Var.) ***
Consult conservation engineer or soil conservation service for additional information
concerning other alternatives for vegetation of denuded areas. The above vegetation
rates are those which do well under local conditions; other seeding rate combinations
are possible.
***Temporarv - Reseed according to optimum season for desired permanent
vegetation. Do not allow temporary cover to grow over 12" in height before mowing,
otherwise fescue may be shaded out.
©HSMM, 2004 02203 - 4
Comm. # 60375
3.04 EMERGENCY CONDITIONS
A. If unusually intense storms cause planned control measures to fail, prompt restoration
and cleanup of sediment deposits shall be made, including damage to adjacent property.
If construction is delayed or shut down, temporary cover of exposed and disturbed areas
shall be provided.
3.05 CONSTRUCTION SEQUENCE
A. Obtain all applicable approvals and permits.
B. Locate clearing and grubbing limits; clear and grub.
C. Install silt fences.
D. Complete earthwork (trenching) on site.
E. Construct temporary sediment traps, riprap channel crossing, right-of-way diversions,
check dams, drop inlet sediment protector and secure filter fabric to curb inlets, and
install erosion control blankets and temporary construction site entrances.
F. Temporary grass disturbed areas.
G. Permanent grass after grass is established.
H. Remove sediment traps, check dams, right-of-way diversions and regrade. Riprap shall
be moved and relocated as directed by the Engineer.
1. Regrass all necessary areas.
J. Remove silt fences, drop inlet sediment protectors, and filter fabric from curb inlets
after final stabilization.
3.06 MAINTENANCE PLAN
A. All erosion and sediment control practices will be checked for stability and operation
following every runoff-producing rainfall, but in no case less than once per week. Any
needed repairs will be made immediately to maintain all practices as designed.
B. Sediment will be removed from sediment traps when storage capacity has geen
approximately fifty percent (50%) filled. Replace the contaminated part of the gravel
facing. Removed sediment shall be disposed of in a suitable area and stabilized to
prevent erosion and sedimentation.
C. The sediment fence, drop inlet sediment protector, and filter fabric on curb inlets will be
repaired as necessary to maintain a barrier. Sediment will be removed from behind the
fence or protector when it becomes about 0.5 feet deep. Sediment will removed from
curb inlet filter fabric when it becomes 3 inches deep. Removed sediment shall be
disposed of in a suitable area and stabilized to prevent erosion and sedimentation.
D. Inspect construction roads periodically for condition of surface. Topdress with new
©HSMM, 2004 02203 - 5
Comm. # 60375
gravel as needed. Check road ditches and other seeded areas for erosion and
sedimentation after runoff-producing rains. Maintain all vegetation in a healthy,
vigorous condition. Sediment-producing areas should be treated immediately.
E. All seeded areas will be fertilized, reseeded as necessary, and mulched according to
Section 02936 - Seeding to maintain a vigorous dense vegetative cover.
F. The appropriate forms will be completed and submitted for the project file after each
weather event.
END OF SECTION
©HSMM, 2004 02203 - 6
Comm. # 6037
I-
SUPPLEMENTAL INFORMATION
STORM`VATER MANAGEMENT CALCULATIONS
HONEYCUTT
NVAKE, NORTH CAROLINA
Prepared For:
City of Raleigh
Parks and Recreation
PO Box 590
Raleigh, North Carolina 27602
Prepared By:
Hayes, Seay, Mattern & Mattern, Inc.
181 E. Evans Street
Suite 23, BTC-105
Florence, South Carolina 29506
HSMM Commission No. 60375
CAROL1*?''•.
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HONEYCUTT
WAKE COUNTY, NORTH CAROLINA
STORMWATER MANAGEMENT
General Background
The pre-developed site rises to a maximum elevation of 432 feet in the eastern edge of the
property with drainage patterns flowing from this high point to the south, north, and west. All
drainage from the site eventually makes its way to Honeycutt Creek, with runoff from the north
being the most direct.
The North Carolina Department of Environmental and Natural Resources (NCDENR) requires
that the if the % impervious cover on the post developed site is greater than 12 % than a SWM
basin must be designed to catch the first %2 inch of stormwater from the impervious cover greater
than 12 %. The subject Property is within the Neuse River District so it is subject to
additional quantity and quality requirements. If the post-developed property exceeds greater
than 15 % impervious cover, then the 1 year, 24 hour runoff from each discharge point can not
exceed pre-developed conditions.
There will not be an increase in runoff since the runoff from the pre-developed watershed areas
will be conveyed to a stormwater management (SWM) basin to the north west. The spillway
must be able to pass the 100-year storm with at least a half foot of freeboard. The SWM basin
draws down over a 24-72 hour period and removes 85 % of the suspended solids.
All hydrographs and peak flows were generated using the SCS TR-55 method. All supporting
calculations, charts, and drainage maps can be found in Appendix A - only summaries are given
in this narrative.
Pre-Development Hydrology
The existing surface cover is almost entirely wooded with the remainder being either a
weed/brush mix or road. The following table summaries the peak runoff for pre-developed
condition:
DESCRIPTION SUB-BASINS AREA ACRES CN Tc j CFS
A 1, 2, 3, 4 16.87 56 0.63 1
B and C 5, 6, 7, 8 7.43 57 0.65 1
D 9,10 5.19 57 0.57 1
The allowable peak runoff at each of the discharge points can not exceed the pre-developed peak
runoff from the 1 year, 24 hours storm event.
Stormwater Management Plan
Honeycutt Park
Wake County, North Carolina
Post-Development Hydrology (General)
The post developed drainage patterns are divided into the same four basins as pre-developed,
with the exception that Basin C contains only sub-basin 7 and Basin D contains sub-basin 8,9,
and 10.
Post-Development Hydrology (A- bypass flow)
Development in Basin A is comprised of a portion of the baseball field and minimal clearing of
woodlands. The surface cover is primarily woodlands and grass. The post-developed grades do
not allow for runoff to be conveyed to the West Basin. The bypass flow is runoff mostly
pervious areas. As such, the post-development flow is not increased.
Post-Development Hydrology (Basin B)
Development in Basin B watershed is comprised of tennis courts, basketball courts, volleyball
courts, and a portion of the baseball field. Runoff from this watershed is directed to the West
Basin.
Post-Development Hydrology (Basin C)
Development in Basin C watershed is comprised of a parking lot and storm drain system. The
storm drain system was designed to convey the 10- year storm. Runoff from this watershed is
directed to the West Basin.
Post-Development Hydrology D- bypass flow)
Development in Basin D watershed is comprised of a baseball field. The flow from this basin
does not significantly increase after development. The bypass flow is runoff from mostly from
pervious areas that flow to the design outfall but do not pass through the West SWM basin.
Post-Development Hydrology (Summary
The following table summarizes the peak runoff for the post-developed conditions without a
SWM structure:
BASIN SUB-BASINS AREA ACRES CN Tc Q CFS
A 1, 2, 3, 4 15.82 58 0.76 1
B and C 5,6, 7 6.34 73 0.73 4
D 8, 9,10 6.59 60 0.99 1
2 Stormwater Management Plan
Honeycutt Park
Wake County, North Carolina
I
SWM Basin
The SWM basin has a bottom of pond elevation of 376 feet and a high elevation of 384 feet. The
discharge of the basin is controlled by an outlet structure that consists of a 18-inch diameter
multi-stage riser.
The SWM outlet structure consists of the following:
• 18" diameter perforated riser
• 18" conduit exiting the riser under the berm at a minimum 0.5% slope
All flow exits the basin via the 18-inch conduit.
Summary
The following table contains a summary of pre and post-developed conditions.
PRE-
DEVELOPED SUB-BASINS AREA (ACRES) CN Tc Q (CFS)
A 1, 2, 3, 4 16.87 56 0.63 1
B and C 5,6, 7, 8 7.43 57 0.65 1
D 9,10 5.19 57 0.57 1
POST-
DEVELOPED SUB-BASINS AREA (ACRES) CN Tc Q (CFS)'
A 1, 2, 3, 4 15.82 57 0.8 1
West Basin
Discharge 5,6, 7 ----------------- ----------------- ----------------- 0.2
D 8, 9,10 6.59 60 0.99 71-
The western basin was designed to ensure that the post-development peak runoff leaving the site
does not exceed the pre-development peak. The western basin reduces the 1-year peak post-
development peak discharge to less than the 1-year pre-development peak discharge and does not
overflow during the 100-year storm. The 1- year -storm is also detained for 48 hours to reduce
the probability of downstream erosion.
3 Stormwater Management Plan
Honeycutt Park
Wake County, North Carolina
TSS Removal
The permanent pool was sized to remove greater than 85 % of the Total Suspended Solids (TSS)
as shown in the following equation:
SA
SA = DA x DA x 43560cf
100 acre
0.85 f
43,5 re _ 2,347sf
SA = 1
00 x 6.34acres x acre
100
Where : SA/DA is found in the table "SA/DA Ratio for Permanent Pool Sizing to Achieve 85 %
TSS Reduction," on Page 3-11 of the City of Raleigh and Wake County Stormwater Design
Manual given that the percent impervious cover = 30 % and depth = 6 feet.
The surface area of the permanent pool is 18,021 sf which is greater than the 2,347 sf required.
4 Stormwater Management Plan
Honeycutt Park
Wake County, North Carolina
3.2.1 Wet Ponds
Wet retention / detention ponds should be designed with a minimum detention time of 48 hours. If the
retention pond is to be designed for only water quality purposes, then the pond should be designed to
capture the water quality volumes as specified by the City and County.
• Minimum length to width ratio of 3:1 (preferably expanding outward toward the outlet). Irregular
shorelines for larger ponds also provide visual variety.
• Inlet and outlet located to maximize flow length. Use baffles if short-circuiting cannot be prevented
with inlet-outlet placement. Long flow paths and irregular shapes are recommended.
e Minimum depth of permanent pool 2 to 3 feet, maximum depth of 6 to 8 feet. Average depth should
be 3 to 7 feet, based on the criteria of the State of North Carolina as shown in the table below.
• Design for full development upstream of control.
• Side slopes should be no greater than 3:1 if mowed.
• Rip-rap protection should be provided (or other suitable erosion control means) for the outlet and all
inlet structures into the pond. Individual boulders or baffle plates can work for this.
• Minimum drainage area of 10 acres.
• Anti-seep collars or filter diaphragms should be provided on barrel of principal spillway.
• If reinforced concrete pipe is used for the principal spillway, O-ring gaskets (ASTM C361) should be
used to create watertight joints.
• One (1) foot minimum freeboard above peak stage for top of embankment.
• Emergency drain; i.e. sluice gate, drawdown pipe; capable of draining within 24 hours should be
installed.
• Emergency spillway designed #o pass the 100-year storm event.
• Bypass greater than the design storms.
• Trash racks, filters, hoods or other debris control provided on riser.
• Principal spillway/riser should incorporate anti-floatation, anti-vortex, and trash-rack designs.
• Maintenance access minimum of 25 feet wide.
• Provide benchmark for sediment removal.
• Emergency drain to allow draw-down within 24 hours.
Recommended Specifications
• Multi-objective use such as amenities or flood control.
• Landscaping management of buffer as meadow.
• Design for multi-function as flood control and extended detention.
• Minimum length to width ratio of 3:1 to 4:1 (preferably wedge shaped).
• Use reinforced concrete instead of corrugated metal for pipes.
SA/DA Ratios for Permanent Pool Sizing to Achieve 85% TSS Reduction
IMPERVIOUS

PERCENT

3.0

3.5 PERMANENT POOL
DEPTHS IN FEET
4.0 4.5

5.0

5.5

6.0
10% 0.59 0.54 0.49 0.47 0.43 0.39 0.35
20% 0.97 0.88 0.79 0.75 0.70 0.65 0.59
30% 1.34 1.20 1.08 1.03 0.97 0.91 0.85
40% 1.73 1.58 1.43 1.36 1.25 1.14 1.03
50% 2.00 1.82 1.73 1.64 1.50 1.40 1.33
60% 2.39 2.09 2.03 1.87 1.66 1.56 1.51
70% 2.75 2.44 2.27 2.12 1.96 1.87 1.79
• Sediment forebay for larger ponds (often designed for 5 to 15 percent of total volume). Forebay
should have separate drain for de-watering. Grass biofilters for smaller ponds.
e Consider artificial mixing for small sheltered ponds.
e Provision should be made for vehicle access at a 4:1 slope.
e Impervious soil boundary to prevent drawdown may be needed.
Stormwater Design Standards 3-11 2" Draft 07102101
APPENDIX A
TR-55 Report
SCS Hydraflow Hydrograph Report
Storm Sewer and Nutrient Removal Calculations
Drainage Maps
5 Stormwater Management Plan
Honeycutt Park
Wake County, North Carolina
TR-55 Report
Stormwater Management Plan
Honeycutt Park
Wake County, North Carolina
SCS Hydraflow Hydrograph Report
1-Year and 100-Year Storms
Stormwater Management Plan
Honeycutt Park
Wake County, North Carolina
WinTR-55 Current Data Description
--- Identification Data ---
User: KPB Date: 07/28/2004
Project: Honneycutt Units: English
SubTitle: Pre-Development Areal Units: Acres
State: North Carolina
County: Wake
Filename: C:\Documents and Settings\kbarbee\Application Data\WinTR-55\area a pre.w55
--- Sub-Area Data ---
Name Description Reach Area(ac) RCN Tc
------------------------------------------------------------------------------
Area A Pre-Development Outlet 16.87 56 0.630
Total area: 16.87 (ac)
--- Storm Data --
Rainfall Depth by Rainfall Return Period
F
2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
(in) (in) (in) (in) (in) (in) (in)
--------------------------------------------------------------------------------
3.7 4.8 5.7 6.6 7.3 8.2 3.1
Storm Data Source: Wake County, NC (NRCS)
Rainfall Distribution Type: Type II
Dimensionless Unit Hydrograph: <standard>
WinTR-55, Version 1.00.00 Page 1 07/28/2004 1:32:29 PM
KPB Honneycutt
Pre-Development
Wake County, North Carolina
Storm Data
Rainfall Depth by Rainfall Return Period
2-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1-Yr
(in) (in) (in) (in) (in) (in) (in)
--------------------------------------------------------------------------------
3.7 4.8 5.7 6.6 7.3 8.2 3.1
Storm Data Source: Wake County, NC (NRCS)
Rainfall Distribution Type: Type II
Dimensionless Unit Hydrograph: <standard>
F
WinTR-55, Version 1.00.00 Page 1 07/28/2004 1:32:30 PM
KPB Honneycutt
Pre-Development
Wake County, North Carolina
Watershed Peak Table
Sub-Area Peak Flow by Rainfall Return Period
or Reach 1-Yr
Identifier (cfs)
----------------------------------------------------------------------------------
SUBAREAS
Area A 1.33
REACHES
OUTLET 1.33
F
WinTR-55, Version 1.00.00 Page 1 07/28/2004 1:32:30 PM
KPB Honneycutt
Pre-Development
Wake County, North Carolina
Hydrograph Peak/Peak Time Table
Sub-Area Peak Flow and Peak Time (hr) by Rainfall Return Period
or Reach 1-Yr
Identifier (cfs)
(hr)
----------------------------------------------------------------------------------
SUBAREAS
Area A 1.33
12.45
REACHES
OUTLET 1.33
I
WinTR-55, Version 1.00.00 Page 1 07/28/2004 1:32:30 PM
RPB Honneycutt
Pre-Development
Wake County, North Carolina
Sub-Area Summary Table
Sub-Area Drainage Time of Curve Receiving Sub-Area
Identifier Area Concentration Number Reach Description
(ac)
-----------------
--- (hr)
--
-------
-
Area A 16.87 ----
--
0.630 -------------------
56 Outlet -------------------------
Pre-Development
Total Area: 16.87 (ac)
s
WinTR-55, Version 1.00.00 Page 1 07/28/2004 1:32:30 PM
J
KPB Honneycutt
Pre-Development
Wake County, North Carolina
Sub-Area Time of Concentration Details
Sub-Area Flow Mannings's End Wetted Travel
Identifier/ Length Slope n Area Perimeter Velocity Time
(ft) (ft/ft) (sq ft) (ft) (ft/sec) (hr)
--------------------------------------------------------------------------------
Area A
User-provided 0.630
Time of Concentration 0.630
WinTR-55, Version 1.00.00 Page 1 07/28/2004 1:32:30 PM
A q.
KPB Honneycutt
Pre-Development
Wake County, North Carolina
Sub-Area Land Use and Curve Number Details
Sub-Area Hydrologic Sub-Area Curve
Identifier Land Use Soil Area Number
Group (ac)
--------------------------------------------------------------------------------
Area A CN directly entered by user - 16.87 56
Total Area / Weighted Curve Number 16.87 56
I
WinTR-55, Version 1.00.00 Page 1 07/28/2004 1:32:30 PM
KPB Honneycutt
Pre-Development
Wake County, North Carolina
Hydrograph Peak/Peak Time Table
Sub-Area Peak Flow and Peak Time (hr) by Rainfall Return Period
or Reach 1-Yr
Identifier (cfs)
(hr)
----------------------------------------------------------------------------------
SUBAREAS
Area A 1.33
12.45
REACHES
OUTLET 1.33
F
WinTR-55, Version 1.00.00 Page 1 07/28/2004 11:23:29 AM
KPB Honneycutt
Post-Development
Wake County, North Carolina
Hydrograph Peak/Peak Time Table
Sub-Area Peak Flow and Peak Time (hr) by Rainfall Return Period
or Reach 1-Yr
Identifier (cfs)
(hr)
----------------------------------------------------------------------------------
SUBAREAS
Area A 1.33
12.60
REACHES
OUTLET 1.33
s
WinTR-55, Version 1.00.00 Page 1 07/28/2004 11:28:36 AM
KPB AREA B AND C
Pre-Development
Wake County, North Carolina
Hydrograph Peak/Peak Time Table
Sub-Area Peak Flow and Peak Time (hr) by Rainfall Return Period
or Reach 1-Yr
Identifier (cfs)
(hr)
----------------------------------------------------------------------------------
SUBAREAS
Area BandC 0.71
12.46
REACHES
OUTLET 0.71
F
WinTR-55, Version 1.00.00 Page 1 07/28/2004 11:32:55 AM
KPB AREA B AND C
PostDevelopmentt
Wake County, North Carolina
Hydrograph Peak/Peak Time Table
Sub-Area Peak Flow and Peak Time (hr) by Rainfall Return Period
or Reach 1-Yr
Identifier (cfs)
(hr)
----------------------------------------------------------------------------------
SUBAREAS
Area BandC 3.64
12.34
REACHES
OUTLET 3.64
s
WinTR-55, Version 1.00.00 Page 1 07/28/2004 11:34:49 AM
KPB Honneycutt
Pre-Development
Wake County, North Carolina
Hydrograph Peak/Peak Time Table
Sub-Area Peak Flow and Peak Time (hr) by Rainfall Return Period
or Reach 1-Yr
Identifier (cfs)
(hr)
----------------------------------------------------------------------------------
SUBAREAS
Area D 0.53
12.38
REACHES
OUTLET 0.53
F
WinTR-55, Version 1.00.00 Page 1 07/28/2004 11:19:26 AM
KPB Honneycutt
Post-Development
Wake County, North Carolina
Hydrograph Peak/Peak Time Table
Sub-Area Peak Flow and Peak Time (hr) by Rainfall Return Period
or Reach 1-Yr
Identifier (cfs)
(hr)
----------------------------------------------------------------------------------
SUBAREAS
Area D 0.90
12.67
REACHES
OUTLET 0.90
T
WinTR-55, Version 1.00.00 Page 1 07/28/2004 11:17:09 AM
Hydrograph Return Period Recap
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph
No. type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff 3.75 - Area B and C
2 Reservoir 1 0.21
F Pond
Proj. file: New.gpw Wednesday, Jul 28 2004, 10:26 AM
Hvriraflnw Hvrlrmranhc by Intolienh-
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Jul 28 2004,10:26 AM
Hyd. No. 2
Pond
Hydrograph type = Reservoir Peak discharge = 0.21 cfs
Storm frequency = 1 yrs Time interval = 6 min
Inflow hyd. No. = 1 Max. Elevation = 382.14 ft
Reservoir name = Pond Max. Storage = 17,285 cult
Storage Indication method used. Hydrograph Volume = 7,628 cuff
Pond
Q (cfs) Hyd. No. 2 - 1 Yr
4.00
3.00
2.00
1.00
0.00
Q (cfs)
4.00
3.00
2.00
1.00
0 00
2
0 3 6 9 12 15 18 21 24 27 30 33
Time (hrs)
Hyd No. 2 Hyd No. 1
IL b
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Wednesday, Jul 28 2004, 2:56 Phi
Hyd. No. 2
Pond
Hydrograph type = Reservoir Peak discharge = 16.14 cfs
Storm frequency = 100 yrs Time interval = 6 min
Inflow hyd. No. = 1 Max. Elevation = 382.80 ft
Reservoir name = Pond Max. Storage = 21,533 cult
Storage Indication method used. Hydrograph Volume = 125,326 tuft
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
I
-I - I ---- ---I------1--__ - f __ _ I I I I --- I - I -- --- I -- ---- I- - - - I _- _ - .I
0.00 '
0 2 4
Hyd No. 2
Pond
Hyd. No. 2 -100 Yr
6
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00
8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 1 M= Req. Stor = 21,533 tuft
NUTRIENT REMOVAL CALCULATIONS

ceo
tuuccuutuuciicuccccuiuc_ccutctuutcuucccuttutcuau«ii'
Ivl ! 6 0? 7
Nu -rZac??
7 ? 1
BASIN AREA (AC) UNDISTURBED
O 15.82 13.45 2.31 0.06
® 6.34 0.37 4.03 1.94
6.59 4.17 2.34 0.08
i
------------
MANAGED IMPERVIOUS
-------- - ------
? S r,1 I ;1 ri 0", 7 r-
Method 2 is for residential, commercial and industrial developments
when the entire footprint of the roads, parking lots, buildings and any
other built-upon area is shown on the site plans. This method is
simpler and more accurate since it does not require estimating the
impervious surface. Method 2 is shown in Exhibit 3-2.
Exhibit 3-2 Method 2 for Quantifying TN Export from
Residential / Industrial / Commercial
Developments when Footprints of all Impervious
Surfaces are Shown
Step 1: Determine area for each type of land use and enter in
Column (2).
Step 2: Total the areas for each typo of land use and enter at the
bottom of Column (2).
Step 3: Multiply the areas in Column (2) by the TN export
coef icief nts in Column (3) and enter in Column (4).
Step 4: Total the TN exports for each type of land use and enter at
the bottom of Column (4).
V Step 5: Determine the export coefficient for site by dividing the total
` TN export from uses at the bottom of Column (4) by the
total area at the bottom of Column (2) and enter the result
at the bottom of Column (5).
(1) (2) (3) (4) (5)
Type of Land Cover Site TN Export TN Export TN Export
Area Coeff. by Land Use From Site
Acres Ibs/ac/ r Ibs r Ibs/ac/ r
Permanently preserved undisturbed
l
3
S
0'6
$ C
opens ace forest, unmown meadow '
Permanently preserved managed

l 1
2
, ,•1 ?,'
opens ace (grass, landscaping, etc. 7 , 3 .
Impervious surfaces (roads, parking ` • A, `L

lots, driveways, roofs, paved storage
6.061 21.2
areas, etc.

Total S 2 I'2, 1 5
Average for Site ,
0. "7 7

5. A c e- 0,-? 7 I y'-
M,?It 0f-A D 15 f t') Q Qt
G 3,b l?s'ac./fir I n n;4rop??
-?o. +kr ?- G re c. ? J
City of Raleigh January 2002
Stormwater Design Manual Page 81
PROJECT O N E Y C 0 -1 t ? ? (Z K COMM NO 6 0 3 5
TITLE A 2 E I--) 1? A N o c-
ARCHITECTS ENGINEERS PLANNERS
DES BY
CKD BY
DEPT
SKETCH SK-
DATE -7 -17-09
REV DATE
SHEET NO 3 OF g
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W.11d Form Prod7 (Rev. 7101) P.Vdasters Forms ProdConCCaicPad doc

HsMn, 4-:
yrJ T CAt..G.T. .
e- C- A
-2?- L
Method 2 is for residential, commercial and industrial developments
when the entire footprint of the roads, parking lots, buildings and any
other built-upon area is shown on the site plans. This method is
simpler and more accurate since it does not require estimating the
impervious surface. Method 2 is shown in Exhibit 3.2.
Exhibit 3-2 Method 2 for Quantifying TN Export from
Residential / Industrial / Commercial
Developments when Footprints of all Impervious
Surfaces are Shown
Step 1: Determine area for each type of land use and enter in
Column (2).
Step 2: Total the areas for each type of land use and enter at the
bottom of Column (2).
Step 3: Multiply the areas in Column (2) by the TN export
coefficients in Column (3) and enter in Column (4).
Step 4: Total the TN exports for each type of land use and enter at
the bottom of Column (4).
Step 5: Determine the export coefficient for site by dividing the total
` TN export from uses at the bottom of Column (4) by the
total area at the bottom of Column (2) and enter the result
at the bottom of Column (5).
(?) (2) (3) (4) (5)
Type of Land Cover Site TN Export TN Export TN Export
Area Coeff. by Land Use From Site
Acres Ibs/ac/ r (Ibs/ r Ibs/ac/ r
Permanently preserved undisturbed 0.6 Z Z t`?
open sace forest, unmown meadow
Permanently preserved managed
d 3
1.2
y g {?
open sace (grass, landscaping, etc.
Impervious surfaces (roads, parking
21
2
lots, driveways, roofs, paved storage I c' ' y' 13 4 r r ;;

areas, etc. 'j
Total 6 , ? y u O z
Average for Site 7. 29
S,?<< -7, 16s1«JjF
S O +?. C f\ r a f t r, '. V 5 e-? . 0-
City o f e_
of Raleigh January 2002
Stormwater Design Manual Page 81
H srnM ?-A 6o3'? :,;-
/'j u 7 z -? C. C' to c- c S
7-28-a`i
Method 2 is for residential, commercial and industrial developments
when the entire footprint of the roads, parking lots, buildings and any
other built-upon area is shown on the site plans. This method is
simpler and more accurate since it does not require estimating the
impervious surface. Method 2 is shown in Exhibit 3-2.
Exhibit 3-2 Method 2 for Quantifying TN Export from
Residential / Industrial / Commercial
Developments when Footprints of all Impervious
Surfaces are Shown
Step 1: Determine area for each type of land use and enter in
Column (2).
Step 2: Total the areas for each type of land use and enter at the
bottom of Column (2).
Step 3: Multiply the areas in Column (2) by the TN export
coefficients in Column (3) and enter in Column (4).
Step 4: Total the TN exports for each type of land use and enter at
the bottom of Column (4).
Step 5: Determine the export coefficient for site by dividing the total
TN export from uses at the bottom of Column (4) by the
total area at the bottom of Column (2) and enter the result
at the bottom of Column (5).
(1) (2) (3) (4) (5)
Type of Land Cover Site TN Export TN Export TN Export
Area Coeff. by Land Use From Site
Acres lbslac/ r Ibs/ r Ibs/ac/ r
Permanently preserved undisturbed ))''
1 7
0.6
?
??
open sace forest, unmown meadow •
Permanently preserved managed
? 3 y
1.2
7
g
open sace (grass, landscaping, etc.
Impervious surfaces (roads, parking 212
lots, driveways, roofs, paved storage O
08 I
areas, etc. 1

Total /l
b S 9
-7-0(
Average for Site t
<< I - () 6 IDS/4z e- e- L 3• ( ) 1S/'r-C- ?? n0
trof LM.. YY`. "_4,Q- ?'S fei v,,- e- ,.
City of Raleigh January 2002
Stormwater Design Manual Page 81

ARCHITECTS ENGINEERS PLANNERS
PROJECT H DN L C u rT to -. c COMM NO G 0? 7 7,
TITLE AQ.ti A /a " f) C-
N i 11 x. L I'3 i C. A-L C.. S DATE `l • `?' A°l
DES BY DEPT REV DATE
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HSt.t!d Form Prod? (Rev. 7lOl) P.U.fastersLFo.'mss,PfodCont\CalcPad.doc

ARCHITECTS ENGINEERS PLANNERS
PROJECT
TITLE
DES BY
CKD BY
COMM NO 6o 'l -
DATE -7 - Z
REV DATE
SHEET NO -7 OF
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ARCHITECTS ENGINEERS PLANNERS
PROJECT Yt} IZ 1? COMM NO C7 S 1 .?
TITLE
R Z-c? > L • ?° ..?.. , ?; ,%`: r DATE 7 2`d b`(
DES BY DEPT REV DATE
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HSMIA Form Prod? (Rev. 7101) P `ldasters'Forms',ProdCont\CalcPad.doc

STORM SEWER CALCULATIONS
•
PROJECT 0NrY U l PP/49K C TX OF ftF-IGH COMMNO 60.375
TITLE C,f9'LnCVLknuALS F42 PAI?kiN6 LDS' R-V/vor-
ARCHITECTS ENGINEERS PLANNERS /OI<M SE-wFa CAL11-tJLAT]0t'1 S DATE 7-2,3-0+
DES BY J07- DEPT C l yI L REV DATE
CKD BY SKETCH SK- SHEET NO _L OF _?
PIPFs VSED To brzAi/J T74r- P/--2.k?W6 AxE.A wFtf- s1zEp V ACC--
GWDATE THE FULL 12.UtJOFF. 14ot-z?E2 77aE M?DrAN 0; .-r4E P, 9-V/,?W&
"r PAS Dr'st&,vED AS A 1316R-r-T4:A1t l0A/ AKEP? AnAD WILL 'DISSIPATE
714 E; 2 vNOFl' TD TP€ ST Rive Sr' I,dVfL PI PE S . 77fF- AMMPTlO,V
T4A-r THE S702,,Yi sEwF24&r- P/PES wILL SEA ALL or- T/-lT RUNOFF
FZUAA 774E .??5I6rl SfiO?I?1 IS CON.YER-V/, V .
jjpsINS E A-,VD C , COMP91 SED of SUBP-?ASI/?S 5, (n1 AtVb 7 ATzF, 71i?
AgeE4s TP/-VT )VILL (3r L>P-AwE1D Tay THE 5T-07z/vi SElvr`12 PIP1=5. Tltr-?
A9- r--. A. ARE Mr.DE Vn 0r- TENnvIS Cove-T$/ 8/k$k1=T5ALL- COU)2-7jj VOL-L.E113ALL
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A,' JD IMPr iLVIO?S 13vl t-DIN(S U?1L? ALSO DRP I/v TO T)f!:= S-r6lZ/" 5EWr=f?-
F'Ipe S.
Tf1? P> ,? K Lo h? PRobvCFo 13y Tl1 /0 - r!Z S?2M Fob ?A NS a S- C
CoMa,?F D WAS FOUND Tu $L= ? CF5 (Pdv^w?D VP FrZOM 3.7scF5 /,V
TQi `SS CALCULA-TIOA/S.)
TP, S-ror? M. SawElz p???s vs ?? 7a D?arN ?ASINs 8 ?C w,as C140.5S I .7Z
B? l8 " RCP @ O..S X S?oPE
r ,v,vltj&5 F-QN.
z l . 7 ? Z?3
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Q = 7.43 cFs
7. 43 CF-5 '> + CFS .', F 0. S. = I, 8S"
5TvRM SEWER IS ADFOUATEL Y 51yF
REF DRAWING:
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HSI.ad Form Prad7 (Rev. 7101) P'd.tasters,F),,ns',ProdConCCaUad doe

POND OUTFALL STRUCTURE CALCULATIONS
PROJECT P)1V9yL`JT-j 17' ? COMM NO 037,57
TITLE SwM Pr--V?C.E C/;kUcvi,a'rl/mil
ARCHIiECES ENGINEERS PLANNERS i
E`)VFQr'%(11a/ `=C?!,1`T I 1.lS DATE ?I- Iq- o4-
DES BY 07-- DEPT (-I V1 L REV DATE
CKD BY SKETCH SK- SHEET NOOF J
RECCsn?r?: vD?D I??ND S?-cr r,C s; ?o?/S /-o,?
Sis?bL1? ? ,? FRE`8dAfZD Ij?i tvrE;11 r ?r?'C ;T.?C"= ?;??
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/QJ y"'? STO;z,;q WAS 3g2. S0.
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HSMIA Form Prod7 (Rev. 7101) P. Jdas;ers'',Forms',ProdConXa1cPad.doc
TEMPORARY SEDIMENT TRAP CALCULATIONS
PROJECT I}ON,eYCUIII PA2N1 COMMNO?3?S
TITLE 772M PO17119Y S,olM rA/T" TRAP C A?-G y/ fiT jooU
ARCHITECTS ENGINEERS PLANNERS DATE 12-2-04-
DES BY J07r DEPT CI111L REV DATE
CKD BY SKETCH SK- SHEET NO OF
TN6/zF ,GG2 E ro 411 7-?P6z2A fZ? SEDIAi FNT i eA pS (Ts d p popoSr! F x
TIE Nov C ITT P A 2 K -fib CO,vTrz v L S£D r n? E N'l' T 2 & A/Spoler.
P;?A IA/AGe- AREA, _ ?v£!/Z LEniC>r/ ?R CGn,+t?????r? 84' PVC uitcSl?.+/
TS T ? - SD ACRES q- FT
7--s -r `l 2 .52 Acrzi s 4- Ft
Ts r 9 3 1. 3s- Acrt1£S 6' F s
TS T j? 4- /. 3 0 Acl?-,s 6 F T
DfzA(A?A&a F?R R FOB F/%}c 11 ?21A pr.,r- 11l0 7 ? E7 xC ?7 1? 2tz?.
THa milviMVM %OLVmt-- of S IA+EN1" 1-24YS S14oULL $ ? KFrl" I'r 1,coo FrxIAr .
TsT / 1846 rr3l AG x 0- AC = 900 F r '
7-57- Z /goo FT?IAC x 0•S AL = 900 i?r ;: (MAN)
Tsr /800 FT??,4 C x / . 35 A( 2*3o r i = (MIA/
)
T sr 4- 18CO 4C'1 ??/ A L A J. 30 AC = 234-0 FT 3 (min;)
TRAP VOGUMf, A?R9,oX1MATC wI FoILDwiN(, DU, i/D/+/
VCL UME (T-P) = 0.4 x 5V FACE A2r a (FT") 7" AjAY pox- D FE 1{ (F r)
w
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- Tsr 1 V= 0A x 1546 x 2 Fr = 1230 FT3 > 9Db FT 3 OK
- Ts7- -. y Z
w l1= Mfr 2.S Fr' /} r Z
0
Z
p
V= 0.4>1 131t x1.75Fr= 9 F 3 7l'00F7-5 0K a
-Tsr3 V=0.9x/67/ ;N
7ST 4- V` 04 x 4491 k
WF!!L J1? ruH T 2.25 Fr 4 i
a
LoCArwd SPO'e-l / Z
4F,7 = 2673 fl 3 > 243o Fl-3 ft? 2F
LL
Kht 14IF10T 4.S FT
La,nTIJE/ sNi:?!?
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a
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Sllatv?V can
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REF DRAWING: _
HSM1A Form Prod? (Rev. 7101)
F.'t.tjsters,Forrns ,ProdContlCakPad.doe
/ / / l l l l f U- --'-'-\ fi• ? _ ..EIP
I'I 11I " E SST I E 35 O j I` I
_ tth I ICJ ItihL .. R'-. 1 1
?' ! Apti / a\?\ \ \ \ \1 II ?\ 389.591
NEWSWA 99
. XST 46•-18 RCF/
El K-
\ BASIN
n TENNIS COURTS 410 °e 0.'40-
t pp9 \ ?\ \ y1
to o- r o `t / EL 1409. \l
a I - I00' L HTED BASE?AZL FIELD
,.y
\ 210' LIGHTED LIE I \ I r \ ?/ +ro_ /? \
BASK i ? / I ' \ / \C1l `oar ? ?= ^Oa'.
?'f 2
?? \e /Je \\\ CONCR \ I 1 I I r
\ \HANDI \ _ \
?\ \ RAM 1 I / _ _
\ ? - \ \ \ I ' ? e f `, /' -+,
(1:20 PEX LOEL 4118
\ \ \ I - t •; 411.15- -412 r--
\ \ ? ? } 1 I \ l ACE ^ 3
\ \ f I S 1 1, HP , / M1??
\\ \ \ \\Je } i \ III \, `- f 408.00
a c. \ . \\ \ I L _ \ ,r
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SEDIMEIJT
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--396-?\? \\J' ?\ \\ \ .: I \ I I\ \ \?° \? \'ve \\ \\? I -k ,e/ PFj6GRESS ENERG)
ST MATURE MIR HA PROX. OVERHEA
?Q W?QD / .. I FUT{JR ?\ \ \ \ °e \ \ \ \ \ g
-?ggE \ \ \ \ (?/ •:- I. 1' COMMUNRY\ \ \ \ \ 1 \ \ I ?1 / - LINE LOCATION 4T
_ - 1 \ \ \ 1 I f I I r 1 \ I l R\ \\ \ \ \ \ \ \ EX5T MATURE M,* HARD \ OOD \ I 1 I ? //
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\ -_ \ \ \ \ ?\ I / / EXST IE /372
84S.F - ?< \\?`, \'\'•- I / ST g4LF-
l 1/ \\ \\ \\ \\\\\\ \\, '- ?\ \\\\ \\ \\ \\ \\ \\ \\ \ \ 4 50
1 \ \ \ \ \ \ \ . \ \ \ \ \ \\ 1 STORY BLDG \ \ ?? C\ I ` / gry
\ \ \ \ \ \o \ EW\
\ \ 'a. . 1 \? e? . . / \ \ \ \ \ \ (HEIGHT <30') 102--
\ \ \ } \ \ \ \ \ ? \ -_---380 ?l CP
VGETLAN DSO (TYP)
8 \ r )
Calculations Appendix
P.13j00A0:9i6p?? Po
C^ r? Oy?OQPPCap?O ///I n?
o y
° SEAL.
w ?
14773 o

ICi/01%
Ditch and Swale Calculations

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...........
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\. . . . . . .\. . . . . . . . .\
& S WALE3

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SCALE
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PROJECT Honeycutt Park COMM NO 60375
TITLE Erosion and Sediment Control Calculations
ARCHITECTS ENGINEERS PLANNERS Ditches DATE 3-9-2005
DES BY OM DEPT REV DATE
CKD BY SKETCH SK- SHEET 100. 1 OF 36
V=2.64 cfs, d=.28' (See Sheet 7)
Therefore Sheer Stress = 62.4 #/cf * .28 * .08 (Ditch Slope) = 1.40 #/cf < 1.45 ok
For flow = 0.139 cfs, V = 2.0 cfs (See Sheet 8)
This corresponds to a distance of. 139/.4165*400 = 133 feet
Therefore, for first 133' no erosion control blanket is required.
DITCH 3
V < 2.0 (See Sheet 9) Therefore no soil erosion control blanket is required.
DITCHES 4a and 4b
V < or approx. = 2.0 (See Sheets 10 and 11) Therefore no soil erosion control blanket is required.
DITCH 5
V = 2.33, d = 0.66' (See Sheet 12)
Sheer Stress = 62.4 * .66 * .02 = 0.82 #/cf < 1.45 ok
For flow = 1.1 cfs, V = 2.0 (See Sheet 13)
This corresponds to a distance of 1.1/2.016*543'=296'
Therefore, for first 296' no erosion control blanket is required.
DITCH 6a
V = 1.16 f/s (See Sheet 14)< 2.0 Therefore, no soil erosion control blanket is required.
DITCH 6b
V = 1.51 f/s (See Sheet 15)< 2.0 Therefore, no soil erosion control blanket is required.
DITCH 7
V = 2.47, d = 0.26' (See Sheet 16)
Sheer Stress = 62.4 * .26 * .08 = 1.3 #/cf < 1.45 ok
For flow = 0.145 cfs, V = 2.0 f/s (See Sheet 17)
This corresponds to a distance of .145/.3350* 130 = 56'
Therefore, for first 56' no erosion control blanket is required.
DITCH 8
V = 1.99 f/s (See Sheet 18)<2.0 Therefore, no soil erosion control blanket is required.
DITCH 9
V = 3.32, d = 0.43' (See Sheet 19)
Sheer Stress = 62.4 * .43 * .08 = 2.15 #/cf > 1.45. Therefore use a blanket with value > 2.15
Use North American Green C125 (Permissible sheer stress = 2.25 #/co
For flow = 0.123efs, V = 2.0 cfs (See Sheet 20)
This corresponds to a distance of 0.123/0.933*270'=35.59'
Therefore, for first 35' no erosion control blanket is required.
HSWA Forth Prod? (Rev. 07101)
PROJECT Honeycutt Park COMM NO 60375
TITLE Erosion and Sediment Control Calculations
ARCHITECTS ENGINEERS PLANNERS Ditches
DES BY OM
DEPT
DATE 3-9-2005
CKD BY SKETCH SK-
DITCH 10
V = 2.39, d = 0.24' (See Sheet 21)
Sheer Stress = 62.4 * .26 * .08 = 1.19 #/cf < 1.45 ok
For flow = 0.1391.1 cfs, V = 2.0 (See Sheet 22)
This corresponds to a distance of 0.139/0.281 *270'=133'
Therefore, for first 133' no erosion control blanket is required.
DITCH 11
V = 2.58, d = 0.27' (See Sheet 23)
Sheer Stress = 62.4 * .27 * .08 = 1.34 #/cf < 1.45 ok
For flow = 0.139 cfs, V = 2.0 (See Sheet 24)
This corresponds to a distance of 0.139/0.380* 131'=47.9'
Therefore, for first 47' no erosion control blanket is required.
REV DATE
SHEET N0. 2 OF 36
DITCH 12
V < 2.0 (See Sheet 25) Therefore no soil erosion control blanket is required.
DITCH 13
V < 2.0 (See Sheet 26) Therefore no soil erosion control blanket is required.
DITCH 14
V < 2.0 (See Sheet 27) Therefore no soil erosion control blanket is required.
DITCH 15
V < 2.0 (See Sheet 28) Therefore no soil erosion control blanket is required.
DITCH 16
V < 2.0 (See Sheet 29) Therefore no soil erosion control blanket is required.
DITCH 17
V < 2.0 (See Sheet 30) Therefore no soil erosion control blanket is required.
DITCH 18
V = 2.26, d = 0.41' (See Sheet 31)
Sheer Stress = 62.4 * .41 * .033 = 0.844 #/cf < 1.45 ok
For flow = 0.7 cfs, V = 2.0 (See Sheet 32)
This corresponds to a distance of 0.7/1.134* 160'=98.765'
Therefore, for first 98' no erosion control blanket is required.
DITCH 19
V < 2.0 (See Sheet 33) Therefore no soil erosion control blanket is required.
HSfaIM Form Prod? (Rev. 07101) P.^J.lastersTorms'ProdCoMCakPad.doc
PROJECT Honeycutt Park COMM NO 60375
us= TITLE Erosion and Sediment Control Calculations
ARCHITECTS ENGINEERS PLANNERS Ditches DATE 3-9-2005
DES BY OM DEPT REV DATE
CKD BY SKETCH SK- SHEET N0. 3 OF 36
DITCH 20
V < 2.0 (See Sheet 34) Therefore no soil erosion control blanket is required.
HWrA Form Prod? (Rev. 07101) P: ) tastersTormsTrodContlCalcPad.doc

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Ditches 1 and 2
Worksheet for Triangular Channel
Project Description
Project File m:\files\60000series\60375\analysis & design\civil\ditches.fm2
Worksheet Honeycutt Ditches
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.080000 ft/ft
Left Side Slope 2.000000 H : V
Right Side Slope 2.000000 H : V
Discharge 0.4165 cfs
Results
Depth 0.28 ft
Flow Area 0.16 ft2
Wetted Perimeter 1.26 ft
Top Width 1.12 ft
Critical Depth 0.31 ft
Critical Slope 0.050570 ft/ft
Velocity 2.64 ft/s
Velocity Head 0.11 ft
Specific Energy 0.39 ft
Froude Number 1.24
Flow is supercritical.
03109105 FlowMaster v5.15
08:52:11 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06703 [phone] Page 1 of 1
8
Ditches 1 and 2 (Partial Flow)
Worksheet for Triangular Channel
.1?4 :µ-
Project Description
Project File m:\files\60000series\60375\analysis & design\civil\ditches.fm2
Worksheet Honeycutt Ditches
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.080000 ft/ft
Left Side Slope 2.000000 H : V
Right Side Slope 2.000000 H : V
Discharge 0.1390 cfs
Results
Depth 0.19 ft
Flow Area 0.07 ft2
Wetted Perimeter 0.83 ft
Top Width 0.74 ft
Critical Depth 0.20 ft
Critical Slope 0.058541 ft/ft
Velocity 2.00 ft/s
Velocity Head 0.06 ft
Specific Energy 0.25 ft
Froude Number 1.16
Flow is supercritical.
03109/05 FlowMaster v5.15
08:53:02 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06703 [phone] Page 1 of 1
9
Ditch 3
Worksheet for Triangular Channel
Project Description
Project File m:Miles\60000series\60375\analysis & design\civil\ditches.fm2
Worksheet Honeycutt Ditches
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.012000 ft/ft
Left Side Slope 2.000000 H : V
Right Side Slope 2.000000 H : V
Discharge 0.46 cfs
Results
Depth 0.42 ft
Flow Area 0.34 ft2
Wetted Perimeter 1.86 ft
Top Width 1.66 ft
Critical Depth 0.32 ft
Critical Slope 0.049942 ft/ft
Velocity 1.32 ft/s
Velocity Head 0.03 ft
Specific Energy 0.44 ft
Froude Number 0.51
Flow is subcritical.
03/08/05 FlowMaster v5.15
10:24:21 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
J
Ditch 4a
Worksheet for Triangular Channel
Project Description
Project File m:\files\60000sedes160375\analysis & design\civil\ditches.fm2
Worksheet Honeycutt Ditches
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.080000 ft/ft
Left Side Slope 2.000000 H : V
Right Side Slope 2.000000 H : V
Discharge 0.1570 cfs
Results
Depth 0.19 ft
Flow Area 0.08 f?
Wetted Perimeter 0.87 ft
Top Width 0.78 ft
Critical Depth 0.21 ft
Critical Slope 0.057595 ft/ft
Velocity 2.07 ft/s
Velocity Head 0.07 ft
Specific Energy 0.26 ft
Froude Number 1.17
Flow is supercritical.
03/08/05 FlowMaster v5.15
10:36:32 AM Haestad Methods, Ina 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Ditch 4b
Worksheet for Triangular Channel
Project Description
Project File m:\files\60000series\60375\analysis & design\civil\ditches.fm2
Worksheet Honeycutt Ditches
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.012000 ft/ft
Left Side Slope 2.000000 H : V
Right Side Slope 2.000000 H : V
Discharge 0.0635 cfs
Results
Depth 0.20 ft
Flow Area 0.08 ft2
Wetted Perimeter 0.89 ft
Top Width 0.79 ft
Critical Depth 0.14 ft
Critical Slope 0.064981 ft/ft
Velocity 0.81 ft/s
Velocity Head 0.01 ft
Specific Energy 0.21 ft
Froude Number 0.45
Flow is subcritical.
03108/05 FlowMaster v5.15
10:48:10 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
/2
Ditch 5
Worksheet for-Triangular- Channel
Project Description
Project File m:\files\60000series160375\analysis & design\civil\ditches.fm2
Worksheet Honeycutt Ditches
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.020000 ft/ft
Left Side Slope 2.000000 H : V
Right Side Slope 2.000000 H : V
Discharge 2.0160 cfs
Results
Depth 0.66 ft
Flow Area 0.87 ft2
Wetted Perimeter 2.94 ft
Top Width 2.63 ft
Critical Depth 0.58 ft
Critical Slope 0.040980 ft/ft
Velocity 2.33 ft/s
Velocity Head 0.08 ft
Specific Energy 0.74 ft
Froude Number 0.71
Flow is subcritical.
03108/05 FlowMaster v5.15
11:24:29 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
!3
Ditch 5 (Partial Flow)
Worksheet for Triangular Channel
Project Description
Project File m:\files\60000series\60375\analysis & design\civil\ditches.fm2
Worksheet Honeycutt Ditches
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.020000 ft/ft
Left Side Slope 2.000000 H : V
Right Side Slope 2.000000 H : V
Discharge 1.1100 cfs
Results
Depth 0.53 ft
Flow Area 0.55 ft2
Wetted Perimeter 2.35 ft
Top Width 2.11 ft
Critical Depth 0.45 ft
Critical Slope 0.044370 ft/ft
Velocity 2.00 ft/s
Velocity Head 0.06 ft
Specific Energy 0.59 ft
Froude Number 0.69
Flow is subcritical.
03/08/05 FlowMaster v5.15
11:26:25 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
l?
Ditch 6a
Worksheet for Triangular Channel
Project Description
Project File m:\files\60000series\60375\analysis & design\civil\ditches.fm2
Worksheet Honeycutt Ditches
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.020000 ft/ft
Left Side Slope 2.000000 H : V
Right Side Slope 2.000000 H : V
Discharge 0.1240 cfs
Results
Depth 0.23 ft
Flow Area 0.11 ft2
Wetted Perimeter 1.03 ft
Top Width 0.93 ft
Critical Depth 0.19 ft
Critical Slope 0.059425 ft/ft
Velocity 1.16 ft/s
Velocity Head 0.02 ft
Specific Energy 0.25 ft
Froude Number 0.60
Flow is subcritical.
03/08/05 FlowMaster v5.15
11:40:15 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
15,
Ditch 6b
Worksheet for Triangular Channel
Project Description
Project File m:\files160000series160375\analysis & design\civil\ditches .fm2
Worksheet Honeycutt Ditches
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.020000 ft/ft
Left Side Slope 2.000000 H : V
Right Side Slope 2.000000 H : V
Discharge 0.3630 cfs
Results
Depth 0.35 ft
Flow Area 0.24 ft=
Wetted Perimeter 1.55 ft
Top Width 1.38 ft
Critical Depth 0.29 ft
Critical Slope 0.051502 ft/ft
Velocity 1.51 ft/s
Velocity Head 0.04 ft
Specific Energy 0.38 ft
Froude Number 0.64
Flow is subcritical.
03/08/05 FlowMaster v5.15
11:44:15 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Pago 1 of 1
16
Ditch 7
Worksheet for Triangular Channel
Project Description
Project File m:\files\60000sedes\60375\analysis & design\civil\ditches.fm2
Worksheet Honeycutt Ditches
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.080000 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 1.000000 H : V
Discharge 0.3350 cfs
Results
Depth 0.26 ft
Flow Area 0.14 ft2
Wetted Perimeter 1.19 ft
Top Width 1.04 ft
Critical Depth 0.28 ft
Critical Slope 0.053688 ft/ft
Velocity 2.47 ft/s
Velocity Head 0.09 ft
Specific Energy 0.36 ft
Froude Number 1.21
Flow is supercritical.
03108/05 FlowMaster v5.15
11:56:24 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Pago 1 of 1
Ditch 7 (Partial Flow)
Worksheet for Triangular Channel
Project Description
Project File m:Miles\60000series\60375\analysis & design\civil\ditches.fm2
Worksheet Honeycutt Ditches
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.080000 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 1.000000 H : V
Discharge 0.1450 cfs
Results
Depth 0.19 ft
Flow Area 0.07 ft2
Wetted Perimeter 0.87 ft
Top Width 0.76 ft
Critical Depth 0.20 ft
Critical Slope 0.0600 32 ft/ft
Velocity 2.00 ft/s
Velocity Head 0.06 ft
Specific Energy 0.25 ft
Froude Number 1.14
Flow is supercritical.
03108/05 FlowMaster v5.15
01:19:33 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06703 [phone] Page 1 of 1
r 1
Ditch 8
Worksheet for Triangular Channel
Project Description
Project File m:Miles\60000sedes\60375\analysis & design\civil\ditches.fm2
Worksheet Honeycutt Ditches
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.080000 ft/ft
Left Side Slope 2.000000 H : V
Right Side Slope 2.000000 H : V
Discharge 0.1350 cfs
Results
Depth 0.18 ft
Flow Area 0.07 ft2
Wetted Perimeter 0.82 ft
Top Width 0.74 ft
Critical Depth 0.20 ft
Critical Slope 0.0587 69 ft/ft
Velocity 1.99 ft/s
Velocity Head 0.06 ft
Specific Energy 0.25 ft
Froude Number 1.16
Flow is supercritical.
03/08/05 FlowMaster v5.15
01:30:33 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Ditch 9 f
Worksheet for Triangular Channel
Project Description
Project File m:\files\60000series\60375\analysis & design\civil\ditches.fm2
Worksheet Honeycutt Ditches
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.080000 ft/ft
Left Side Slope 2.000000 H : V
Right Side Slope 1.000000 H : V
Discharge 0.9330 cfs
Results
Depth 0.43 ft
Flow Area 0.28 ft2
Wetted Perimeter 1.58 ft
Top Width 1.30 ft
Critical Depth 0.47 ft
Critical Slope 0.048925 ft/ft
Velocity 3.32 ft/s
Velocity Head 0.17 ft
Specific Energy 0.60 ft
Froude Number 1.26
Flow is supercritical.
03108105 FlowMaster v5.15
01:54:19 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06703 [phone] Page 1 of 1
2d
Ditch 9 (Partial Flow)
Worksheet for Triangular Channel
Project Description
Project File m:lfiles\60000series\60375\analysis & design\civil\ditches.fm2
Worksheet Honeycutt Ditches
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.080000 ft/ft
Left Side Slope 2.000000 H : V
Right Side Slope 1.000000 H : V
Discharge 0.1230 cfs
Results
Depth 0.20 ft
Flow Area 0.06 ft2
Wetted Perimeter 0.74 ft
Top Width 0.61 ft
Critical Depth 0.21 ft
Critical Slope 0.064094 ft/ft
Velocity 2.00 ft/s
Velocity Head 0.06 ft
Specific Energy 0.26 ft
Froude Number 1.11
Flow is supercritical.
03/08/05 FlowMaster v5.15
01:55:19 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Ditch 10
Worksheet for Triangular Channel
Project Description
Project File m:\files\60000series\60375\analysis & design\civil\ditches.fm2
Worksheet Honeycutt Ditches
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.080000 ft/ft
Left Side Slope 2.000000 H : V
Right Side Slope 2.000000 H : V
Discharge 0.2810 cfs
Results
Depth 0.24 ft
Flow Area 0.12 ft2
Wetted Perimeter 1.08 ft
Top Width 0.97 ft
Critical Depth 0.26 ft
Critical Slope 0.053297 ft/ft
Velocity 2.39 ft/s
Velocity Head 0.09 ft
Specific Energy 0.33 ft
Froude Number 1.21
Flow is supercritical.
?z /
03108/05 FlowMaster v5.15
02:23:13 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
-2-2-
Ditch 10 (Partial Flow) Z 4.
Worksheet for Triangular Channel
Project Description
Project File m:Miles\60000series\60375\analysis & desig n\civil\d itches fm2
Worksheet Honeycutt Ditches
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.080000 ft/ft
Left Side Slope 2.000000 H : V
Right Side Slope 2.000000 H : V
Discharge 0.1390 cfs
Results
Depth 0.19 ft
Flow Area 0.07 ft2
Wetted Perimeter 0.83 ft
Top Width 0.74 ft
Critical Depth 0.20 ft
Critical Slope 0.058541 ft/ft
Velocity 2.00 ft/s
Velocity Head 0.06 ft
Specific Energy 0.25 ft
Froude Number 1.16
Flow is supercritical.
03/08/05 FlowMaster v5.15
02:24:19 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
--2-3
Ditch 11
Worksheet for Triangular Channel
Project Description
Project File m:\files\60000sedes\60375\analysis & design\civil\ditches.fm2
Worksheet Honeycutt Ditches
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth

Input Data
Mannings Coefficient 0.040
Channel Slope 0.080000 ft/ft
Left Side Slope 2.000000 H : V
Right Side Slope 2.000000 H : V
Discharge 0.3800 cfs
Results
Depth 0.27 ft
Flow Area 0.15 ft2
Wetted Perimeter 1.21 ft
Top Width 1.09 ft
Critical Depth 0.30 ft
Critical Slope 0.051193 ft/ft
Velocity 2.58 ft/s
Velocity Head 0.10 ft
Specific Energy 0.37 ft
Froude Number 1.23
Flow is supercritical.
03/08/05 FlowMaster v5.15
03:40:05 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Ditch 11 (Partial Flow) Z-4-7 _ e 2,
Worksheet for Triangular Channel
Project Description
Project File m:Miles\60000series\60375\analysis & design\civil\ditches .fm2
Worksheet Honeycutt Ditches
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.080000 ft/ft
Left Side Slope 2.000000 H : V
Right Side Slope 2.000000 H : V
Discharge 0.1390 cfs
Results
Depth 0.19 ft
Flow Area 0.07 ft2
Wetted Perimeter 0.83 ft
Top Width 0.74 ft
Critical Depth 0.20 ft
Critical Slope 0.058541 ft/ft
Velocity 2.00 ft/s
Velocity Head 0.06 ft
Specific Energy 0.25 ft
Froude Number 1.16
Flow is supercritical.
03/08/05 FlowMaster v5.15
02:45:39 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Ditch 12
Worksheet for Triangular Channel
Project Description
Project File m:\files\60000series\60375\analysis & design\civil\ditches fm2
Worksheet Honeycutt Ditches
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.080000 ft/ft
Left Side Slope 2.000000 H : V
Right Side Slope 2.000000 H : V
Discharge 0.1050 cfs
Results
Depth 0.17 ft
Flow Area 0.06 ft2
Wetted Perimeter 0.75 ft
Top Width 0.67 ft
Critical Depth 0.18 ft
Critical Slope 0.060775 ft/ft
Velocity 1.87 ft/s
Velocity Head 0.05 ft
Specific Energy 0.22 ft
Froude Number 1.14
Flow is supercritical.
03108/05 FlowMaster v5.15
03:02:08 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
2?
Ditch 13
Worksheet for Triangular Ch
Project Description
Project File m:Miles\60000series\60375\analysis & design\civil\ditches.fm2
Worksheet Honeycutt Ditches
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.080000 ft/ft
Left Side Slope 2.000000 H : V
Right Side Slope 2.000000 H : V
Discharge 0.1310 cfs
Results
Depth 0.18 ft
Flow Area 0.07 ft2
Wetted Perimeter 0.81 ft
Top Width 0.73 ft
Critical Depth 0.19 ft
Critical Slope 0.059006 ft/ft
Velocity 1.97 ft/s
Velocity Head 0.06 ft
Specific Energy 0.24 ft
Froude Number 1.15
Flow is supercritical.
03/08105 FlowMaster v5.15
03:48:55 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06703 [phone] Page 1 of 1
Ditch 14
Worksheet for Triangular Channel
Project Description
Project File m:\files\60000series\60375\analysis & design\civil\itches .fm2
Worksheet Honeycutt Ditches
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.080000 ft/ft
Left Side Slope 2.000000 H : V
Right Side Slope 2.000000 H : V
Discharge 0.0740 cfs
Results
Depth 0.15 ft
Flow Area 0.04 ft2
Wetted Perimeter 0.66 ft
Top Width 0.59 ft
Critical Depth 0.15 ft
Critical Slope 0.063668 ft/ft
Velocity 1.71 ft/s
Velocity Head 0.05 ft
Specific Energy 0.19 ft
Froude Number 1.11
Flow is supercritical.
03/08/05 FlowMaster v5.15
03:53:35 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
2,?
Ditch 15
Worksheet for Triangular Channel
Project Description
Project File m:\files\60000series\60375\analysis & design\civil\ditches.fm2
Worksheet Honeycutt Ditches
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.005950 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 1.1070 cfs
Results
Depth 0.56 ft
Flow Area 0.94 ft2
Wetted Perimeter 3.53 ft
Top Width 3.35 ft
Critical Depth 0.39 ft
Critical Slope 0.043316 ft/ft
Velocity 1.18 ft/s
Velocity Head 0.02 ft
Specific Energy 0.58 ft
Froude Number 0.39
Flow is subcritical.
03108/05 FlowMaster v5.15
04:07:41 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Zq
Ditch 16
Worksheet for Triangular Channel
Project Description
Project File m:\files\60000series\60375\analysis & design\civil\ditches.fm2
Worksheet Honeycutt Ditches
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.005950 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 4.0900 cfs
Results
Depth 0.91 ft
Flow Area 2.50 ft2
Wetted Perimeter 5.77 ft
Top Width 5.47 ft
Critical Depth 0.65 ft
Critical Slope 0.036387 ft/ft
Velocity 1.64 ft/s
Velocity Head 0.04 ft
Specific Energy 0.95 ft
Froude Number 0.43
Flow is subcritical.
03/08105 FlowMaster v5.15
04:22:12 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
3d
Ditch 17
Worksheet for Triangular Channel
Project Description
Project File m:\files\60000series\60375\analysis & design\civil\ditches.fm2
Worksheet Honeycutt Ditches
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.027000 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 0.8249 cfs
Results
Depth 0.38 ft
Flow Area 0.43 ft2
Wetted Perimeter 2.38 ft
Top Width 2.26 ft
Critical Depth 0.34 ft
Critical Slope 0.045044 ft/ft
Velocity 1.94 ft/s
Velocity Head 0.06 ft
Specific Energy 0.44 ft
Froude Number 0.79
Flow is subcritical.
03108105 FlowMaster v5.15
04:30:58 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Ditch 18
Worksheet for Triangular Channel
Project Description
Project File m:\files\60000series\60375\analysis & design\civil\ditches.fm2
Worksheet Honeycutt Ditches
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.033000 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 1.1340 cfs
Results
Depth 0.41 ft
Flow Area 0.50 ft2
Wetted Perimeter 2.59 ft
Top Width 2.45 ft
Critical Depth 0.39 ft
Critical Slope 0.043180 ft/ft
Velocity 2.26 ft/s
Velocity Head 0.08 ft
Specific Energy 0.49 ft
Froude Number 0.88
Flow is subcritical.

03/08/05 FlowMaster v5.15
04:40:35 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

Ditch 18 (Partial Flow) /
Worksheet for Triangular Channel
Project Description
Project File m:Miles\60000sedes\60375\analysis & design\civil\ditches.fm2
Worksheet Honeycutt Ditches
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.033000 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 0.7000 cfs
Results
Depth 0.34 ft
Flow Area 0.35 ft2
Wetted Perimeter 2.16 ft
Top Width 2.05 ft
Critical Depth 0.32 ft
Critical Slope 0.046043 ft/ft
Velocity 2.00 ft/s
Velocity Head 0.06 ft
Specific Energy 0.40 ft
Froude Number 0.86
Flow is subcritical.
03108105 FlowMaster v5.15
04:41:58 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
33
Ditch 19
Worksheet for Triangular Channel
Project Description
Project File m:\files\60000series\60375\analysis & design\civil\ditches.fm2
Worksheet Honeycutt Ditches
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.040000 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 0.2420 cfs
Results
Depth 0.22 ft
Flow Area 0.15 ft2
Wetted Perimeter 1.40 ft
Top Width 1.33 ft
Critical Depth 0.21 ft
Critical Slope 0.053044 ft/ft
Velocity 1.65 ft/s
Velocity Head 0.04 ft
Specific Energy 0.26 ft
Froude Number 0.88
Flow is subcritical.
03/09/05 FlowMaster v5.15
08:30:54 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Pago 1 of 1
3?
Ditch 20
Worksheet for Triangular Channel
Project Description
Project File m:\files\60000series\60375\analysis & design\civil\ditches.fm2
Worksheet Honeycutt Ditches
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.040
Channel Slope 0.033300 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Discharge 0.5890 cfs
Results
Depth 0.32 ft
Flow Area 0.31 ft2
Wetted Perimeter 2.02 ft
Top Width 1.92 ft
Critical Depth 0.30 ft
Critical Slope 0.0471 16 ft/ft
Velocity 1.93 ft/s
Velocity Head 0.06 ft
Specific Energy 0.38 ft
Froude Number 0.85
Flow is subcritical.
03/09/05 FlowMaster v5.15
08:44:58 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Pago 1 of 1
3f
n
`?

.+.
r 4LW ? ?•'•?.
PERFORMANCE SPECIFICATION
--

NORTH
AMERICAN S75
GREEN'
The North American Green S75 straw erosion control blanket is constructed with a 100% agricultural
straw fiber matrix and has a functional longevity of approximately 12 months. (NOTE: functional
longevity may vary depending upon climatic conditions, soil, geographic location, and elevation). The
straw fiber shall be evenly distributed over the entire area of the mat. The blanket shall be covered on the
top with a lightweight photodegradable polypropylene net having an approximate 0.50 x 0.50 inch (1.27
x 1.27 cm) mesh size. The blanket shall be sewn together on 1.50 inch (3.81 cm) centers with degradable
thread. The following list contains further physical properties of the S75 erosion control blanket.
Proper
Thickness
Resiliency
Mass per Unit Area
Water Absorption
Swell
Stiffness/Flexibility
Light Penetration
Smolder Resistance
MD Tensile Strength
MD Elongation
TD Tensile Strength
TD Elongation
* Material is smolder resis
MD - Machine direction
TD - Transverse direction
Slope Design Data
Test Method
ASTM D6525
ECTC Guidelines
ASTM D6475
ASTM D1117/ECI-C
ECTC Guidelines
ASTM D1388/ECTC
ECTC Guidelines
ECTC Guidelines
ASTM D5035
ASTM D5035
ASTM D5035
ASTM D5035
Cant according to specified test
Channel Design Data
Typical
0.33 in (8.38 mm)
78.80%
6.42 oz/yd2 (218 g/m2)
424%
15%
6.31 oz-in (70,523 mg-cm)
11%
Yes**
115.20 lbs/ft (1.68 kN/m)
11.90%
93.60 lbs/ft (1.37 kN/m)
9.60%
Cover Factors C Channel Roughness Coefficients
Slope Gradient S Flow Depth Mannin 's 'n'
Slope Length L S 3:1 S 0.50 ft 0.15 m 0.055
5 20 ft 6 m 0.029 0.50-2.00 ft 0.055-0.021
20 - 50 0.110 z 2.00 ft 0.60 m 0.021
z 50 ft (15.2 m) 0.190 Max. Permissible Shear Stress
1.55 lbs/ft2 4.0 Pa
For most accurate design data consult ECMDSTM
Manning's'n' expressed in English units for unvegetated blankets
Bench Scale Testingt
Unvegetated 2.0 lbs/ft2
Channel
Approximate Max Flow Velocity
5.00 ft/s (1.52 m/s)
tBench Scale Performance Testing
Bench scale tests are index property tests. These tests are not indicative of field performance and therefore should
not be used in design to establish performance levels for rolled erosion control products. Bench scale tests are
performed according to methods developed by the Erosion Control Technology Council (ECTC).
Updated 9/2004
36
PERFORMANCE SPECIFICATION'
r
NORTH
AMERICAN C125
GREEN'
The North American Green C125 semi-permanent erosion control blanket is constructed with a 100%
coconut fiber matrix and has a functional longevity of approximately 36 months. (NOTE: functional
longevity may vary depending upon climatic conditions, soil, geographic location, and elevation). The
coconut fiber shall be evenly distributed over the entire area of the mat. The blanket shall be covered on
the top and bottom with heavyweight polypropylene netting having ultraviolet additives to delay
breakdown and an approximate 0.625 x 0.625 inch (1.59 x 1.59 cm) mesh size. The blanket shall be sewn
together on 1.50 inch (3.81 cm) centers with UV stable polypropylene thread. The following list contains
further physical properties of the C125 erosion control blanket.
Proper
Thickness
Resiliency
Mass per Unit Area
Water Absorption
Swell
Stiffness/ Flexibility
Light Penetration
Smolder Resistance
MD Tensile Strength
MD Elongation
TD Tensile Strength
TD Elongation
"Material is smolder resis
MD - Machine direction
TD - Transverse direction
Slope Design Data
Test Method
ASTM D5199/ ECTC
ECTC Guidelines
ASTM D6475
ASTM D1117/ECTC
ECTC Guidelines
ASTM D1388/ECTC
ECTC Guidelines
ECTC Guidelines
ASTM D5035
ASTM D5035
ASTM D5035
ASTM D5035
tant according to specified test.
Typical
0.35 in (8.91 mm)
82%
8.00 oz/yd2 (271 g/m2)
110%
13%
0.75 oz-in (8,368 mg-cm)
16.70%
Yes**
213.60 lbs/ft (3.12 kN/m)
13.60%
208.80 lbs/ft (3.05 kN/m)
25.50%
Channel Design Data
Cover Factors C Channel Rough ss Coefficients
Slope Gradient S Flow Depth Mannin 's'n'
Slope Length L 5 3:1 3:1- 2:1 z 2:1 5 0.50 ft 0.15 m 0.022
S 20 ft 6 m 0.001 0.029 0.082 0.50-2.00 ft 0.022-0.014
20 - 50 0.036 0.060 0.096 z 2.00 ft 0.60 m 0.014
z 50 ft (15.2 m) 0.070 0.090 0.110 Max. Permissible Shear Stress
2.25 Ibs/ft2 108 Pa
For most accurate design data consult ECMDSrM
Manning's'n' expressed in English units for unvegetated blanket
Bench Scale Testingt
Unvegetated 3.0lbs/ft2
Channel
Approximate Max Flow Velocity
10.00 ft/s (3.05 m/s)
BBench Scale Performance Testing
Bench scale tests are index property tests. These tests are not indicative of field performance and therefore should
not be used in design to establish performance levels for rolled erosion control products. Bench scale tests are
performed according to methods developed by the Erosion Control Technology Council (ECTC).
Updated 9/2004
Stormwater Management Pond Calculations
PROJECT _N 0NpY G y I PAU COMM NO 6037,
TITLE STdRM WAT//CK MA,vA&t=MFNr aNb
3-4-or
ARCHITECTS ENGINEERS PLANNERS C •A(-( ut-A'iIVI?I S DATE -DES BY .T07 DEPT CIVIL REV DATE
CKD BY SKETCH SK- SHEET NO OF
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WA- SET A-r 382.80 ?- -- 8'
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HS'dld Form Prod? (Rev 7'01) P.Jlas;ers,FormslProdCont',CaUad.da
ARCHITECTS ENGINEERS PLANNERS
PROJECT NONE yGU1T- PA?-K COMM NO 603?5-
TITLE _57MM WA%FzK M/FNACFAEA/r PO Al p
CALCvLAT?oNS DATE 3- s-
DES BY ,JOT- DEPT _G I VI L_ REV DATE
CKD BY SKETCH SK- SHEET NO L OF 3
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HSKU Form Prod? (Rev. 7101) P.`.1.1i,ters'Forms',ProdCofCCalcPad.doc
PROJECT _ NONF-YCUTi PARK COMM NO 603-7S
TITLE _S7D)ZPA bjArC-f - WMAGUME N7- RIND CAU-ULAf(4N 5/??
ARCHITECTS ENGINEERS PLANNERS DATE 3 - T -d$-
DES BY JOT DEPT CIVIL REV DATE
CKD BY SKETCH SK- SHEET NO 3 OF -3
ANTI - FeOxi-A- 10N BLOCK
/N T14E EvENT T//-,4T Tfl? OUTLET STTLvCT7/2f.? CLOGS 02 TkEiZ.F.7 lS 04
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HSLIM Form Prod? (Rev. 7101) P.VAasters,Forms\ProdConttCalcPad.doc
Level Spreader Calculations

PROJECT 140NEYG UTC PAPK COMM NO 60 '?7,5:
TITLE / F-VF (- SP1Z?,4J??1?_ C/lt-CULA-r10 /<,
ARCHITECTS ENGINEERS PLANNERS DATE 3-7-6G,?-
DES BY J OT DEPT CIVIL REV DATE
CKD BY SKETCH SK- SHEET NO OF
LEV€I- sY2EAr}fzJ25 ARE REcOMMG?DFD Fol2 vSE- AAr 7R-F- F- D OF 7-AF Tkjo
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FLOW WILL QE P-171-ME D UNl Fon v"_y oVE2 A- S1-A51 X12 F-D At r- ? ?IT-A-
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FLOWS 3F-l1VG CONTM5UTED 76 v€L SP2CADa---/Z t 1 Aab 112 1m-
CALC.VL4-rl-=D BELOW.
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HSMIA Form Prod? (Rev, 7101) P.'J.iasfers'lorms,ProdConGCalcPad.doc
r r r ? •tvv w ?
3 -.•• i I-- (/? ?, I J 1. ? ?'. (/
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r SLOPE
3g? ........... jg .. .
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\ ` ` `; \ 1 \ s \
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LF? z(, \ h t c ?:::•:; ! \ \ TO\ DAYLIGHT
41' \00
?. _. 3823 - \ \ ?3 40 \
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e LL
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\ SILT FENCE
\ \ , ,..r:.
All-
00
`?8?\ \? • I l \TST\ \ \ ! LAC 1 \\ c
\ \TEMPORARY SLOE
u
I ACT 7n' nC n1\lCDCInA1
NOTE: ALL TEMPORARY BERMS, SWALES AND LEVEL
SPREADER DITCH MUST RECEIVE TEMPORARY
SEEDING IMMEDIATELY AFTER INSTALLATION
"HOG WIRE OFTOPENOSGT IN MIDDLE
ATTACHED TO -
POSTS WITH HORIZONTAL METAL POST
LENGTHS OF WIRED SECURELY TO VERTICAL
WIRE POSTS
BAFFLE INSTALLATION - STEP 1
NOTES:,
1. DRIVE STEEL FENCE POST AT LEAST 18" 1
SOLID GROUND
2. WOOD POSTS ARE NOT ACCEPTABLE
3. USE STAPLES 1' APART TO ATTACH FABRIC
TO "HOG WIRE"
4. BAFFLE SPACED AS PER APPROVED PLAN.
CLASS #1 RIP RAP
EARTH BERM
VDOT #3, #357, #5, #56 OR
957 COARSE AGGREGATE IN 10'
ALVANIZED WIRE MESH BASKET SECURE WIRE MESH TO TIMBER
* FILTER CLOTH 6X6 TREATED TIMBER
SECURE WIRE TO GROUND 6" MI
WITH WIRE STAPLES #5 REBAR TO
_ SECURE TIMBER
- _ =III-III=1 =_
I-1-1-1 1 I I:I I L I I III -1 1-1 1=1 _ I-
-1 I-
I 10' I - 3' - =111=111-III-III=111-III-111-III-III-III- ����FLATTER
UNDISTURBED =111=11111111111111111111111 SOIL =III=III=III=III-III-III-III I2:1 OR
M/N 6,
CROSS SECTION
* MIN. PHYSICAL REQUIREMENTS OF FILTER CLOTH NOTED IN STD. & SPEC. 3.19, RIP
SOURCE: VA. DSWC AND N.C. Erosion and Sediment Control Planning and Design Manual
PLATE: 3.21-2
LEVEL SPREADER LEVEL SPREADER WITH RIGID LIP
NO SCALE
BAFFLE (TYP.)
SEDIMENT PIT
FABRIC CUT AND FOLDED
OVER THE HORIZONTAL
FENCE POST PERSPECTIVE VIEW
FABRIC FOLDED OVER
TOP OF BAFFLE SHOULD BE 6" HORIZONTAL POST
HIGHER THAN THE BOTTOM OF
BOTTOM OF B THE SPILLWAY HORIZONTAL POST FENCE
TRENCH AND TRENC AND FABRIC
FILLED WITH S III AND BURIED IN TRENCH
COMPACTED --
BAFFLE INSTALLATION - STEP 2 6"x6" TRENCH, 00
BACKFILLED AND
COMPACTED
SECTION AT OPENING
TST BAFFLE DETAIL
NO SCALE (BY THE CITY OF RALEIGH)
TOP OF DIVERSION
MIN.
1.5' MIN
1 -
k- \I 4- dd 1 - -11- -111 111 ► i I II
ISLAND OVER INLET
DIVERSION DIKE � 4' MIN. �
- - -�
HOLD-DOWN STAKES 3:1 1.5' MIN.
10' SPACING -
II INLET _I
PLASTIC CORRIGATED PIPE
� =1 I I -� I_II-I_
STABILIZE OUTLE \ =�- III-- I_ -11 1 . I I - I I III I I I I I
\\ - CROSS SECTION
oro�-
1,on, or, =III ==
FILL OF HAND COMPACTED
4 MIN
--1 TOP OF DIVERSION I_ 4' MIN.
LEVEL SECTION 0.5' MIN.
NATUR_'PROUND 1' MIN.
1.5' MIN.
1-1 I=111-111-1 3:1-n
DIVERSION CHANNEL
NOTES: VKUJJ JtI:IIUN
1. PLACE SLOPE DRAIN ON UNDISTURBED SOIL OR WELL COMPACTED FILL
LOCATIONS AND ELEVATIONS SHOWN ON PLANS.
2. SLIGHTLY SLOPE THE SECTION OF PIPE UNDER THE DIKE TOWARDS ITS OUTLET.
3. HAND TAMP THE SOIL UNDER AND AROUND THE ENTRANCE SECTION IN LIFTS NOT TO EXCEED 6 INCHES.
4. ENSURE THAT FILL OVER THE DRAIN AT THE TOP OF THE SLOPE HAS MINIMUM DIMENSIONS
OF 1.5 FT. DEPTH, 4 FT. TOP WIDTH, AND 3:1 SIDE SLOPES.
5. ENSURE THAT ALL SLOPE DRAIN CONNECTIONS ARE WATERTIGHT.
6. ENSURE THAT ALL FILL MATERIAL IS WELL -COMPACTED. SECURELY FASTEN THE EXPOSED SECTION
OF THE DRAIN WITH GROMMETS OR STAKES SPACED NO MORE THAN 10 FT. APART.
7. EXTEND THE DRAIN BEYOND THE TOE OF THE SLOPE AND ADEQUATELY PROTECT THE OUTLET FROM EROSION.
8. MAKE THE SETTLED, COMPACTED DIKE RIDGE NO LESS THAT 1 FT ABOVE THE TOP OF THE PIPE
AT EVERY POINT.
9. IMMEDIATELY STABILIZE ALL DISTURBED AREAS FOLLOWING CONSTRUCTION.
TEMPORARY SLOPE DRAIN (TSD)
NO SCALE
1' THICK LAYER OF WELL GRADED STONE, d5o -- 91pDESIGN OF SPILLWAYS
1/2-3/4" AGGREGATE d MAX-14pp 1
WASHED STONE DRAINAGE AREA WEIR LENGTH
1800 CU.
FT/ACRE
(ACRES) (FT. )
5j. MINS 1.5' 1 4.0
2 6.0
x o�
Q 3 8.0 -�
:2 4 10.0
5 12.0
Ln
DIMENSIONS SHOWN ARE MINIMUM
NOTES:
CROSS SECTION FILTER FABRIC 1. USE FOR DRAINAGE AREAS NOT EXCEEDING 5 (FIVE) ACRES.
EMERGENCY BY-PASS 2. EARTH BERM SHALL BE STABILIZED W/SEEDING ACCORDING TO
6" BELOW SETTLED TOWN SPECIFICATIONS.
r IL.I tK rAdINIU MAX
STONE SECTION
44 FRONT
BREAK OFF GROOVE OR BELL
qa
PIPE BARREL -/
ROUNDED ENTRANCE
(UPSTREAM HEADWALLS ONLY)
DOWNSTREAM HEADWALL AS
SHOWN- PROVIDE ROUNDED
ENTRANCE FOR UPSTREAM
HEADWALL (SEE DETAIL)
EL 379.00
2-#4
#4@12 BW
EF ALL
WALLS
8„
ELEVATION SECTION
REINFORCED CONCRETE HEADWALL
SCALE: 1/2"=V-0"
'-0"
#4@12 BW
75.68
-
NOTE: GRAVEL & RIP RAP FILTER BERM
PERSPECTIVE VIEW BASIN DETAIL IS DESIGNED TO
PROTECT EXISTING PIPE INVERTS
THAT DRAIN 10 ACRES OR LESS.
PIPE INVERT
AREAS TO BE DISTURBE
RIP RAP HEADWALL
(CUT, FILL, ETC.) 1' 2'
-I I=
FLOOD STORAGE ZONE 1' GROUND
11111�II �I 1.5' 3 _
F SEDIMENT STORAGE FLOW
OW 1.5' 11 _ -
-III, =Ti=1 1 -1 1=1
FILTER FABRIC
TI i- CLASS 1 RIP -RAP
NOTE:
DIMENSIONS ARE #57 WASHED STONE
MINIMUM
ACCEPTABLE UNLESS SEDIMENT DIMENT DEPTH CLEAN OUT POINT)
)
OTHERWISE NOTED.
SECTION THRU BASIN, FILTER AND CULVERT PIPE
(EXISTING PIPE INVERTS)
Imo♦
OUTLET PROTECTION
NO SCALE (BY THE CITY OF RALEIGH)
MAINTENANCE
INSPECT TEMPORARY SEDIMENT TRAPS AFTER EACH PERIOD OF
SIGNIFICANT RAINFALL. REMOVE SEDIMENT AND RESTORE TRAP TO ITS
ORIGINAL.
DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE-HALF THE
DEPTH OF THE TRAP. PLACE THE SEDIMENT THAT IS REMOVED IN A Di
DISPOSAL AREA AND REPLACE THE CONTAMINATED PART OF THE GRAVEL FACING.
CHECK THE STRUCTURE FOR DAMAGE FROM EROSION OR PIPING. PERIODICALLY
CHECK THE DEPTH OF THE SPILLWAY TO ENSURE IT IS A MINIMUM OF 1.5' BELOW
THE LOW POINT OF THE EMBANKMENT. IMMEDIATELY FILL ANY SETTLEMENT OF THE
EMBANKMENT TO SLIGHTLY ABOVE DESIGN GRADE. ANY RIP -RAP DISPLACED FROM
THE SPILLWAY MUST BE REPLACED IMMEDIATELY.
STABILIZE THE EMBANKMENT AND ALL DISTURBED AREAS ABOVE THE SEDIMENT
POOL AND DOWNSTREAM FROM THE TRAP IMMEDIATELY AFTER CONSTRUCTION
WITH SEEDING.
NOTE:
INSURE WATER
RUN-OFF IS DEVERTE
TO SEDIMENT PIT AS
PER PLAN.
TEMPORARY SEDIMENT
TRAP TABLE
TST
WEIR LENGTHS
WEIR HEIGHT
0
#1
4 FT
2.5 FT
30'x22'
#2
4 FT
2.25 FT
30'x22'
#3
6 FT
4.5 FT
54'x 10'
#4
75.68
-
NOTE: GRAVEL & RIP RAP FILTER BERM
PERSPECTIVE VIEW BASIN DETAIL IS DESIGNED TO
PROTECT EXISTING PIPE INVERTS
THAT DRAIN 10 ACRES OR LESS.
PIPE INVERT
AREAS TO BE DISTURBE
RIP RAP HEADWALL
(CUT, FILL, ETC.) 1' 2'
-I I=
FLOOD STORAGE ZONE 1' GROUND
11111�II �I 1.5' 3 _
F SEDIMENT STORAGE FLOW
OW 1.5' 11 _ -
-III, =Ti=1 1 -1 1=1
FILTER FABRIC
TI i- CLASS 1 RIP -RAP
NOTE:
DIMENSIONS ARE #57 WASHED STONE
MINIMUM
ACCEPTABLE UNLESS SEDIMENT DIMENT DEPTH CLEAN OUT POINT)
)
OTHERWISE NOTED.
SECTION THRU BASIN, FILTER AND CULVERT PIPE
(EXISTING PIPE INVERTS)
Imo♦
OUTLET PROTECTION
NO SCALE (BY THE CITY OF RALEIGH)
MAINTENANCE
INSPECT TEMPORARY SEDIMENT TRAPS AFTER EACH PERIOD OF
SIGNIFICANT RAINFALL. REMOVE SEDIMENT AND RESTORE TRAP TO ITS
ORIGINAL.
DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE-HALF THE
DEPTH OF THE TRAP. PLACE THE SEDIMENT THAT IS REMOVED IN A Di
DISPOSAL AREA AND REPLACE THE CONTAMINATED PART OF THE GRAVEL FACING.
CHECK THE STRUCTURE FOR DAMAGE FROM EROSION OR PIPING. PERIODICALLY
CHECK THE DEPTH OF THE SPILLWAY TO ENSURE IT IS A MINIMUM OF 1.5' BELOW
THE LOW POINT OF THE EMBANKMENT. IMMEDIATELY FILL ANY SETTLEMENT OF THE
EMBANKMENT TO SLIGHTLY ABOVE DESIGN GRADE. ANY RIP -RAP DISPLACED FROM
THE SPILLWAY MUST BE REPLACED IMMEDIATELY.
STABILIZE THE EMBANKMENT AND ALL DISTURBED AREAS ABOVE THE SEDIMENT
POOL AND DOWNSTREAM FROM THE TRAP IMMEDIATELY AFTER CONSTRUCTION
WITH SEEDING.
NOTE:
INSURE WATER
RUN-OFF IS DEVERTE
TO SEDIMENT PIT AS
PER PLAN.
TEMPORARY SEDIMENT
TRAP TABLE
TST
WEIR LENGTHS
WEIR HEIGHT
BOTTOM DIM
#1
4 FT
2.5 FT
30'x22'
#2
4 FT
2.25 FT
30'x22'
#3
6 FT
4.5 FT
54'x 10'
#4
6 FT
2 FT
56'x24'
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W
2/3 W_
l l -n =-r1\iTi l l
- III_II d
18" III -1 0 a�ctQ _III -I 4 to 12
FILTER FABRIC OR
GRAVEL BEDDING
PARABOLIC -SHAPED WATERWAY WITH STONE CENTER DRAIN
(SHAPED BY BULLDOZER)
W
1111II_ d
I`I„I,I
4
18 " -" �=III- � o = p i l i III- �, to 12„
6 `I -11 �- FILTER FABRIC OR
=III- GRAVEL BEDDING
T-
V -SHAPED WATERWAY WITH STONE CENTER DRAIN
(SHAPED BY MOTOR GRADER)
TYPICAL RIP RAP CHANNEL
�IITI..� W III�II
I I -III- I I\ I I=1 11-1 f( III -1 I I-
FILTER FABRIC OR
GRAVEL BEDDING
TRAPEZOIDAL
NOTE:
TO BE USED WHERE EXCESSIVE STORMWATER
VELOCITIES PROHIBIT VEGETATIVE LININGS.
SIZE OF STONE MUST BE DETERMINED BY
APPROPRIATE DESIGN PROCEDURE.
DIMENSIONS FOR d & W VARIES ACCORDING
TO DESIGN.
RIP RAP DEPTH AS PER DESIGN OR REFER TO
TABLE.
TABLE
STONE CLASSIFICATION
RIP RAP DEPTH
A
9
B
18'
CLASS 1
24 to
CLASS 2
24t) -36'p
RIPRAP LINED CHANNEL
NO SCALE (BY THE CITY OF RALEIGH)
DITCH & SWALE LININGS TABLE
TRAIL DITCH
STATIONS
TYPE
APP
LEFT
STA: 0+00-2+67
575 OR EQUAL
STA: 15+09-16+46
STA: 0+00-2+67
RIGHT
STA: 8+36-10+83
STA: 14+35-15+09
575 OR EQUAL
STA: 15+09-17+43
C125 OR EQUAL
DITCH TO
LAST 62'
575 OR EQUAL
TST 3
NOTE:
* IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE
OR STAKE LENGTHS GREATER THEN 6" (15CM) MAY
BE NECESSARY TO PROPERLY ANCHOR THE BLANKETS.
CRITICAL POINTS
6 C A. OVERLAPS AND SEAMS.
B. PROJECTED WATER LINE
C. CHANNEL BOTTOM/SIDE
SLOPE VERTICES.
INSTALLATION
1 • PREPARE SOIL BEFORE INSTALLING BLANKETS, INCLUDING ANY NECESSARY APPLICATION OF LIME, FERTILIZER, AND SEED.
NOTE: WHEN USING CELL -O -SEED DO NOTE SEED PREPARED AREA. CELL -O -SEED MUST BE INSTALLED WITH PAPER SIDE
DOWN.
2• BEGIN AT THE TOP 0 THE CHANNEL BY ANCHORING THE BLANKET IN A 6" (15CM) DEEP X 6" (15CM) WIDE TRENCH WITH
APPROXIMATELY 12" (30CM) OF BLANKET EXTENDED BEYOND THE UP-SLOPE PORTION OF THE TRENCH. ANCHOR THE
BLANKET WITH A ROW OF STAPLES/STAKES APPROXIMATELY 1 Z" (30CM) APART IN THE BOTTOM OF THE TRENCH. BACKFILL
AN COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL AND FOLD REMAINING 12" (30CM) PORTION
OF THE BLANKET BACK OVER SEED AND COMPACTED SOIL. SECURE BLANKET OVER COMPACTED SOIL WITH A ROW OF
STAPLES/STAKES SPACED APPROXIMATELY 12" 930CN) ACROSS THE WIDTH OF THE BLANKET.
3' ROLL CENTER BLANKET IN DIRECTION OF WATER FLOW IN BOTTOM OF CHANNEL. BLANKETS WILL UNROLL WITH APPROPRIATE
SIDE AGAINST THE SOIL SURFACE. ALL BLANKETS MUST BE SECURELY FASTENED TO SOIL SURFACE BY PLACING
STAPLES/STAKES IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE. WHEN USING THE DOT SYSTEM.
STAPLES/STAKES SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS CORRESPONDING TO THE APPROPRIATE
STAPLE PATTERN.
4' PLACE CONSECUTIVE BLANKETS END OVER END (SHINGLE STYLE) WITH A 4"--6" (10CM-15CM) OVER LAP. USE A DOUBLE
ROW OF STAPLES STAGGERED 4" (10CM) APART AND 4" (10CM) ON CENTER TO SECURE BLANKETS.
5 FULL LENGTH EDGE OF BLANKETS AT TOP OF SIDE SLOPES MUST BE ANCHORED WITH A ROW OF STAPLES/STAKES
APPROXIMATELY 12" (30CM) APART IN A 6" (15CM) DEEP X6" (15CM) WIDE TRENCH. BACK FILL AND COMPACT THE
TRENCH AFTER STAPLING.
6. ADJACENT BLANKETS MUST BE OVERLAPPED APPROXIMATELY 2"-5"(5CM-12.5CM) (DEPENDING ON BLANKET TYPE) AND
STAPLED.
7, IN HIGH FLOW CHANNEL APPLICATIONS, A STAPLE CHECK SLOT IS RECOMMENDED AT 30 TO 40 FOOT (9M -12M) INTERVALS.
USE A DOUBLE ROW OF STAPLES STAGGERED 4" (10CM)APART AND 4"(10CM) ON CENTER OVER ENTIRE WIDTH OF THE
CHANNEL.
8. THE TERMINAL END OF THE BLANKETS MUST BE ANCHORED WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12" (30CM)
APART IN A 6" (15CN) DEEPX6" (15CM) WIDE TRENCH. BACK FILL AND COMPACT THE TRENCH AFTER STAPLING.
NOTE:
* HORIZONTAL STAPLE SPACING SHOULD BE ALTERED IF NECESSARY TO ALLOW STAPLES TO SECURE THE CRITICAL
POINTS ALONG THE CHANNEL SURFACE.
** IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR STAKES LENGTHS GREATER THAN 6" (15CM) MAY BE
NECESSARY TO PROPERLY ANCHOR THE BLANKETS.
EROSION CONTROL BLANKET
NO SCALE
HSMM-Full.ctb RF: eo3xbdr
HSMM
ARCHITECTS ENGINEERS PLANNERS
HAYES, SEAY, MATTERN & MATTERN, INC.
181 E. EVANS ST. BTC -105 SUITE 23
FLORENCE, SC 29506
[phone] WWW.HSMM.COM
SEALS
CAR
OF�SS/p�
SEAL
1 V73.
CONSULTANT
CONSULTANT
OF Rq�
Q.
O� F'STA@LISMEP ��9 `�
C Pt
HONEYCUTT
CITY OF
RALEIGH
WAKE COUNTY, NORTH CAROLINA
REV
DATE
DESCRIPTION
APP
12-23-04
S & E SUBMITTAL
GES
COMM NO: 60375
FILE NO: EM0402
ISSUE DATE:
DESIGNED BY: JOT DRAWN BY: MKF
CHECKED BY: PNW SUBMITTED BY: PNW
© HAYES, SEAY, MATTERN & MATTERN, INC.,
2005. ALL RIGHTS RESERVED.
CIVIL
EROSION & SEDIMENT
CONTROL DETAILS
C5.2

1. OBTAIN ALL APPLICABLE APPROVALS AND PERMITS.
STANDARD METAL 2. LOCATE CLEARING AND GRUBBING LIMITS.
POSTS 2'-0" IN _ _ _ _ _ _ _ TOP ELEVATION OF STORMWATER _ _ _ , 0.5 -1
ROUND 57 WASHED ~Q 3. INSTALL SILT FENCE AND OTHER TEMPORARY DEVICES NEEDED FOR EROSION ~o coNTROL. ARCHITECTS ENGINEERS PLANNERS
MAX. - TONE 1 ~
GALVINIZED N F EXIStI HARDWARD DESIGN 0 SPILLWAYS NG SLO 0 s , 0 4. PERFORM EARTHWORK OPERATIONS
PS WIRE - ~o O Mi ~ oo N
EXTENDS DRAINAGE AREA WEIR LENGTH Q °O ~0 5. ESTABLISH PERMANENT VEGETATION ON ALL DISTURBED AREAS. Q O Oo
(ACRES) (FT) CLASS 1 RIPRA FILTER FABRIC TO TOP 1 4.0 ' ' ~ NOTE 2
OF BO 2 6 0 VARIES ~ ~ ~ o ' 6. REMOVE SILT FENCES AND OTHER TEMPORARY DEVICES AFTER FINAL STABILIZATION. ~ ~ Uo U~U Uo ~ 00 0
~ 4 10.0 00 O 00 o HAYES, SEAY, MATTERN & MATTERN, INC. X00 ~ X00 X00
° ~ a 5 12.0 ~ o o~ o o~ o o~ 181 E. EVANS ST. BTC-105 SUITE 23 o~ ~ o o~ p o~ ~ o ~ 0~ ~ Oo ~ o FLORENCE, SC 29506
~ SIDE VIEW _ o~ ° a 1 DIMENSIONS SHOWN ARE MINIMUM 0 0 oao ALL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CHECKED FOR S A - 00 00 1 T BILITY AND PROPER OPERATION [phone] WWW.HSMM.COM
o - ~ ~ °o a 00 X00 ~0 ~ 00 O00 FOLLOWING EVERY RUNOFF-PRODUCING RAINFALL, BUT AT A MINIMUM OF ONCE EVERY WEEK. ANY NEEDED
~o o NOTE: d ~ ~ o. 00 00 000 ~ REPAIRS WILL BE MADE IMMEDIATELY TO MAINTAIN ALL EROSION AND SEDIMENTATION CONTROLS AS DESIGNED. SEALS
~ o`~ 1. KEY RIP RAP INTO THE DAM ~ ~ EXISTING SLOPES ~o ~ O ..`V
/ ~ ~o ~ - FOR STABILIZATION. ~ 2. STABILIZATION MEASURES SHALL BE INITIATED AS SOON AS PRACTICABLE IN PORTIONS OF THE SITE WHERE
~ ~w ~ CONSTRUCTION ACTIVITIES HAVE TEMPORARILY OR PERMANENTLY CEASED, BUT IN NO CASE MORE THAN 14 2-3 COARSE AGGREGATE ~ DAYS AFTER THE CONSTRUCTION ACTIVITY IN THAT PORTION OF THE SITE HAS TEMPORARILY OR PERMANENTLY o``~~~ CARp''~~,
CEASED UNLESS ACTIVITY IN THAT PORTION OF THE SITE WILL RESUME WITHIN 21 DAYS. ~~N~'~,
4'-0" # 57 WASHED STONE PLACED - ~ ~ ~ESSIp 9 ~0 N9 •
TO A HEIGHT OF 12"-18" MIN. ~ DIVERSION RIDGE SILT SEDIMENT FENCES WILL BE REPAIRED AS NECESSARY TO MAINTAIN A BA RI R T = ~ ~ '
ABOVE TOP OF BOX E 3. / R E . SEDIMEN WILL BE SEAL : rn GRAO ~ LOpE REMOVED FROM BEHIND THE FENCE WHEN IT BECOMES ABOUT 0.5 FEET DEEP. REMOVED SEDIMENT SHALL 14773
6"-1' S ' 2% ~ BE DISPOSED OF IN A SUITABLE AREA AND STABILIZED TO PREVENT EROSION AND SEDIMENTATION.
w -WEIR ~ G
~ o o KEYED RIP RAP Q o\o 0 0 4. ALL SEEDED AREAS WILL BE FERTILIZED, RESEEDED AS NECESSARY, AND MULCHED TO MAINTAIN A VIGOROUS, , ~,J
DENSE VEGETATIVE COVER.
#5 WASHED STONE EXST GEOTEXTILE FABRIC EXST RD 5, ADDITIONAL CONTROL DEVICES MAY BE REQUIRED DURING CONSTRUCTION IN ORDER TO CONTROL EROSION
AND OR OFF SITE SEDIMENTATION. ALL TEMPORARY CONTROL DEVICES SHALL BE REMOVED ONCE CONSULTANT /
NO SCALE FR NT VIEW NOT S~ CONSTRUCTION IS COMPLETED AND THE SITE IS STABILIZED.
NOT S.
SAO 1 • AVOID CUF PE _ _ . AVOID CURVES IN PUBLIC ROADS TO STEEP SLOPES. REMOVE ALL VEGETATION
- AND OTHE AND OTHER OBJECTIONABLE MATERIAL FROM THE FOUNDATION AREA. GRADE
~ SWALE AND CRON STEP E UE C AND CROWN FOUNDATION FOR POSITIVE DRAINAGE. 1 TEMPORARY SEEDING SCHEDULE
NO SCALE 2. IF THE SU IF THE SLOPE TOWARD THE ROAD EXCEEDS 2%, CONSTRUCT A RIDGE, 6 TO 8 DATE: TYPE PLANTING RATE
INCHES HIS INCHES HIGH WITH 3:1 SIDE SLOPES, ACROSS THE FOUNDATION APPROXIMATELY SEP 15 -MAR 30 TALL FESCUE AND 70 LBS ACRE CONSULTANT
UNIFORM SLOPE TO ELEV GIVEN 15' FROM 15 FROM THE ENTRANCE TO DIVERT RUNOFF AWAY FROM THE PUBLIC ROAD. WINTER RYE GRAIN 25 LBS ACRE
SWALE (TYP) ON PLAN ( ) /
3 MAX 3. PLACE GE( I. PLACE GEOTEXTILE FABRIC ON GRADED FOUNDATION TO IMPROVE STABILITY, TALL FESCUE AND GERMAN
~ CIA L` _ 1 _ ESPE L _ _ _ _ _ 48 MIN ESPECIALLY WHERE WET CONDITIONS ARE ANTICIPATED. APR 1 -AUG 15 120 LBS/ACRE MILLET 25 LBS/ACRE
FENCE POSTS, y - y i- - ~ 8, 4. PLACE STC OR SUDANGRASS 30 LBS/ACRE PLACE STONE TO DIMENSIONS AND GRADE SHOWN ON PLANS. LEAVE SURFACE
~ M DRIVEN MIN ~ ~ To ~ SMOOTH A (SMALL-STEMMED VAR.) SMOOTH AND SLOPED FOR DRAINAGE.
18 INTO WOVEN WIRE FENCE (14 1.33#/LF CONSULT CONSERVATION ENGINEER OR SOIL CONSERVATION SERVICE FOR ADDITIONAL INFORMATION
GROUND GA MIN MAX 6 MESH STEEL 5. DIVERT ALl DIVERT ALL SURFACE RUNOFF AND DRAINAGE FROM THE STONE PAD TO A CONCERNING OTHER ALTERNATIVES FOR VEGETATION OF DENUDED AREAS. THE ABOVE VEGETATION RATES ARE
SPACING) WITH FILTER POST SEDIMENT CLOTH OVER 48" MIN SEDIMENT TRAP OR BASIN. THOSE WHICH DO WELL UNDER LOCAL CONDITIONS; OTHER SEEDING RATE COMBINATIONS ARE POSSIBLE.
NOT TO SCALE ~ LENGTH 6. INSTALL PI WOVEN WIRE FENCE (14 DRAINAGE. INSTALL PIPE UNDER PAD IF NEEDED TO OBTAINED PROPER PUBLIC ROAD TEMPORARY -RESEED ACCORDING TO OPTIMUM SEASON FOR DESIRED PERMANENT VEGETATION DO DRAINAGE. NOT ALLOW TEMPORARY COVER TO GROW OVER 12" IN HEIGHT BEFORE MOWING, OTHERWISE FESCUE MAY BE
GAUGE, MAX 6" MESH SHADED OUT.
SPACING) 7• THE ENTRI THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION THAT WILL PREVENT
TRACKING TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC RIGHT-OF-WAY. THIS MAY 2A. PERMANENT SEEDING SCHEDULE -WET ZONE SEEDING
~-UPSTREAM END OFD COMPACTED REQUIRE T REQUIRE TOP DRESSING. REPAIR AND/OR CLEANOUT OF ANY MEASURES USED DATE: TYPE PLANTING RATE
- STORM DRAIN OVERFLOW TO TRAP FILL TO TRAP SEDIMENT. APR -JULY FACW WETLAND MEADOW MIX BY ERNST SEED 10-12 LBS ACRE /
1 /3 PIPE ~ ~ 8• WHEN NEC d da WHEN NECESSARY, WHEELS SHALL BE CLEANED PRIOR TO ENTRANCE ONTO AUG-MAR TEMPORARY SEEDING PUBLIC RIGHT-OF-WAY.
' e DIAMETER ~ ? FLOW ° a PUBLIC Rli d a e a s \ ~I. f
~ II ~ a ~ ~ =III=111=III= - - 9. WHEN WA. i. WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON AN AREA STABILIZED WITH PERMANENT SEEDING SCHEDULE -NATURALIZED ZONED SEEDING
m ~ 4 ; `"'=~i =III=III=11 ~ = CRUSHED CRUSHED STONE THAT DRAINS INTO AN APPROVED SEDIMENT TRAP OR 26. DATE: TYPE PLANTING RATE
BURY BOTTOM ~ w ~ 11-III=II (=11= SEDIMENT SEDIMENT BASIN.
OF PLYWOOD _ _ _ _ _ _ _ _ ~ '-'~i Iil_Ill,;,11= III-l l 1=111-III=111-111=1 I I=III=11 I I ~I I I_Il I_ III-III-III-III=III-11f=III-III-III I-III-III-1I ~ ? EMBED FILTER CLOTH ~ Z ~ APR -JULY WARM SEASON GRASS MIXTURE SPEC 25-30 LBS ACRE
=iii=i i ~ I I=~ ~ ~ ~=1 I I=~ I IJ III=11 I-1 I I. 0~ AND WEEPING LOVE GRASS 4 LBS ACRE /
MIN 8 INTO GROUND ~ F 3 4 EXTERIOR F R F 0 q
/ PLYWOOD 4" AUG -MAR TEMPORARY SEEDING 5 BUSHELS/1,000 SQ FT
STANDARD SYMBOL UNDISTURBED NO SCALE y'
NO SCALE 3. PLAY FIELD SODDING- T10 BERMUDA SOD ~ V
PLYW OD INL PROTEC ION _ GROUND PERSPECTIVE VIEW sF sF sF
TYPE A SECTION VIEW >'PE A * OR AS REQUIRED TO ACHIEVE 90% COVERAGE AS DETERMINED ON A PER SQUARE YARD BASIS PRIOR TO ~ FINAL ACCEPTANCE. • ~
STEEL FENCE PIPE OUTLET Ti E OUTLET TO FLAT AREA WITH NO DEFINED
POST TYP. UPSTREAM END OF NO SCALE CHANNEL ( ) STORM DRAIN CANNEL WHEN SEEDING MUST TAKE PLACE ED OUT-OF-SEASON FOR PERMANENT GRASS, APPROPRIATE Q' 1 2
TEMPORARY SEEDING SHALL BE DONE AND THE CONTRACTOR SHALL BE RESPONSIBLE FOR PERMANENT ~ fSJgB Eo ~j9~
OVERFLOW SEEDING AS SPECIFIED IN SEASON AT NO ADDITIONAL COST TO OWNER. 15H ~ A
3d d W LAWN MAINTENANCE: CA
WASHED STONE 1/3 PIPE CONTRACTOR SHALL BE RESPONSIBLE FOR LAWN MAINTENANCE THROUGH SUBSTANTIAL COMPLETION. LAWN
° ~ DIAMETER FILTER ACROSS d e MUST BE AT 95% COVERAGE AT SUBSTANTIAL COMPLETION REVIEW TO BE ACCEPTED. IF NOT AT 95%
PIPE INLET ° PLAN L COVERAGE, SUBSTANTIAL COMPLETION WILL BE DELAYED UNTIL THE FOLLOWING GROWING SEASON. a
m, ° a
4, APPLY SEED IN TWO INTERSECTING DIRECTIONS. RAKE IN LIGHTLY.
- III-III\-111=11-1~I11"III-_ ~IIl=1_II 'III" WIRE SCREEN
~ ~ ~ i I ~l 11=111=111=111=1 I ~I i 11=111 1= 1=1 f I-111=1I DEWATERI NG F ~ ~ ~ ~ =~~i=+ii-iii-~i~-i:i-~ii-~~ I~il ~I~Jlul~ CONC,Rf~TE BLOCK TEMPORARY SEDIMENT FOR SIZE OF d DO NOT SEED AREAS IN EXCESS OF THAT WHICH CAN BE MULCHED ON SAME DAY. FOOTING -SEE NOTE 5~
P00 FO( ~ HaROwnRE aoTH DEWATERING
o° va ~ _ ¦ . ¦ o i r SECTION A-A 6. DO NOT SOW IMMEDIATELY FOLLOWING RAIN, WHEN GROUND IS T00 DRY, OR DURING WINDY PERIODS.
a o ~ ~ I F S' ¦ I ¦ ~ IF STONE DIA.> 8'~, PROVIDE GEOTEXTILE UNDERLINER OR 7. IMMEDIATELY FOLLOWING SEEDING AND COMPACTING, APPLY MULCH TO A THICKNESS OF 1/8 INCH AND SPRAY
STON FI T R INL PROT CTI N a 1 MIN. p~~ 1 s 4" (MIN.) #57 WASHED STONE BEDDING MATERIAL. THE AREA WITH EMULSION. MAINTAIN CLEAR OF SHRUBS AND TREES.
e 2 MAX. o o ( NOTE: o \ 0° °
ai i nnnTini i v nnuni rrrn crnrn~ - o~~ @ ~ _ ~ ~ _ _ ~ ~ n°RBrMr°~ ° - - 8. APPLY WATER WITH A FINE SPRAY IMMEDIATELY AFTER EACH AREA HAS BEEN MULCHED, SATURATE TO 4 INCHES
/1LL ("h1Rll/iLLI VVNII'LLILU JIVRIVI o0 0 - L
o ~ i=IT= i ~ r= 1=_== a WITH GATE DRAINS SHALL BE PROTECTED AT o0 o I _ _ _ _ TYPE B ~ ~o ~ ~ I li, III Ifl III III III III THE END OF EACH DAY IN ~ ~ o~ Il~~illl=III=III=III=111=;~ e PIPE OUTLET TC 'PE B DEPTH OF SOIL.
~ ~ o ~o / ~ 111.-II I_I I I_I I I-III ACCORDANCE WITH THESE DETAILS ~ ~o ~ ~ o ' / SEDIME "i 111=111= ~ CHANNEL E OUTLET TO WELL- DEFINED g, A SATISFACTORY STAND OF TURF FROM THE SEEDING OPERATION IS DEFINED AS A MINIMUM OF 15 GRASS
~ ~oc~ 4NNEL PLANTS PER SQUARE FOOT. BARE SPOTS CAN BE NO LARGER THAN 6 INCHES SQUARE. TOTAL BARE SPOTS MUST BE LESS THAN 2 PERCENT OF THE TOTAL SEEDED AREA.
_ _ - / ° °0'°~8~~®°°°$o°~, o~°
~o° ~
NO SCALE 2:1 SLOPE, GRAVEL,-~ILT \ °,°-O ° ~ Dvoep°oQo oe ca ° ~ ~
B ~r ,»'"~o.xy~ ~ ~ CHANNEL BVTT~~V~ -
CONSTRUCTION SPECIFICATI NS ~ o~ga'~o o~ 1, AGRICULTURAL LIME 2 TONS/ACRE
2'MIN. NATURAL GROUND OR FILL OR CUT SLOPE FERTILIZER - 1000 LBS ACRE 10-10-10 ® /
FLOW 1. LAY ONE BLOCK ON EACH SIDE OF THE STRUCTURE ON ITS SIDE IN THE BOTTOM ROW TO ALLOW POOL DRAINAGE. FLOW THE FOUNDATION SHOULD BE EXCAVATED AT LEAST 2 INCHES BELOW THE CREST OF THE STORM DRAIN. PLACE THE a°°~~~o~ ° ° MULCH 2 TONS/ACRE TACK - EMULSION ~ 300 GAL/ACRE
SLOPES: ~ ~ BOTTOM ROW OF BLOCKS AGAINST THE EDGE OF THE STORM DRAIN FOR LATERAL SUPPORT AND TO AVOID PLAN La
2:1 MAX.(TYP.) 18 MI WASHOUTS WHEN OVERFLOW OCCURS. IF NEEDED, GIVE LATERAL SUPPORT TO SUBSEQUENT ROWS BY PLACING 2x4 /
18 MIN. WOOD STUDS THROUGH BLOCK OPENINGS. 2. LIME SHALL BE RECOMMENDED FOR GRASS AND SHALL BE GROUND LIMESTONE CONTAINING NOT LESS THAT 85
COMPACTED FILL PERCENT TOTAL CARBONATES.
2. CAREFULLY FIT HARDWARE CLOTH OR COMPARABLE WIRE MESH WITH 1/2-INCH OPENINGS OVER ALL BLOCK BERM OPENINGS TO HOLD GRAVEL IN PLACE. ° ~
DITCH ° 0 3. MULCHING MATERIAL SHALL BE OAT OR WHEAT STRAW, FREE FROM WEEDS, FOREIGN MATERIAL DETRIMENTAL TO `~`~S° °
3. USE CLEAN GRAVEL, 3/4- TO 1/2-INCH IN DIAMETER, PLACED 2 INCHES BELOW THE TOP OF THE BLOCK ON A PLANT LIFE, AND DRY. HAY OR CHOPPED CORNSTALKS ARE ACCEPTABLE.
NATURAL GROUND OR FILL OR CUT SLOPE 2:1 SLOPE OR FLATTER AND SMOOTH IT TO AN EVEN GRADE. DOT 57 WASHED STONE IS RECOMMENDED. SECTION B-B
2 MIN. IF STONE DIA. STONE DIA.> 8", PROVIDE GEOTEXTILE UNDERLINER 4, APPLY FERTILIZER IN ACCORDANCE WITH MFR.'S INSTRUCTIONS.
FLOW COMPACTED FILL ~ OR 4" (MIN.) „ WAKE COUNTY, NORTH CAROLINA ~R 4 (MIN.) #57 WASHED STONE BEDDING MATERIAL.
~ ~ 18 MIN NOTES. 5. APPLY FERTILIZER AND LIME AFTER SMOOTH RAKING OF TOPSOIL AND PRIOR TO ROLLER COMPACTION. REV DATE DESCRIPTION APP NOTES:
NO SCALE (1) d = (1) d = 1.5 TIMES THE MAXIMUM STONE DIAMETER BUT NOT LESS THAN 6
BERM/ DITCH INCHES, INCHES, 6. DO NOT APPLY FERTILIZER OR LIME AT SAME TIME OR WITH SAME MACHINE AS WILL BE USED TO APPLY SEED.
TEMPORARY DIVERSION BERM DITCH t
(2) d (2) td = 1' ABOVE MAXIMUM TAILWAT~R OR TOP OF - R TO AID THE 7. MIX FERTILIZER AND LIME THOROUGHLY INTO UPPER 3 4 INCHES OF TOPSOIL AND LIGHTLY WATE CHANNEL BANK (WHICH-EVER IS LESS). DISSIPATION OF FERTILIZER.
NOTES: CHANNE!
A. (3) La MACHINE COMPACTION OF ALL FILL IS REQUIRED. DIVERSIONS SUFFICIENT TO DIRECT ALL BACK OF CURB (3) La =LENGTH OF RIPRAP APRON.
SEDIMENT- LADEN STORMWATER INTO A SEDIMENT CONTROL DEVICE MUST BE INSTALLED
PRIOR TO CLEARING & GRUBBING OF THE AREA (OR IN CONJUNCTION WITH THIS CATCH BASIN FOOTING SIZE
OPERATIOI~IF SEDIMENT CONTROLS & DIVERSIONS ARE INSTALLED AS EACH CRITICAL PIPE SIZE WIDTH DEPTH 1, THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE MAINTENANCE OF EROSION AND SEDIMENT CONTROL
POINT IS REACHED). MEASURES DURING CONSTRUCTION ACTIVITIES. EROSION AND SEDIMENT CONTROL MEASURES SHALL BE 15 - 24 8 12 10 02203- EROSION CONTROL.
B. DIVERSIONS SHOULD BE LOCATED TO MINIMIZE DAMAGES BY CONSTRUCTION OPERATIONS. " - 36" INSTALLED AND MAINTAINED IN ACCORDANCE WITH SPECIFICATION SECT N 12-23-04 S & E SUBMITTAL GES 24 12 24
C. DIVERSIONS SHOULD BE SEEDED & MULCHED IF THEY ARE REMAIN IN PLACE OVER 30 FLOW FLOW - OPEN 36" - 54" 18" 36" COMM N0; 60375 FILE N0. EM04
DAYS. MOUTH INLET 2. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE INSPECTED DURING OR IMMEDIATELY FOLLOWING THE 02
D. CHECK DEVICE AFTER EACH RAIN, BUT ONCE A WEEK REGARDLESS. REPAIR AS INITIAL INSTALLATION, AT LEAST ONCE IN EVERY TWO WEEK PERIOD WITHIN 48 HOURS FOLLOWING ANY RUNOFF ISSUE DATE:
NECESSARY. ~~~WAY PRODUCING STORM EVENT, AND AT THE COMPLETION OF THE PROJECT PRIOR TO THE RELEASE OF ANY JOT MKF NO SCALE PERFORMANCE BONDS. MEASURES NOT SERVING THEIR INTENDED PURPOSE DUE TO IMPROPER INSTALLATION. DESIGNED BY. DRAWN BY.
DEFINITION SP GRAVEL GUTTER EXTREME CONDITIONS, OR PRODUCT FAILURE SHALL BE CORRECTED IMMEDIATELY CHECKED BY: PNW SUBMITTED BY: PNW
A TEMPORARY RIDGE OF COMPACTED SOIL LOCATED AT THE TOP OR BASE FILLED
W OF A SLOPING DISTURBED AREA. Fop SANDBAGS ARE STACKED © HAYES, SEAY, MATTERN & MATTERN, INC., EL 382.8 TION ECTION 02921- SEEDING FOR TEMPORARY AND PERMANENT 3, CONTRACTOR SHALL ADHERE TO SPECIFICA S 2005. ALL RIGHTS RESERVED.
PURPOSES ~ TIGHTLY VEGETATION REQUIREMENTS.
12
1. TO DIVERT STORM RUNOFF FROM HIGHER DRAINAGE AREAS AWAY FROM PLAN UNPROTECTED SLOPES TO A STABILIZED OUTLET;
OR OPEN MOUTH INLET 'r1 8' EL 384.0 4. GROUND COVER SHALL BE PROVIDED FOR ALL EXPOSED SLOPES WITHIN 15 WORKING DAYS OR 30 CALENDAR CIVIL _ _ _ DAYS FOLLOWING COMPLETION OF ANY PHASE OF GRADING. PERMANENT GROUND COVER FOR ALL DISTURBED
2. TO DIVERT SEDIMENT-LADEN RUNOFF FROM A DISTURBED AREA TO A PONDING HEIGHT ' ~ ~Ti=lI1=1I1=1 = 1.2' - =1I1=1I1=III=iTi=~ AREAS SHALL BE PROVIDED WITHIN 15 WORKING DAYS OR 90 CALENDAR DAYS WHICH EVER IS SHORTER
SEDIMENT TRAPPING FACILITY. TOP OF CURB _ _ _ o _ _ _i i ~ FOLLOWING COMPLETION OF CONSTRUCTION OR DEVELOPMENT.
CONDITIONS WHERE PRACTICE APPLIES - - - - - - - 18 -ill;,ll- illl-~ 4 TO 12 -I I
WHEREVER STORMWATER RUNOFF MUST BE TEMPORARILY DIVERTED TO PROTECT - - FILTER FABRIC OR „ _III-III- GRAVEL BEDDING 5, SEED PROTECTION -IDENTIFY SEEDED AREAS WITH STAKES AND STRING AROUND AREA PERIPHERY. SET STRING
DISTURBED SLOPES OR RETAIN SEDIMENTS ON SITE DURING CONSTRUCTION. 6 HEIGHT TO 18 INCHES. SPACE STAKES AT 96 INCHES. COVER SEEDED SLOPES WHERE GRADE IS 4 INCHES
ADDITIONAL NOTE: PER FOOT OR GREATER WITH EROSION FABRIC. ROLL FABRIC ONTO SLOPES WITHOUT STRETCHING OR PULLING.
~ CATCH BA sIN PARABOLIC- POSITIVE GRADE MUST BE APPROVED TO ASSURE DRAINAGE. IF SLOPE EXCEEDS 2%, SEED & RABOLIC-SHAPED WATERW Y WITH STONE CENT R DRAIN LAY FABRIC SMOOTHLY ON SURFACE BURY TOP END OF EACH SECTION IN 6 INCH DEEP EXCAVATED TOPSOIL
MULCH DIVERSION. TRY NOT TO EXCEED 5~ (HIGH VELOCITIES RESULT). MAXIMUM D.A. =5 (SHAPED BY BULLDOZER) TRENCH. PROVIDE 12 INCH OVERLAP OF ADJACENT ROLLS. BACK FILL TRENCH AND RAKE SMOOTH, LEVEL
ACRES WITHOUT SUPPORTING CALCS. DIVERSIONS AT THE TOP OF SLOPES MUST EMPTY INTO AN SECTION VIEW WITH ADJACENT SOIL. SECURE OUTSIDE EDGES AND OVERLAPS AT 36 INCH INTERVALS WITH STAKES. LIGHTLY
APPROVED SLOPE DRAIN. BERM/DITCH IS MOST COMMONLY USED. DRESS SLOPES WITH TOPSOIL TO ENSURE CLOSE CONTACT BETWEEN FABRIC AND SOIL. AT SIDES OF DITCHES, LAY FABRIC LAPS IN DIRECTION OF WATER FLOW. LAP ENDS AND EDGES MINIMUM 6 INCHES.
NO SCALE SEE SH C1.2 6. BORROW AND WASTE PILES SHALL BE ISOLATED AND PROTECTED FROM EROSION BY SILT FENCING. ( )
NO SCALE NO SCALE 7, SILT FENCING SHALL BE HOOKED AROUND THE LOW END OF ALL DISTURBED AREAS TO PREVENT OFF SITE ~
SEDIMENT TRANSPORT.
HSMM-Fuli.ctb RF: eo3xbdr

EXST IE 392.00
SEE LANDSCAPE SHEETS SHEETS GREENWAY TRAIL CURVE TABLE
EXST 44LF-18" RCP CURVE RADIUS LENGTH DELTA CHORD CHORD BEARING
CLEAR CREEK FAR !EEK FARM DRIVE C1 100.00 64.01 36 40 39 62.93 N78 19 05 E
QiTCH EXST MATURE MIX HARD WOOD (EXST PRIVATE STREET & STREET & CP&L EASEMENT) C2 150.00 36.30 13'52'02" 36.22 S66'54'46"W
PROPOSED ENTRANCE dt TEMP CONSTRUCTION ENTRANC C3 100.00 95.64 54'47'52" 92.04 N46'26'S0"E ARCHITECTS ENGINEERS PLANNERS
EXST IE 372.29 _ _x~_
EIP © E1_ _-o- .n ~ a _ - - - - - - - - - - - C4 100.00 38.04 21'47'41" 37.81 S29'S6'45"W - - - - - - - - - - C5 100.00 69.14 39'36'47" 67.77 N21'02'12"E
p EXST 44LF-18 ,RCP ~ _ _._..i~_ iy~. C6 150.00 84,48 32'16'11" 83.37 N14'54'17"W
_ a.~ C7 80.00 169.83 121'37'46" 139,69 S29'46'31 "W
s EI P EXST IE 388.09 C8 100.00 68.79 39'24'54" 67.44 N70'52'57"E
_ ~ ~ C9 100.00 89.15 51'04'41" 86.23 S76'42'50"W
8/ _ _ EXST IE 375.6 . - . HAYES, SEAY, MATTERN & MATTERN, INC. ~ ~ C10 100.00 126.06 72'13'35" 117.88 N66'08'24"E 181 E. EVANS ST. BTC-105 SUITE 23
f 1~ ~ ~ O , - _ ~ r . - _ _ x``-"'"10 TRANSITIONAL BUFFER - ~ ~ C11 100.00 27.46 7 FLORENCE SC 29506
TOP OF HEAD 15 44 09 2 .38 N22 09 32 E [phone] WWW.HSMM.COM
~ ~ .A / i ~ IE 392.84 \ EL 389.59 ~ ~ ~
~ ~ ~ ~ r . Y- , _ ; ` ~ ~ SEALS
~ - _ ~ ~ , _ .-r,.. . EXST 40 -18 RCP L GEND 1
~ I . . l ~ G EXST PROPOSED EXST 120'-18" RCP
_ Q p~puin~q~~ • \ N CARP
~ _ F % ~ i ~ ! i ~ _~~r~~_~ ~ ~ EXST FES FDT CURB AND GUTTER SS tiq
~ ~ L N ,I 9~ . _ . S R~ aFE Ip,~ IE 396.79 80 ~ q
-c z ~ '1 ~ BASINS _~_.~SED. ,o, ~ ~ I~, I ~n ~1 \ 8 I R 1 ~W Grt~+~:~ PAVED Q < • ~ TEMP CONSTRUCTION I ~ ' ' ' " ~ ' ~ ~ SEAL ~ .
~ - ~FOREBA~~ ~ - ~ 1~- ' 1 I ~ \ _ _ _ ENTRANCE r I 1477 c \ I ASPH PAVEMENT
It; , 6 o ; ._._...r.-, . ~ . ~ - - r I z . ~ TENNIS COURTS - 6p I t~;. F •
D I~, I ~ ~ ~ CONCRETE "T"'r 0 .,c ~ •
co 9 r~.. 9 ~ 4 ~ • \ ~ _ ~ o
D -rl - Z i I Z ' ~ WETLANDS A i
• \
' ~ ~~~a;~e `'S _ Q I ~ TREEL N CONSULTANT
~ ~ ~ r_, ~ ~ - - a _ ~ a 300 LIGHTED BASEBALL FIELD O TR ~ ANSrri N
EXST MATURE ~ - . ~ ~ ~ ~ ~ . °,9 t ~ I I (SEE NOTE 1) ONAC ~ ~ CONC. DR. STORM DRAIN STRUCTURE BUFF
MIX HARD ~ ~ - a- I ~ a # SEE NOTE 2 . I p I" wood ~ ~ ~ ~ BASKETBALL I - 2 ER - ~ I PROPERTY LINE ~ ~
v . . n ~ (SEE .NOTE 1.) , ~ - 1 ~ ~,1 I ~ 15 RCP 8 CONSTRUCTION LIMITS - -
n ~ I I I C =415.63 ~ I .IN
210 LIG D , ~ , , 9 I. I 1 , PT . 3
. , ,LEAGUE FlELD ~ ~ ~ ~ I CONSULTANT
. ~ . ~ . . - T I I I 4.21' ~~,Q' 0 ~ '
4 ` _ I: (SEE NOTE 1.) .:1 I I~,; ~ J~ EXST 35 O`a EXISTING UNDERGROUND UTILITIES ARE SHOWN AT APPROXIMATE LOCATIONS. Q w 2~
2~ Q x J ~Pt~ ~ ACTUAL LOCATIONS MAY VARY SIGNIFICANTLY. CONT T 0~1 MPH SIGN RAC OR SHALL DETERMINE
SEE NOTE 2 ~9 ~ ~ THE EXACT LOCA J A1aRWP~ TION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK. ,~.w ~a
~4 ~ a ~ wT ;a l'.,, o a 15 RCP ~ ~osz CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES Q~ ~ WENS THAT RESULT FROM HIS FAILURE TO EXACTLY LOCATE AND PROTECT ANY AND
' ~ - O CONC. DR. L UNDERGROUND UTILITIES.
`~~PLAIA r w ~ 1~ ~ Y ~ W t0
~ ~ 7 ~ AVEL DR. m O -
. ~ , . , , , . , , , ~:~R WELL STORAGE ~ 7,i ti, ~ ~ # 48" POPLAR I ~ i + ,i _ INSTALL 6" BOLLARDS
TANK ~ , (BY OTHE S) I . Q 1 O AT FENCE CORNER ,
I ~ ~ ~ ~ ( t, W ~ ~ ~ - 20' DOUBLE GATE
r • r~ SEE NOTE 1 ( ) J ~
I "q ~ LEVEL SPREADER L ~ I '~1 ~ ~ U ~ j ~ ~ ~ /J~
o o ~ ~ N ' , ~ , BERM ~ L ~ L _ ~ z ~ q \ ~
~ ~ ~ ~k,~" ~ Sp .
BERM ~,r,,;, ,,q. TRgNS Z COLLAPSIBLE ~ ,u ~ ~ e rrroNA O
UFF L g BOLLARD ~ eRYq ~'FFeR ~ ~
5 NEUSE RIVER R PARIA ~ L EL SPREADER L, S a ~ BUFFER ON EACH SIDE ~ ,C RS. 1 '9a (lYp , , RD ~ ~ ~ E A ! ~ ~ ~
RF I,I t s-- OF STRE -~k 'I ~ _~I I - + _ _ -i ~ { ~ I
APPROX. LOCATION ~ „ ~ ~ S , ~ 5~,. ~ ( ) T ~ ~ ~ o ? ~ ~ ~ ~ • ~ ~ cv SITE IMPERVIOUS AREA.
II - ~ ~ ~ 1 ~ 2113 S - S ~ y Q FT - .049 ACRE
~ 50 TRANSITIONAL BUFFER ~ , .n..~~ - ~
~ ~ ~ ~ BUFFERYARD ) ~ •r t` FUTU ~ .r ~ RE F~ ~ IMPROVEMENTS IMPERVIOUS AREA: 1 1
~ ~ (TYPE A) ~ /S ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ COMMUNITY ~ T/ . ~ N~ , ~ ~ 93.618 SQ FT= 2.176 ACRES
, , , CENTER 2-2 FM - - - - p I I ~ ASPHALT' 47 929 FT R sQ F 0 q ~ I I INSTALL 6" 4, _ - TENNIS COURTS: 14,400 SQ FT
° ~ ~ /R T MATURE MIX HARD WOOD ~ ~ BY OTHERS , , , , 3,517 S.F. II A T ~ / A BOLLARDS BASKETBALL COURT: 4,500 SQ FT
~ q ~ ) T `t' ~ ~ ~ ~ ~ ~ ~ 1 STORY BLDG x~ EXST MATURE MIX HARD WOOD ti qT ti I ; AT FENCE CONCRETE: 20,315 SQ FT
~ + V J I CORNER RESTROOM/SHELTER: 6,474 SQ FT
' ' ' ' ~ HEIGHT <30) . ~ ~ ~ u , \ ~ 10 ASPH GREENWAY PEDESTRIAN TRAIL SCALE: 1 =10 1 j • •
~ w WITH 30' CLEARING DISTANCE TYP. w ~ ) PARKING SPACES: 106
~ ~ ~ ~ ~ ~ ~ ~ w ~ SEE CH C3.1 FOR PROFlLE ~Q ~ I ! HANDICAP PARKING SPACES: 3
~ mw ~o ~ ~a ' S: 109 Q TOTAL PARKING SPACE _ ~i
o ~ Q EISNED _ _ _ _ ZONED: R-40W AND SHOD _ _
z ~ ~ - 184.4 _ _ _ _ 0
~ _ ; DZ o v,Q ~ ' CA DISTURBED AREA: 12.99 ACRES
~cn a~ ~ o - _ ~ , ~ ---CONSTRUCTION LIMITS
- WETLANDS TYP. ~ ~ ~ ~ ~ w ~ / ; : ~ o ( ) ~ , P~ p _
F 82.1' _ _ _ ; _ , ...TRANSITIONAL BUFFER _ - ~ R29
m r ~ ~ m _ G~ _ R30 I R10 ~R30' !__._._-R.49 - rn
I tip. . - .m L Y G c f ~ STOP SIGN ~
s . GRASS ~ W ~ ( ) 8 GRASS o - - - ~ ' , ( ) ~ N 784164.9179
m ~ / ~o A _ ~C~ F II / p\ N 7841 . ' , \ R34 ~ • R14 E 2111184.4192 NOTES THIS SHEET. N 784150.6271 0 _ 6
. 5~ -sr. E ~ 1108 ~ „ ~ ti I .~T. Ta E ~ 110893.8265 6'
' • ~ • 1. SEE LANDSCAPE SHEETS FOR BALL AND PLAYING •'.,~:;•'•:•(ACCESS ROAD) ~ ~
i 1 e , ~ III P5! N ~ S ORM DRAIN ~ . , . • , , , , . • • , FIELD DETAILS. .
1 I I I e~F cu r~~
~ ~ 0 14 ~ R5 „ 01 - R6' 2. A FINAL ZONING AND SITE IMPROVEMENT INSPECTION
\ ~ _ _ ~ ~ - ~ ti ow e a5 - _ 120 _ ~ . _ ..d ' ' SHALL BE REQUIRED TO VERIFY SITE PLAN TYP ~ -
- R39 DBL ACCESS GATE N • • COMPLIANCE BEFORE A CERTIFICATE OF OCCUPANCY
- ~ DC ~ IS ISSUED BY WAKE COUNTY IDPP STAFF.
rE~0. 2 1N r~ _ I o 1 9 - C & G TYP ~ OP CURVE , ~ ~
~ , . , . I I ~r~ o - ~ : 3, DETERIORATED OR DEAD SCREENING SHALL BE DRIVEWAY (D _ - ~ WHEEL 8 REPAIRED OR REPLACED WITHIN SIX MONTHS.
~ ~ ~ { I ~ R30 ~ ~ 784092.2085 {DOUBLE TENNIS COURT) , - _:STOP
PT ~ 8+7 .3 ~ S I \ ( - SEE NOTE 1 _ _ _ _ _ _ ; Q ~ w, ( ) nP W ; ° - ~ CURB, TYP 4. NO PERMANENT CONSTRUCTION SHALL OCCUR WITHIN
I I ' E 2110815.0153 ° I .cit.. 0 S ~ ~ ° - Q BUFFER YARDS.
50 NEUSE RIVER RIPARIAN\~ ~ ~ ~ ~ ' o~ B ~ I~ o ~ 0
BUFFER ON EACH SIDE OF ~ ~ I CHAIN LINK ~ Q ~ _ _ _ 5. SEPTIC TANKS AND SEPTIC TANK DRAIN LINES ARE
STREAM APPROX. LOCATION ~ ~ ( ) ~ I SAND DBL AC FENCE ' 0 ~Z' ~ Q ® - PROHIBITED IN REQUIRED BUFFERYARDS. STORM DBL ACCESS ~ 01 ' ~ ~ , ~ a_~ a WATER RETENTION AND DETENTION FACILITIES, AND
o ( GATE o ° ~ ~ ~ STORAGE TANKS FOR ANY PURPOSE, UTILITY - Q(~~
b CC b' CONC ~ ! ' ° ° ~ ~ ; N SUBSTANCES, AND BUILDING HOUSING UTILITY - p cv ~
FUTURE SEPTIC FIELD PRE-ENGINEERED ~ , ~ ~ dvALK ' 6 6 15 - ~ ~ ~ CHAIN LINK IVALK 12 ~ ~ ~ ~ m SUBSTATIONS AND BUILDING HOUSING UTILITY a ~ ~ ~
BRIDGE STRUCTURE . ~ ~ ~ ~ ~ ~ ~ ~ coNC TAIRS ~ ~ ~ o - FENCE COMMODITIES OR EQUIPMENT ARE ALSO PROHIBITED
\ c1.1.2 pl ~ ~ o i i y ~ ~ (ti=~~ C4.1.6 IN REQUIRED BUFFERYARDS. ~ ~
s ~Z C1.1 ~ - ~ cv - C1.1 GRASS _ ( )
' I CHAIN „ ~ II : s F CHAIN LINK 15', ! _ 6 DIMENSIONS ARE FROM FACE OF CURB UNLESS FENCE ` ~ ! , fl 3 .6 OTHERWISE NOTED.
Y~ +J r., 24 20 ~ 15 8 20_ 24 ; y_ DBL ACCESS GATE cn -
N e _DBL ~ ~ `x o 1 (BA ° BASKETBALL COURT ~ 64' ' ~ ) _--~I 0 - 64
1 \ _ ~ CONSTRUCTION ~ 5Tk 0+35 ~ ~ ~J ~ ! ~ WAKE COUNTY NORTH CAROLINA
LIMITS / , , , , BEgN ASPH ~ ~ ~ ~ f 90 ~ ~ _ ~ ~ TYP ~ ~ 15 _ a: ~ : , 6 ~ ~ ,Q~ ~
TRAIL ; , ( ~ C4.2.1 ~ / ~ (SEE NOTE 1) _ _ Q ~ o REV DATE DESCRIPTION APP ~ o ; o~, _ 0 x- (SANG)
"
~ _ _ _ _ _ - - f . , _ _ ~ t ; .I- CONC ~ ° ~ w'0 a
~ a ACCESS GATE ~ 0 ~ ~ ~ N
' ~ °0 II I ~ ` LITTLE LEAGUE FIELD ~ HC RAMP N N I
k ~ .pb (SEE NOTE 1) R20' I C4.2.2 ~ ....:(VOLLEY $ALL) 6 ~ (SEE NOTE 1) m ~ ~ _ m r C4:2. NEW BIORETENTION/PLANTING AREA
i I _ ~ _ __CLR ....E--I _ ~ ~ C1.1 ~ 1 ' G~,1 - " ~ I D - ENTIRE MEDIAN; 3' WIDE CURB - ~ U
_ ~ I _ a N ~ DCD _ zti:~ ; + 2.1 CUTS AT 50 INTERVALS WITH RIP RAP)
r N ' ~ R35' II 9.1801 M 76.6 ' 8 R3 I R3' ~ NOTE DRAINLINE LOCATION, PLANT TREES 39.1801
_ --r ~k ~ N 78389 _ ; CLR I II E 2110953.064 - ACCORDINGLY. x53.064 ` ~ ~ _ N
. _ .a J ~ I _ _ . _ _ _ i ~ ~ ~ ~ ~ ~ i, p~ t 38.5 ,
co ~ ; , 1,,,..~,_ ~ . ~ 2 REST ROOM/ PICNIC SHELTER -
INSTALL 6 BOLLARDS ~R56 ~ ~ . BY OTHERS) w • 8' WIDE
i I AT'~FENC~ COF~NER ~ ~ ~ ~ ~ rt, 24fi . ~ , ~ ~ COMM NO: 60375 FILE N0: EM0402 i ' ~ s ~ I E ~ ~ DUGOUT 3 GRASS PAVED . 4
COLLAPSIBLE y y ~ (GRASS) ° ~ ~ ISSUE DATE: LASS) ! ! ~ , ~ .
BOLLARD o ~ ~I~`., ~ GRAS , - - -
~ y ~ y y 4 N & GATE DESIGNED BY: JOT DRAWN BY: MKF I- ~ ~ ~ ~ S ~ DUMPSTER W SCREE ~ _ ~ , ~ > 50.5 = 27.6 42,2
SEPTIC FIELD ~ ~ i CHECKED BY: JER SUBMITTED BY: GES ~ ,:~.~~I N ~~~~Q . 5 PLAZA SPACE
I IN BID ~ I ( I° 5:3 . ° ~ 5 ©HAYES, SEAY, MATTERN & MATTERN, INC.,
y I FUTURE I ~ GRASS ~ ~ ( ) ~ 2005. ALL RIGHTS RESERVED. I I 1;~~ , • ~ • ~ ~ HANDICAP SIGN
EXST MATURE MIX HARD WOOD N 783794.8458 F COMMUNITY ~ ~ l ~ , CONC WALK 6 94.848 I I N nj N I' ~ W ~ CENTER ~ _ ~ I -
. ~ E 2110954.9221 ~ 1.. ` INSTALL 6 20' DOUBLE GATE ~54.9221 I I : ~ _T - S
. BOLLARDS , r~ ~ ~ ~ 7 SEPTIC TANKS CENT ~ : - ~ CIVIL - ~ BY OTHERS, IN THIS BID
~ • ~ AT FENCE 20 _ °r~ o _ ~ .
~ CORNER • 50 I - ~ " ~ 8 50x100 SOIL STOCK PILE & EQPT
• TRANSIt10 _ ~ i~i ~'~'~r~ BUFF NAL BUFF L~.~ ° I ~ ' R,",, ~ I 20 AREA PROTECTED WITH SILT FENCE
ERY ER ~ ARD (TYPE ' > BERM A) Y= - a ~ ~ = ~ ' ; ~ ~ ~ ~ N WA K 1 y ~ _ - . ~ CO C L
• ~ C1.1.2 N N 783782.4244 ~ - ;~j~~.g': 8~.'9: - ~I HANDICAP RAMP TO BE BE BID AS
,,,o , ~ SCALE: 1 =10 C 1.1 E 1~~~ E 2111012.6649 ~ ' _ ~~~'~2T'fi~1~(~6,-26;~~-+: ~ ALTERNATE. y ~ ~ • ~ ,2'1,•1•-~ 138: _
540 ~J SEWEI ~ , - R15 SEWER BY OTHERS
1 I L 150 ~ r - - -
LEVEL SPREAD ~J 7 ~ s t s a s _ -F., _ 10' S' 0 10' 20' =VEL SPREADER ~ _ _ _
i ~
EPSRT I ~ ~ , 40 20 0 40 80
OF S RANSP ORTAT „ . 1 =40
I0~ 60' 30' 0 60' 120'
C 1.1.1 1 "=60'
SCALE: 1 "=60' SCALE: 1 "=40' C 1.1 ~
M:\FILES\60000SERIES\60375\CADD\DWG\E03C1.1.DWG C60375 03~28~2005 17:39:48 MFOWLER
HSMM-Full.ctb RF: eo3xc01,eo3xbdr

I ~ i
~ I ~ ~ EXST IE 392.00
r I ~ THIS SITE IS NOT LOCATED IN THE 100 YR FLOODPLAIN.
f / ~ ~ ~ ~ I ~ ~ ~ EXST 44LF-18 RCP
~ ( 1 I ~ SEE LANDSCAPE SHEETS ~ CLEAR CREEK FARM DRNE RM DRNE
~ ~XS M~gTUR MIX ~IARD OOD y ~ f ~ ~ ~ ~ , ~ ~ , ~ _ EXISTING PRIVATE STREET FLOOD HAZARD SOIL: WY=Worsham sand loam TREET Y
3~ ~ I ~ ~ I 1 I ~ I PROPOSED ENTRANCE ~ ~ - - ~ ~ AN6-CP&L SEMENT ~T FOUND IN WETLANDS AREA NEAR STREAM
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EXST MF _ ~ \ X380 ) ~ ~ 1 ~ ~ ~ I EXST MATU~ MIX HARD WOOD t
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1--~-~• _ A ~ - ~ ~ ~ ~ NAL BUFFER . _ - oa--_.- - - ~ 10' TRANSITIO ~ ~ I ----~ao \ \ 1 ~ z ~ i a f~ ~ 181 E. EVANS ST. BTC-105 SUITE 23 TOR OF HEADWA L DISTURBED AREA: 12.2 ACRES
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II ~ ' I ~ _ ~ ~ s I * r4 . ~ a O ~ ~ . . , ; w ~ ~ ~ ` ,:~~~1 a 00 LIGHTED BASE FlELD ~ w XST~ M RE MIS( ~ ~ ~ 6.50 ~ \ / ~ ~ ~ CONSULTANT ~ ~ _ ,V,-,-v,-,-wY., TREELINE
\ ~ A WOODI \ \ / I \ ~ r. . / ~ ~ r.. - \~o l ;1 CONC. DR.
~ 0 i ~ I \ o ' 4 I 210 LIGHTED . ~ UE F1E 'c' ~ / I ~ r FUTURE
I ~ I~ l I ~ BASKETBALL \ ~ A \ - i -3 8 / 6 I f ~ l 4 I ( 15 RCP STORM DRAIN STRUCTURE ~ ~
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V ~ ~ ~ s' r ~ , . \ ~ ~ 1.20 LOPE .1 ~ OUTLET PROTECTION
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I ~ ~ ' J~ ~ ~ ~I ti ' 1, / .1 / ~ m TEMPORARY SLOPE DRAIN -F _ _F _ .,J J
I . ~ ~ ~ ~ N HP ,i 4 ~ RAVEL DR. EROSION CONTROL BLANKET " ~ ~ nay seen c~:i ~ e:wa
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~ ~
~ I ~ ~ ~ ALL CONCRETE SURFACES S OR ~ / 1. HALL BE SLOPED 2~ F
- - ~ -376^ 74 ~0 ~ ~ s 1 \ \ E..,,~r / ~ ~ DRAINAGE UNLESS OTHERWISE NOTED. 1 WELL STORAGE TANK (BY OTHERS) /
_ y~'r~' ~ ? i _-376-- ~ ~ g \ \ 0 0 i%: a. - 0 / / T` i -424 r - ~ I ' 2. ALL UNSUITABLE MATERIAL RESULTING FROM THE GRADING 2 PLAZA AREA
- -380-~ ~ ~ ~ \ ~ 1 ~ ~ ~l ~ A ~ ~ <<~•~ a ~ - - ~ 37 1. .3 ~ ~ i ti-' ~ ~ I AND EXCAVATION WORK SHALL R M Y
2- A ~ ~ I / ~ 't a2 ~ti , _~6 ~ ~ y ~ , BE E OVED COMPLETEL , , - f 2 I ~ EXST MATURE ~ 3 DUMPSTER W SCREEN 2a O FROM THE OWNERS PROPERTY AND PROPERLY DISPOSED ~
- - ~3 ~ ~ , V A d 'ti . ; ~p . I. ~ 1 ' ' ~ ~ ~ h~ -38 aa. - ~ ~~a-`~' 1 I t ~ MIX HARD WOOD ~ ~ OFFSITE. ALL TOPSOIL MEETING THE REQUIREMENTS OF ,
4- - ~ ~ SEDIMENT ~ ~ - - 38 86 ' 8 ~ ~ ~ ~ ~ ti e' ~ / x~o, 50x100 SOIL STOCK PILE & THE SPECIFICATIONS & NOT USED IN THE FINAL SEEDING 4
` _ -386 _ ~ ~ ~ , ~ a ~ ~ ~ ~ E IP ~ ; SHALL BE DISPOSED OF AT OWNERS DIRECTION. QU MENT AREAS PROTECTED WITH a~~ I SILT FENCE
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50 NEUSE RIVER RIP~IAt~ - _ A, - , ~ I I l ~ ~ ~ ~ ~ BUFFER ON EACH SI v ~ ~ ~ \ ~ ~ I a ~ - ~ ~ ; 3. CONTRACTOR SHALL ESTABLISH PERMANENT GRASS ON 5 EPTIC TANKS CENTER AND SHELTER ~ . ~ ~ ` r ALL DISTURBED AREAS. PROVIDE A MINIMUM OF 4 INCH BY OTHERS IN THIS BID)
~ ~ , 2 A V A \ ~ / ~ ~ ~ 6. w ~ ~ k N h'~ ~ va N~ ~ A \ \ ~ s 1 ~ , OF STREAM - _ _ _ ~ v ~ , , ~ , I ~ A \ ~ . ~ A ~ ~ ~ I I ~ ~ , ~ ~ 1' ~ ~ I OF TOPSOIL MEETING THE SPECIFICATIONS FOR ALL AREAS
, (APPROX. LOCATION) • ~ ~ ~ ` , ~ , ~ , ~ ~ \ \ ~ ~ ~ 1 ~ ~ ' ~ ~ ~ ~ ~ n3a 6 NEW BIORETENTION PLANTING AREA ~ ~ < < ~ ~ / TO BE GRASSED. ,
~ ~ 1 (ENTIRE MEDIAN; 3 WIDE CURB k / Q ~ ,
~ ~ ~ ~ r,' EXST MATURE MIX` HA~ WO ~ ~ ~ ~ ~ r ~ ` ~ ~ ~ \ ~ N R 1 FUT~E ~ ~ ~ ~ ~ ~ ~ ~ ` \ L 1 4• ALL RCP SHALL BE CLASS IV. CUTS AT 50 INTERVALS WITH R F 0 q
- _ V ~ ~ V A \ 1 • ~ I i 1 1 I,I I ~ \ I ~ I
- V 'I I ~ ~ ~ \ ~ ~ ~ CENTERS ' - - - I I , , ~ , , . \ ~ ~ A ,EXST MATUR MIX HARD WOOD ~ / ~ ~ 5. PIPE INLETS AT DITCHES SHALL BE FLARED END SECTIONS NOTE DRAINLINE LOCATION PLANT ~ a 1 / ~ i / nn TREES ACCORDING Y ? y" ~yp,~ (FES). PIPE LENGTH INCLUDES FES. L
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~ ~ ~ 4• ~ ~ 1 \ ~ ~ ~ ~ o~ PICNIC SHELTER ~ ~ o \ ~ , ~ \ ~ ~ ~ ~ ~ 8 ' ~ ~ IN BID BY EXISTING UNDERGROUND UTILITIES ARE SHOWN AT APPROXIMATE LOCATIONS. ?i Q
~ ~ ~ \ ~ ~ O ERS ACTUAL LOCATIONS MAY VARY SIGNIFICANTLY. CONTRACTOR SHALL DETERMINE Q fSTae p ,j9ti
. ~ ~ 1 \ ' ' ~ ; \ ~ ~ 9.50 THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK. `~5H` ~ CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES O
~~~,1 A l~ A \ a A ~ ~ t ~a r / V A ~ _ ~ 1 '~8 ~ ~ ~ ~ ~ THAT RESULT FROM HIS FAILURE TO EXACTLY LOCATE AND PROTECT ANY AND C A
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PRE-ENGINEERED BRIDGE ~ ~ ~ ~ ; ' r ~ ~ ~ ~ ~ ~ ~ OM MATCH ~ ~ .1. , ~ \ i ~ ~ ~
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~ ~ ~ ~ ~ ~ ~ ~ I ~ CONSTRUCTION LIMITS ~ , I \ ~ ~ WAKE COUNTY, NORTH CAROLINA
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SILT N ~ ~ ~ ~ ~ ~ ~ ~ ~ - PRJ=-ENGIN~ERED,'~~~ ; ~ ~ ~ ~ ~ ~ ~ i ~ ~ o ~
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CONSTRUCTION LIMITS ~ ~ , ~ ~ ~ ~ ~ • ~ ~ Y. I COMM NO: 60375 FILE NO: EM0402
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~ , SEPTIC,, t ~ ISSUE DATE: _ W \ ; _ \ _....:k ~ \ ~~~."a..'.~v do-, _
..,FIELD SILT FENCE . t ~ ~ ~ ~ , ~ ~ ~i ~ ~ . DESIGNED BY. JOT DRAWN BY. MKF . ~ ~ ~ ~
~ , - 1 XST MATURE MIX HARD WOAD IN BID ~ ~ CHECKED BY: JER SUBMITTED BY: GES
M-. BLANKET LINED .DITCH / I ~ ~ . ~ ~ , ~ ~ ©HAYES, SEAY, MATTERN & MATTERN, INC.,
2ALEIGH ~ ~ ~ ~ ~ /X ~ ~ ~ \ ~ ~ ~ ~ 2005. ALL RIGHTS RESERVED.
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~ ~ . ~ EXST IE /372.219 / / ~ ~ ~ ~ 1 / / ~ _ ~ ~ j ~ _ _ - ' F~--'~y~~ ~ ~ ~ ~ ~ ~ ~ ~ F RENCE SC 29506 ~F-- - - iI I ,~I i ~ ~ I LO ,
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_ ~ ~ ~ % ' IPRAP IE 395.75 ~ - , ~ - - - _ = ~ ~ ~ ~ \ - _ ,rte' ~ ~ ~ ~ i - - _ - _ .,c . , . ~ ~ ~ ~ , I ~ ~A ~ 1~ ~ ~ I ~ TOP OF (HEADWALL ~ ~ ~
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w \ r r r ~ r ~ r J r a D ~ _ CB ~fARD INLET PROTECTION „rv 'PVC UND~ERDRAIN 1 ~ ~ r rr~r rrr rr x ~ J . ~ I , ( JB ~ • - ~ ~ ~ ti _ ~ I 1 ~ . / ~ ~ ~ ~ I I !
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1 ~ p ~ ~ . ~ 1 I I I \COMMUNITY ~ ~ ~ ~
1 1 C1=NTER L> 38 PVE ~ _ ~ ~ ~ ' o I 1 / 4` - ~ ~ ~ ~ 1 I ~ 0.5~
` ~ .coJ ~ ~ \ \ \ . >g_ _ ~M 1 ( FF-409150 I \ l ~ / ,v 1 \ \ ~ ~ \ ~ , n I ~ _ i I o ~ i l~ Q' o ~ ~ Q I ~
L_ _ _ ~ ~
_ ~ ' ~ _ i I' ~ - ~ _ - 422 ~ ~ / ~ R ~ 0 ~ ~ ~p ~ ` ~ - EXST MATU E c~
-376 ~ ~ ,:1 ~ 1 \ y ~ .'w' ~1 ,y1` ,fir ~ _ _ ~ ~ IN :t' ~ ~ . - ~ 1 k ~ MIX HARD 00D ~ ~ T.SP~ TYP SO ~ ~ ~ ~ m ,
\ ~ ~1 \ \ \ f ~ i ~ _ ~~1_ ~1• Yip! ~I" _ - - - - ~ . ~1 ~ - ~ ; y _ pE 407.66 - - - - - - -3 -376- ~ ~ ~ ~ \ \ S~ \ \ ~ - - '~Er 6 ~ tRA ~ 4 _ ~ ~ 28, ~ ~ pE 407. 6 - _ , - 20 ~ NSItlO _ ~ - -42 1 ~ ~ ,
~ ~ Np~ - ~ 4 11~ I - - ~ti- ~ eUF ~ B~FFE _ ~ F'~ I Q ~ 1 ~ti t'El~ R - ~ i
I ~ (lY ,YARD ~ ~ ~ I ~ 414 ~ p~ q, ,
- ~ ` ~ ~ \ LEVY 8 ~ ~ ~ - ~ ~ _ _ _ rya I ~7. ~ 4 ;'I' _ _ _ - ~ ~ ~ ~ w 04 ~ ,~t _ - ~ ~ ~ ) ~ ~ ~
- - - - I ~ , ~ ~ spR~~ ~ ~ ~ . ~ 98 v . - - 382 ~ ~ ~ ~ 1 - - ~ V n ~ ~ 1 8 - ~ ~ ~ F! ~ I /
_ _ - - ~ ~ ~ ~ ~ - ~ \ DOUBLE ROW ~ A ~ ` ~0 - z ~ ~ J~ i 1 ~ 4 ~ /
_38 ~ 2 0 ~ ~ SILT FENCE `~4, ~ V ~ . _ 1 ~ _ _ H ~ , • ~ , - C3 ~ I X ~ ~ ~l~ I
` 3 ~ ~ ~ r
- ` ~ ~ ~ 38_3 _ ~ ~ ~ I g- _ - 9~ v' ~ ~ 8 _ 1 ~ ~ ~ ~ ~ • • 0 1 / - ~ ~ ~ ~ - ~ _
_ _ -3g - - ~ d' \ ~ ~ ~ z 1 \ \ I ~ ~ ~ • l ~ A i, o ~
t - ~ ~Q, ~ _ ~ ~ F~._ A I T 2 v \ v 30 -15 RC 1 ~ ~ ~ ~ \ I ~ \ ~ 5C ~3gD-_; V ' I A V A \ 50 TRANSITIONA FF I / ~ - ~ ~ ~ ~ BU ER o ~ ~ ~ ~
~ , , ~ ~ ~ w ~ ~ ~ ~ ~ - ` I LEVEL 1 1 ~ ~ ~ \ \ V A \ V GREENWAY TRAIL ~ TEMPORARY SLOPE ~ ~ ~ ~ ~ / \ BUFFERYAR4 ~ ~
'~P EAGER \ \ ~ ( ~ ~A ~ ~ ° , , ° ~ A ATEMPOR~QRY SLO A I ~ ~ \ , , r DRAIN, TYP / ~ ~ ~ / (TYPE A) ~ ~ ~ ~ ~ ~ ~ ~ ~ ~,Z__ ~ ~ l
- - - ^ ~ - rt, I ~ \ \ ~ 8'' ~ ~ \ DRAIN P w ~ \ ~ \ ~ I ~ ~ i ~ ~
~ \ VV~ , ~ ~ / ~ d' u' \ V \ ~ \ co \ V A ~ ~ ~ ~ ~ ~ i PR4~RESS ENERGY \ \ \ ~ l~
~ ~ ~ a ~ y ~ ~ . I. v u' 6' ~ I ~ TIvA?~ ~ ~ I APrPROX. OVERHEAD ! A ~ ~v A~J ARb ~l ~ ~ 1 ~
~ \ ~ cP v ~ ~ ~ i. ~ ~ W ) ~ V A \ o. ~ ~ r _ L1'NE LOCATION (TYP.) , ~ ~
~ ~ EXST MATURE MIX HARD WOOD ~ ~ V ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ t kY, ~ ~ ~ 1 /
, ~ V~ V I j I o l ~ I~
~ ~ \ f - ~ ~ W y W ~ C NSTRUCTION LIMI ~ ~ i \ ~ I I \ ~ ~ / ~ ~ i
! _ _ A , I I ~ I ~ ~ l \ ~ ~ ~ ~ ~ \ _ ~ I ~ ~ - ' ~ ~ I ~ 2-2, FM A ~ 1 \ ~ ~ . _ I , ~ , . \ ~ ~ ~ ~ BY OTHERS ~ 1 o JB ~ _ 408.00 EXST IE 392.84 ~
~ -
I, ,L~' r ; A ~ ~ \ \ ~ I y 8~ ~ ~ ~ ~ \ - 408.00
\ I I ~ A \ \ ~ \ \ i- ~ ~ ~ ~ , ~ ~ ~ \ A ~ \ I I ~ 'v ) ~ 3 _ ~ 8'-1 „RCP _ -___E----- ~6- ~ F{OW\ - ~ , CONSTRUCTION LIMITS.
408.50 _ f~. -I~,- - ~ ~ SILT FENCEF' v
\ ~ i ~ C ~ ~ ;_c, I / ~ \ \ r« ~ ~ V ~ ~ \ ~ ~ il~ ~ ~ a ~ ~ ~ ~ _ , ~ I FlrOW T ~ ~ ~ , _ 1 408.40 ~ ~ ~ - I - _ _ , L _
t ~ _IE_393:00 - - - _ 408.50 ,
C ~ A \ _ q ~ ~ ~i~ ~ ~ u, O ~ ~ O ~ ~A ~ ~ \ \ \ ~ A ~ - - - - i r" ~ 408.52 ~ 4~08'~~,6Q , . OUTLET.. ~ ~ ~ r _ SF - r~',, _ .
~ 408.02 / PROTECTEO ? / ' SF
~ A V \ ~ ~ A, ° ~ - ~ ~ A \ - 4`08.70 ~ ~ - - ,fs' - - ~ r RAMP 408.50 ~ ~ ~ ~~i
\ ~ \ \ ~ ~ ~ ,q , 1 408.10 ~ ~ I . . ' ~ ~
~ A \ `WETLANDS (TYP.) ~ . ~ ~ ~ / \ ~ o \ ~ \ ~ ~ 9
~ \ ~ \ 'moo ~ ~ V ~ ~ / \ ~ ~ d ~ ~z ~ ~ v 12,4.x% ~ 6 ~ R BOLLAR , TYP 3 I s .I~ S~.Q~. • . ~ ~ / WAKE COUNTY, NORTH CAROLINA , DUMPST BLANK
x, A ~ A ~ _ _ - 4 60 08, 3 9 TC DI
1 A, ~ 1~ \ Q~ \ . W' ~ ~ % / ~ \ \ v' Z O. - ~ ~ 81 ~ ~ T DESCRIPTION APP i \ 3 REV DA E
~ ~ ~ 408.0 ~ '
~ ~ ~ ~ ~ d' II I w ~ \~o \ =45--_ RCP-J / 400 TST 3 ~Y 408.68 408.60 ~ X08.70 - _ .
~ ~ ~ i. Q ~ ~ \ \ ~ , ~ . ~ 1 ~ \ y / 4p CB 3 /
408:18 ~ ~ ~ 409.17 ~ y PROTECTION-SAN ~AG BARRI y y W W INLET 9 ~
~ ~ y ~ ~ ~ ~ W ~ / ~ A ~ ~ SCREEN / /W y W .
UNNAMED IB~TARY OF' HON~YCUTT CREEK ~ ~ ~ - - 6'1 ~ ~ ,W ° I o ~ _ ~ ~ ~ ,A ,1 . \ \ \ ~ ~nm - ~ .,,1 408.17
~ A 7 ~ y ~ V A ~ i ~ ~ ~ ~ I ~ „ / 401.1 j, IEy . yc`V y 16 -6 PVC ~ i w W y
IE 408.08
' ~ I ~ ~ I ~ ~ ~ ~ ~ i ~ . I ~ I , SEE SH C5.3 FOR SCREEN DETAIL
~ _ - C1.3.2
MATCHLINE -FOR CONT SEE SH C1.2 C1.3.1 SCALE: 1 "=20' C1.3
SCALE: 1 "=20' C1.3
SCALE: 1 "=40' COMM N0. 60375 FILE N0: EM0402
ISSUE DATE;
LEG EXST F PROPOSED DESIGNED BY: JOT DRAWN BY: MKF
- - 400 CONTOURS 400
STORM DRAIN TABLE CHECKED BY: JER SUBMITTED BY: GES
CURB AND GUTTER EIS NOT LOCATED IN THE 100 YR FLOODPLAIN. THIS SIT :R RAWING KEY NO. TYPE RIM/INLET INV IN INV OUT ©HAYES, SEAY, MATTERN & MATTERN, INC.,
GRASS PAVED r. ~ CB 1 GRATE 387.00 380.68 380.68 2005. ALL RIGHTS RESERVED.
. _ THIS SHEET: 1 WELL STORAGE TANK (BY OTHERS)
FLOOD HAZARD SOIL. WY-Worsham sand loam ASPH PAVEMENT y CB 2 GRATE 397.50 383.33 383.33
FOUND IN WETLANDS AREA NEAR STREAM 1. ALL CONCRETE SURFACES SHALL BE SLOPED TO R T CONC E E CB 3 OPEN MOUTH 400.00 394.70 391.15 2 PLAZA AREA # CIVIL 0 CB 4 GRATE 1 _ 395.75
DRAINAGE UNLESS OTHERWISE NOTED. ~ 3 DUMPSTER W SCREEN /
~ WETLANDS C8 #5 GRATE 1 _ 397.30
2. ALL UNSUITABLE MATERIAL RESULTING FROM THE GRADING AND EXCAVATION ,~Y,~, ~ SUPPLY WATERSHED BUFFER FEATURES ON PROPERTY NO WATER ~ TREELINE 4 50'x100' SOIL STOCK PILE & EQPT CB #6 GRATE 389.66 386.78 386.78 AREAS PROTECTED WITH SILT FENCE
WORK SHALL BE REMOVED COMPLETELY FROM THE OWNERS PROPERTY AND PROPERLY DISPOSED OFFSITE. ALL TOPSOIL MEETING THE REQUIREMENTS OF STORM DRAIN STRUCTURE UCTURE ~ ~ CB #7 GRATE 389.66 NA 387.00
5 SEPTIC TANKS CENTER AND SHELTER
PERENNIAL STREAM IS LOCATED ON SITE. IT IS AN THE SPECIFICATIONS & NOT USED IN THE FINAL SEEDING SHALL BE DISPOSED A OF AT OWNERS DIRECTION. PROPERTY LINE _ CB #8 GRATE 409.90 NA 408.04 BY OTHERS IN THIS BID
UNNAMED TRIBUTARY OF HONEYCUTT CREEK _ _ DITCH/SWALE - CB #9 GRATE 409.90 407.85 407.85 6 REST ROOM PICNIC SHELTER BY OTHERS) / (
3. CONTRACTOR SHALL ESTABLISH PERMAMENT GRASS ON ALL DISTURBED AREAS. _ _ JB 1 MH 2 395.20 395.20
. PROVIDE A MINIMUM OF 4 INCH OF TOPSOIL MEETING THE SPECIFICATIONS FOR - PIPE DISTURBED AREA. 12.2 ACRES 7 NEW BIORETENTION /PLANTING AREA - JB #2 MH 2 397.25 397.25 ,
ALL AREAS TO BE GRASSED. SILT FENCE - (ENTIRE MEDIAN; 3 WIDE CURB SF JB 3 MH 396.00 392.95 392.84 40' 20' 0 40' 80'
CUTS AT 5~ 'INTERVALS WITH ~ ~ 1 "=40'
EXISTING UNDERGROUND UTILITIES ARE SHOWN AT APPROXIMATE LOCATIONS. 4. ALL RCP SHALL BE CLASS IV. OUTLET PROTECTION )N RIPRAP) 01 1 BELOW ASPHALT ATION PLANT 120'
ACTUAL LOCATIONS MAY VARY SIGNIFICANTLY. CONTRACTOR SHALL DETERMINE T OCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK. 5. PIPE INLETS AT DITCHES SHALL BE FLARED END SECTIONS (FES). PIPE ARY SLOPE DRAIN - THE EXAC L TEMPOR NOTE DRAINLINE LOC / 60 30 0 60 E DRAIN -F - -F - - 2 FLUSH W ASPHALT TREES ACCORDINGLY 1 "=60'
CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES LENGTH INCLUDES FES. ` /
THAT RESULT FROM HIS FAILURE TO EXACTLY LOCATE AND PROTECT ANY AND EROSION CONTROL BLANKET _ BLANKET .v,a,;~:;,-:~~ •
ALL UNDERGROUND UTILITIES. CHECK DAM
M:AFILES\6Q000SERlES\60375\CADD\DWG\E03C1.3.DVVG C60375 03~28~2005 15:23:56 MFOWLER HSMM-Full.ctb RF: eo3xc01,eo3xbdr

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i , a .;",i j:'~. . x-. - a: It W.4 3.: - - -d7fi. ~ Y - ~ -r1~ s, ,rt ~ ix f e ~..r J "F. _ \ \ FLARED ENO SECnON STORM DRAINAGE
a t 3 - - y:v S. q.. - - r v ,3 F b - r _ ~ ~ A ~
v:. ~ fFT~ -x: f : - - : _ 4 , , .',,,r ~kf} t .~'•.a~ ay .t rJ •t. J 1'~ 'x y. ~ ~ .r > ` . . S: F STORM SERVICE LME .'*~s \ ~ CATCH BASIN
• rt, , _ F ° . - ",j. a 'a'. M - . Ne ~ ~xzk -x a'_ r .j . 1- 't t f `t' ' .3 as 4 T. ,•t! b!' ''3t 'x .vnn -,.%,•,.c--. ar r'<^. ~r - ROOF DRAIN, 8" ADS -RO-RD-RD- • \ ~ BWw ~ DROP INLET NON-PERFORATED TUBING OR
i. N/..: , - .v:.-. _.t z^ .n: ~ i• .rh '1a -t:a ~•,.C, _ 7. - ~ 'w° f "i_..t s, Y L a . v l z. H M t~ S s ' ~ ' EOUAL t.OX MIN. SLOPE 3' MIN. ~ ~f/y! iA
t i " - i a ~j, ~ tl- .L QI O 0 _ \ ¦ STORM SERVICE RLET COVER PVC SCHEDULE 40 IN O O F:a TRAFFlG AREAS U d~
,.1 s - f; `r;r .:5~~} 't ~ 1~`'glj~frrr-;,+c~ J.6'7[7c1L~ S m} ";c c~ ° ~ z' ..,F ~ ~~p ~ • STORM SERVICE ROOF-DRAM ~ to
f Y - • .l+^ )°s l 'l: L , ky , k~ N I I II V w - -1P -TP -TP - TREE PROTECnON iL ~ O ~ fµ \ _ ]
r ~ t.. :.fr .V 4: ~ 1 s - aC+_. , fi~ r:: F .~vr s<..,^.w ~f 0 STORM MANHOLE ~ ~ ~T5 ~ rn ad t`
~ a ~ ~ _ ~ LF of woooEO AREA rn a
i r - - - }'~1f L'.-t i x+ v ~ !~R'~ t Y .c - ~ RCP v , .so DRANAGE FLOW ARR01N Q Q'i W~„ RCP ~ W a N
01.25x; ~ +7 r ~ ~ ' _ .1 a'a a ti ` 0 t.00X ~ 256 iD' CONTOUR ~ z c~ N a LME BREAK SYUBOI 252 2' CONTOUR z o 0
' I - c e:.l ,tr.'ky b !•+i If" R x h .r~ _ - - '.a 1 s?' it - ~ i 1 - ,_`-.~c• -t - ® l r.~>~Je^ _ / w boo
~ v - - ^ty ~ '7• - - - ~ - rcf` n `~d!'a' ,vti.~lik '.:,tts.. y_. t > ~ _ r TDP do BOTTOM CURB ELEVATONS E'>aS11NG 1D' CONTOUR a ow ~
4 a -:z G r. - i. 4,-'. ~%.l.%1.~a' .n -,t7 ~ y~,~, ~y, ,,•y~ • t"n •t""-t 3" n e`~'~ i .t (~,1.! / > i~-,~ 2 .~y~ • ~ ~ x, .-TES t... :'~:i ' ..f "rM.`1' ::r<:•.~c'~. e'a - -s s.y e.i > - 'w., 252 a \ . e"" ~ ' ~ ~ D 49 Ewsnrlc r coNrouR a x ~ ~-N \Tw~r1.~.ao-TOP of wAU ELEVAnoN ~
~ - r ::r ~ - h'i~r 'w'f r } v +1- y ".tY\" ~L'Y.'~` 4 r <,w-7:.; -4 - ~ ~y ~ • rt r'~•`~ - - - - - EASEMENT UNE W U ~ m ~ r~a~ Bw=213.00-BOTTOM OF WALL ELEVATON W Q; O 0? _ - ~ ~
d j 1 R ` _ P w' f rS ~rR~ rc-M,t:'~~y`+,'L,,.j',~ ;ten -f~ r a,'h ~ ~~/A aft ` ~ ~ _ ~ (NOTE: BOTTOM OF WALL IS GRWND ~ ~ d s; ELEVATON NOT wALL FOUNDAnON) ;;;;;;;;;;;;;;;;;;;;y,;;;; p ~ . <A
- x _ - Yr - • ~ 2'r ~ Fr I'~ 'n,fi. rt~ q ~t t~: 126 OF ~ - i`i H y ~ HANDICAP AREA O (2x MAX SLOPE) z W O P s ii/iiiii/iii/ii,iiri,i iii
r . `t~ c .rj 'f!fy~., f•. d'~~~ ~ x ~ Y a? y~y, ~ „r' PU +250.80 SPOT ELEVATION W a
r -y . ,4 f)~ _ t ; 5 Ff y, .Y a 'rY S. ~ 'ljK1 ~l~ ~ it 1 f'F` .,4a,.~ f / } 1 J ~ _ ^
. - r: ~ 5 j ~ Y y-~~•~(~ ~ f.i.~ti%~ L`53 A..Y C _ ,a / !M~ ~ 8 i ~ _ i=, y :i..~ r F . - :c a -d ~ ~.r a•{' t~t~~~ LKiI'• r•~~ r ,p~ '4" ~St: • ~ ,G, `r. ~ k}~~ t+ y a o```~ CAR
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r = Q~
r ~ ~ _ - SEAL 27049
_ _ 'ra: t'1: ~ , t.:. r .af •-v :r .2~` } r'. ~ ; ~ i tc -H ~ _ "s
8 ~ ti, I
s _ -Y 4 ~ ti ~ J,,, ~~t# ~ / 135 LF/6F ,,~Op~ M ''annnu~~`
t ~atK'~ ~`tv :'shY +'E {k... _ l1"~.4c-~ to 2'-. I 70 , y 2
_ ~ _ N , r ~ 2 r CB-68 JB-47 DI-49
L f Yr F r r '>s z y'. r \ t•`' l• .~4.'; P tr r ,,ti ~ . S } / 'ma'r r T UN THIS TEMP. T/G= 29260 RIM= 28200 T/G= 286.00 _ _
, ~ ~ ~ x~ yr, , nr ' s ~e ~ ffi / ~ ,rte "'t..." r, M.y 'a' ~ r 4j ~ ~ i',r. eM3 4 a^£.ir ~ ^V ~ p~ ~ y~ ~/~p~~ G `+t -:ti .S 1~-- :''f ~ - / PUBLIC STORM INV. M = 281.45 INV. IN = 278.00 INV. OUT = 280.10
_ . ~ EASEMENT $CA ,l ~ 7' - ° a l~~+,~ ~!"..~('~,S.a'++ t :t r r b• y .'N^_i: - I r \ r SCALE: 1 °=40' INV. OUT = 281.35 INV. OUT = 277.90 I 7 /
a,} t e• ~ ~ -',S i N~ .~'*d 7K~°.L:~ a-. ~ ~„'g..K_ ~ LAN~•~py ~r[Y{yG~~IpC i ~ 1 ~ 1
w y , L... ~ 48' RCP / ~ - - - CB 67 JB 46 JB 49
fiA5 ? 5k ! , ~ r € l~>'~3~+~~7'd r Y ..*.r1~K:'`•, .'..i!~''rd'a~'4 ~ ~ 4 ` { ~ 01.13 ~ ~ l - - - TEMP. T G- 290.20 RIM- 284.00 RIM- 286.45 /
~ 1 INV. IN = 1. INV. IN = 277.20 INV. IN = 279.95 28 00
a :v, ~r ~ .w is ~ ~ / INV. OUT = 280.90 INV. OUT = 277.10 INV. OUT = 275.60
- s a _ t: e K ~~a . J ~ ~ ~ . z
i v. - ~il 1.:~, >F,v l~e~t y -"-iii, p't . ~o CB-66 FES-46 FES-49 ra
30' PUBLIC 1 _~5 .,:2 ~ `.ar. ~ w ~?,:~f a:: .'{'~,'Y: . ~A~~1 VIR111 / TEMP. T/G= 286.00 MV. IN = 277.00 INV. IN = 275.50
INV. IN = 279.60 INV. OUT ~ 277.00 INV. OUT = 275.50
l1{ _ INV. OUT = 279.50
rf~'~?'~+F~ ~ ~ t ' _ ~ _ "'(`..TktiG b•/t ~''S$' ..aa A AN{~~.~ ~ CB-71
.<~~;3 ~ ~ ~ 48' RCP t ~ r ~ ~xs z 2780 W - - JB 48 T/C-291.55 V
.r'- O1.06X s,. ~•f. ,.q'~~~M ti ~ ,r - a~. 'r Y ,.ri~ ~f, ~ RIM= 284.75 INV. IN =284.45
1 1 - r. r , y 9y a t-~ .sr ~ ~ - ~ INV. IN = 278.25 MV, OUT =284.35 U
c INV. OUT = 278.1 S Q+ ro
• 1, ks- w~ ,k _ ~f /iT. q[.',yW._.~.r sYY r 08-72 ~ ~
. 3. _ x - F~~ ~ ~ MIS FES-48 T C=291.55 z / z~
t - ' t.- .Y ` ~ _ r 1J ~ - j~ INV. M = 278.00 INV. IN =286.25
Z o INV. OUT = 278.00 INV. OUT =284.76 a ~ a
ff 'YL~ v 1:''°t, t ~ i ~ r : S Z ~ ,y ~ }7."«.a~~j~ ~"r w2."y / / a i r K..~~n,rr" . `z ~.lF .,a~ f -r~. s - „ .r.l' ~ AD t`a^ +'r a~.. - R +vfit - C~~t'. .l~ ~ j'. i ~.0 / Y O ~ O
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~}w l ' I X - y _a.1 ) •'T ..Y t@v'\~ 4Y -y, r>.•Sl RI ~V1 ~ F - W ~ ~ ~ - ~'S' &2511(-~ ±''z, ; a>~ ~ 1 W NOTES: z
O W _~.'a' it ~w-.• J"' t.~.;•~,~~. ~-'il1~fT71L'~~5. 4;ir ~Y -7ji: i @.. ' I I1 / (n (D - ~ r ° ~ .t~ \ ~ ~ 0 '1;00%,1 -'r , ~ / 1. EXISTIN Y DROP INLETS CB-66, -67 AND CB- p
.'ny't. F W A J \ TO BE CONSTRUCTED WITH TEMPORARY CREATE. TO BE
,Q,y~ ~ ~ t;~ ~ w ~ ~ t + ~ ~ ~ . = _ : 280 I ~ ~ o ! V/ A.~'. CtsT Tt~2 ~r~ +4y 'G t~•~ VIIY11 I Q7 ? CONSTRUCTED TO STANDARD Nq)OT 840.01 CATCH BASIN IN
s.. O 00 ~ ',-Y ~ ~ ~ . s ~ z;~ ~ ~ ~.n~ . ENT . ? N 145 ! ~ V , ~.s- :i si 4 ri>r ; i I / PAD Flr v .L CJ , -r kw, xi . ~ i' ,,aam~p~ ~ PHASE 8 COWSTRtJCTION. . \
yi /O~ Q ~~--t ~ o- S~> - ~ l .~k i~.~7V~ ~ ,F' a..~ 'i / - ~ 44 I~ aF V l V ~ ~ zr t t>.:. ~t ~2`~~.~ x J_a_'Y' ~:*.ayuC.-[ r ^ • 4.;. ~ 1 ~ A PROPOSED STORM SEWER AND WATER CONNECTIONS TO \ 2 LL ,
1 ~ EXISTING STRUCTURES SHALL BE FlELD VERIFlED BY CONTRACTOR
-r"-• y ~i ~.t„a ,rvYS C•y?t,~,~ ~ r~_'>~ lV \ ARYiBLE 1 / \ ~ PRIOR TO CONSTRUCTION. ANY DISCREPANgES SHALL BE
p - ~ ~ < 3 t ~ r~`'.. _ , n / ! ueuc smRM REPORTED TO OWNER'S REPRESENTIVE AND ENGINEER IMMEDIATELY. N tt ` W
L \ r C ~ 3. STORM JUNCTION @OXES JB-45 AND JB-46 SHALL BE
- r~ ~ \ N \ , JUNCTION BOX WITH INTERNAL WEIR TYPE. JUNCTION BOXES
JB-48 AND JB-49 SHALL BE STANDARD TYPE. SEE DETAIL ON ~
~ ~ d N J S~ ~ - 3 ~ ~ , 1S• RCP p , $ - 0 1.0076 \ \ ~ STORM DETAIL SHEET, D-3. ~ \ ~
~ ~ 'f fy / \ - - - - 4. MINIMUM FMISHED FLOOR ELEVATION FDI~LOTS~SHALL NOT_BE. _ ~ ,
1, , \ tF / 7 .l n~. ~ - ~ \ LOWER THAN EIENATION 286.00. ADDITIONALLY, LOWEST
r+ ~ 14' PUBLIC ~ / ~ _ \ - ~ 5 ~ ~ ~ - ~ ~ ~ SRlNII DRAINAGE / 139 ~ _ F ;rte a ~ \ PAD k1.¦ ~ , ~ ~ NT A F ' ADJACE GRADE TO ANY qt WL OUNDATION SHALL BE 286.00.
~ ` ~
\ / ~ \ . ~ ~ C z L ~
..h DI 't ^ ~ _ W ` _ `~~=c,~ \ ~ VARUIBLB WID1H '
' s ~ a'` 4~~f \ / ~ 74 ? PUBLIC STORM ~ \ w ~ \ _ ~
m _ rs -;a;: \ 8 / ~ ~ PAD xp - - \ DRAMAGE ~ ~ ~ ~ \ ~ c. x
9 ~ ~ - \ ~ ~ ~s - . a ~ ~
rt ~ - - /j~ \ ` / 15' RCP 1'~ z ' ~ \ ~ 0 1.05E ~ ~ ~ \
s 1 ~ , ~ ~ ~ - ~ Z.~ \
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_ ~ \ d- - F~ _ ~ a I 2 a2' acP anwrr ~ ( S \ ~
N O ~ F+~ n r .etc _ \ I INV. IN¦7tAQ67 (BURIED)
O ~ , ~ ~ \ ~ INV. OUT¦2I10.10 (BURIED) 1 ~ rawscr rro. a TRH-02010
~ ~ - s• . = ?=~..i:: a ~-a , f , t•. ~ HEADMALL SEE SHT D-3 ~s ~ ~ m TRH02010-G2-PH6
~ _ ~ MSA/DDT
~ 1 ~ \ GEG/ODT
J ~ ,
S W ~ ~ ~.ii r ! r J~ Z ry, h. rr - E~ b _q v pi ` ~ 4 K ~ f \ \ , -40
/ X tr yr .P~i~ ::7 ~Y•:} ~ 1 r IY~' ~`.n 5i'1 ~ ti~ - ~ UN S SHT 2 F' ~ \ nets: 04-04-05 GRAPHIC SCALE
° ~ ~ ~ s~ A°~ APR 1 2 2005
~ ~ r . L` ~ r'~ i' ~ .-r •'/k S` .~a Y ~ asn J~ r, ,e u } 1 ~ ~ ~ - 1 ~ _ }t DENR • WATER QUALITY ~ \ ~ AHDSTDRMwATERBRWICH
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_ EXST FENCE - ~ - - - 409 HAYES, SEAY, MATTERN & MATTERN, INC.
~ ( -408 - - 408 ~ 181 E. EVANS ST. BTC-105 SUITE 23
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40 \ ~ 1 / ~ ~ ~ 0 1 ~ _ R ~ IN WALE ~ ~ ~ / - 421
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~ ~ Ao~ ~ \ ~ ~l ~ ~ ~ ~ , l RELOCATED 20 SOUTH ESMT REV DATE DESCRIPTION APP - - 410
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~ v _ / ~ _ i I I 1 ~ ~ ~I 1
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COMM N0. 60375 FILE N0. EM0402
ISSUE DATE:
1 1/2" TYPE 1 1 1/2" TYPE 1 SURFACE COURSE DESIGNED BY: JOT DRAWN BY: MKF
ASPH RESURFACE EXST LEGEND BUFFER
ASPH TACK COAT NEW ASPH EXST PROPOSED ~ CHECKED BY. JER SUBMITTED BY: GES 40
SURFACE BINDER - 400 - - - - CONTOURS 400 - - COURSE SAW CUT COURSE ©HAYES, SEAY, MATTERN & MATTERN, INC.,
EXST ROAD V. VARIES ~ ~ EXST ROAD 2005. ALL RIGHTS RESERVED.
~ 12 SHOWN SHOULDER NEW LANE VARIES
GRASS PAVED
„ ~ ASPH PAVEMENT CIVIL 1 1/2" TYPE 1 EXST
MIN ~ _ 1L. ASPH SURFACE GRADE
1 ~ I TREEL NE COURSE
SLOPE 2% 8.3~
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PROPERTY LINE i MATCH
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~ ~ Ex~sr~NC ~ - - GROUND - - COURSE
OUTLET PROTECTION ~ NOTES: 20 10 0 20 40
EXISTING UNDERGROUND UTILITIES ARE SHOWN AT APPROXIMATE LOCATIONS. 1. APPLY PRIME OCAT OVER BASE COURSE PER SPECIFICATIONS. 1 "=20'
ACTUAL LOCATIONS MAY VARY 51GNIFICANTLY. CONTRACTOR SHALL DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK. CHECK DAM
CONTRACTOR AGREES TO BE FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES 2. APPLY TACK COAT TO BINDER COURSE PER SPECIFICATIONS.
THAT RESULT FROM HIS FAILURE TO EXACTLY LOCATE AND PROTECT ANY AND •
ALL UNDERGROUND UTILITIES. NO SCALE
M:\FILES\60000SERIES\60375\CADD\DWG\E03C2.1.DWG C60375 03~25~2005 11:51:12 MFOWLER
HSMM-FulLctb RF: eo3xc01,eo3xbdr

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SCALE: 1 "=10' C1.2
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RIPRAP INLET PROTECTION CURB
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- ~ ~ ~ ~ ~ ~ ~ ~ ^ SEDIMENT FOREBAY - - - - _ a~~ - , „
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PROPOSED GRADE 2• VING SANDY SANDY LOAM - - ' ~ ' SOIL HA
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C4.1.8
C4,1.7 12-23-04 S & E SUBMITTAL GES SCALE: 1/2 =1 -0 C1.2
SCALE: 1 "=10' C 1.2 COMM N0: 60375
ISSUE DATE:
TEMPORARY SLOPE TOP OF SLOPE JOT WN Y: MKF
CLEANOUT H WN. DESIGNED BY: DRA B DRAINS NOT S 0
SEE DETAIL ON SH C5.2• CHECKED BY: PNW SUBMITTED BY: PNW
TOP OF POND FOR LOCATIONS SEE SH C1.3•
- _ EL 384.00 EXST GRADE PROPOSED GRADE ©HAYES, SEAY, MATTERN & MATTERN, INC., _ 2005. ALL RIGHTS RESERVED•
_ - THICK CONC. PAD 6 I T FENCE = - TEMPORARY S L SILT FENCE -
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HSMM-Full.ctb RF: eo3xbdr,ec3xc01

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~ I 1 ~ ~ / I , , 135 d0 / ~ / / ~ ~ 8• /
I i / I 13500 / \ ~ I I I I ~ A ~ . 39 i f
~g, r sy _
~ ~ I ~ ~ I o, ~ ~g20 , , "9 0 ~ /
/ 6 I/ I I I ~ ~ /
p~0 ~ L'' I \ /
/ 11p / ~ ~ I I ~ ~ ~ I I o~ l 0 3 ~ I p~0 / N I I ~ ~ ~ ~ /
I I~ I o ~ ~ I/ / to ~I ~ 3g6•
~ i
/ I o~ I I / 3950 - " /
I _ /
° ° I I I ~ ~ o I i I I ~ I I o /
I /N 9 1 I I ~ 1 I o I w~ I r I / I /
~ ~ I I I I I ~ ~ I I I ~ ~ I
i 9 I~ I I I 1 9 I I I ~ ° ` I I I WOODS ~INE
I I I I I I I I ~ ~ 1 ~ R ~ F 0 q
I I I I ( I 1 I I I I I 1 y
I I 1 ; I I I ~ ,I ~ I I r
I ~ 1 I ~ lip I ~ ~ ~ z
C4.3.1
SCALE: 1 °=5' C1.1 2 -
FSI 79ti O ABl D ~ Ig NE
Y
CA
g% CL TRAIL
EL 405.78
30'0'0"' _ _ -

24' HEADWALL 30'0
30'0'0"'
~ 9(1'
WINGWALL
Z~
~I NOTES:
co T B D SIGNED FOR 00 1. BRIDGE STRUCTURE MUS E E
SOIL & HS20 LOADINGS.
" 2. HEADWALL MUST BE 6" TALLER THAN " APPROX.
FINISHED GRADE. AP~?ROX. EXST GRADE
EL 390.90
3. STRUCTURE SHALL BE METAL OR CONCRETE
AND SHALL INCLUDE ALL NECESSARY
FOUNDATIONS.
4. CALCULATIONS FOR DESIGN OF BRIDGE PRE-ENGINEERED BRIDGE STRUCTURE
STRUCTURE AND FOUNDATIONS SHALL BE
SEALED AND SIGNED BY A PROFESSIONAL
ENGINEER IN THE STATE OF NORTH
CAROLINA. C4.3.2
SCALE: 1 "=5' C4.3
WAKE COUNTY, NORTH CAROLINA
50.0' MAX CLR REV DATE DESCRIPTION APP
22.5'
ARC CULVERT
10.0'
2.3' 2.0' 2.0' TRAIL 2.0' 2.0' 2.3'
HEADWALL ALL COMM N0. 60375 FILE N0: EM0402
2:1 2X 12:1 ISSUE DATE:
3.1 3:1 2:1 2:1 - - - - WINGWALL (BE IINGWALL (BEYOND) DESIGNED BY: JOT DRAWN 8Y: MKF
_-1 i l_I I I__I I I=1 I l=1 I I.I. ~ ~ ~ ~ ~ ~-1 I I-1 = I= - = I =2 FORCE MAINZ I= = = CHECKED BY: JER SUBMITTED BY: GES
III-1 I I-III-III-III-1 I l=1 I I (BY OTHERS)- I I=I I i=l I I=I
111-1 I I-1 I I-1 I I-1 I I-1 11=1 I I-iii, ,iii, i i ; ,iii,, ; I_ Id=1 11=1 © HAVES, SEAY, MATTERN & MATTERN, INC.,
III= ~ = = (=III= I (2" FORCE MAIN=III=III- - III-III-111=III-11l-III-III- :III= _ -III 2005. ALL RIGHTS RESERVED.
- - - - - - _ (BY OTHERS)_ - - _ I_I I I-1 I I_I I I_I I I_I I I_I I I_I I I_. , , _ _I I I_I I I_I
Ill-III-III-III=11l-III- _ _ _ _ - - -
CIVIL
F-- L~ PROPOSED GPo ROPOSED GRADE
APPROX. EXST GRADE
5' 0 5' 10'
C4.3.3 1 "=5'
SCALE: 1 "=5' C4.3
•
M:\FILES\60000SERIES\60375\CADD\DWG\E03C4.3.DWG C60375 03~25~2005 18:05:02 MFOWLER
HSMM-Full.ctb RF: eo3xbdr,eo3xc01

i ~ f~ETAINING WALL / ~
I ~ ~
I ~ / / ~ I ~
l I / ~ ~ ~ 6 CURB .0 ~ ~ ,0
I ~ ~ ~ ~ ~ / / DING ~ l / 2
I ' ~ l /
ASPH I ~
f i + i / 394.00 ~ ~ ~ ~ 3" ABRASIVE ARCHITECTS ENGINEERS PLANNERS
1 ~ ~ i I i i ~ I / NOSING \ ~
_ I ~IHEEL STOP T>i'P _ . ~ ~ i _ 1_ - - - yjr
- ~t _ - - i i' . C~n> 0 o ~ n
~ I ~ ~ #4 @ 12 ~ 0~~~. ASPH ~ ~ ~
I ~ 20 ~ 6 1 2" PEJ ~ 00,-
~ I ~ 14 w FENCE I I CA C H 8AS N ~ a HANDICAP SIGN " ~~r,r 4 POROUS FILL HAYES, SEAY, MATTERN & MATTERN, INC.
I HANDICAP SIGN W CO C APRON Ol I o ~ r- I I / 135'' ~ ~ . ~ ~ c~°' 181 E. EVANS ST. BTC-105 SUITE 23
~ ~ ,y ~ FLORENCE, SC 29506
I ~ ~ o ~ o 0° ~Q~ ~ ~ 843 669-4491 WWW.HSMM.COM CD n~l IflOn ( )
~ ~ ~ ~ I ~ I' ~
w i` ~ ~ 1 oo I I r` ~ ~ ~ I ~ ~ SEALS ' ~ 20 0 - ~ , ~ , 2-#4 CONT
a / ( ~ ~ ~ ~ / ~ ~ - ~
27.7 . ~ I , I
~ _ I 6" 1 ~ ~ I 1'-O„ ~~pWOry~q~
32.0 0 , I ~ ~ CURB I ~ ~ i' (CONS) j i~ ~ GRASS ~ I ~ ) 1 1.0 ~ r p~ (/N ~ ~ ~ FESSIp 9
` ~ ( r. I rn ~0 Nq
I ~ i ~ I 19.6 4.0 8.3 I 4.0 8. . ~ SEAL ~
o ~ ' r ~ ao ~ ~ o i ~ ~ ~ 1 77 C4.2.4
. I ~ I I ~ ~ ~ - ~ ~ ~ oo ~ ~ p, ~ ~ _ --111 GRASS „ GI
~ ~ EL ~ i ~ L EL I' ~ ~l i ~ I ' CONC i a ~i ~ ~ ~ _ ~ ~ ~ i _ SCALE. 3/4 1 0 C4.2 G J
I , , 38~.Q0 382 QQ I ~ 396 D ~ j ~ "WALK I ~ ~ ~ : ~ i ~ ~ ~
~ ~ ~ ~ i ~ ~ ~ I _ - ~ CB , -
~ GATE I 5.5' _ FENCED DUGOUT GATE ~ ~ ' 9.0 4..0 I I 8.7 4.0 8.3 I 4.0 I
~ R5' I I 0 ~ p I I I CONSULTANT
I I ~ 6 I ETAININ I
I ' ~ I` WALL f ~ ,I ~ n
I (SAND) 1~ ~ I CURB I I I 17.0• ~ l ~j6'. ' I I ~i r. ' CJ ~ 8 RS ~ ~ ~ S8 , „ ~ ~ ~ GRADE
I ~ ~ ~ ~ ' (';4 CONC) 2-#5 CONT ' ~ CJ
I I I ~ I ~ I, f I ~ I I i ~ i ! ~ p
I I I I ~ d i 1
I I ~ r 1. I ~ . I ~ ~ ~ . a. _ \ J CONSULTANT
I ~ ~ , I I I,. I CJ
J i , I I I I ~ I ~ SC EEN ,R a
I - ~ N I O SSE SH'05,4~': ~ _
I (CONC< I I- I i ~ I FQR' DETAIL _ o x n ~ 4@12EW, MID ~ Q # ,t' . ~ ' WWF 6x6 ~
I ~ a l a, - ~ ~ ~ ; a0 ~ . ~
~ GATE ~ ~ ; l ~ ~ o o ~ V . 8' W2.OxW2.0 i a 1
~ I ~ I Q r~ ~ ~ 1 l~ _ ~ ~ \ I GATE ~ ~ I RAMP ' ~ - ~ RAMP ~
I ~ ~ ~ I ~ 10 G9~TE 1 /2 PEJ ~1 ~
~ / ~ I I I ~ ~ ~zi~;~`~~ ~ ~ ~ ~ ~ 6; BOLLARD - ~
I I ~ 6 CURB s ~ r, ~ a ~ i~ ~ ~ - a a~
\ I I I ~ V~ ,i f '
_ ~ - - ~ I I ~ ~ l U ASTER' ° GRASS r _ D M N ( ) ~ .
I
I I ~ ~ 1 ~ ~ \ ~ I (s cor~C) , a ~ ~ US FILL ~ ~
{ I I ~ , \ , 1 " ` ' 6 'BOLLARD PORO ~ ~ , r , ~ ~ ~ ~ Y
, I ` ~ 1 __-,l 1 " ~ ~ . ti ~ ~ _ ~
i I ~ ~V A ~ _ ~ ~ ~ a~a
~ I 15.5 ~ ~ ~ FENCED DI GOUT - \ ~ a ~ I. F - ~ a d i~ ~ j-_ -
i I I \ ~ - „ fl ~ , 0
\ ; EL ~ EL 47.38' 6 CONC PAD (4 CONC) _ _ i i\ i\ i\ \ ,
I~ \ 389.00 399.00 I 3-#4 CONT
I ~ ~ . A - ~ LA" ING \ ~ A 2'-p„
~ I ~ I o r 0.5 , I I I ~ 8.0 A 18.0 j9.Q LANDING 4@18
I I ~ ~ \
I 8.0' I I \ E ~ A, 1 I I R F 0 q
~ I I ~ ~
~ ~ I C4.2.3 • (~1
C4.2.1 „ , NO SCALE y SCALE; 1 8 =1 -0 V / C1.1
SCALE: 1 "=10' C4.2.2 C1.1 • •
SCALE: 1 "=10' C 1.1
2 ~
O eSJq BI ~ CI91 ISHE
/`A- I RETAINING WALL / FOOTING INING WALL O RETA
CA
- - - - .4~ -
4'
HANDICAP P HANDICAP RAMP
RAMP
_ `o o---
~ i i __I. ~ ~ ' 4 -0 MAX ~ ~ I j - - ; - ~~1- - - i ~I
_ , i i
I ~ ~ j~
EL i ~
~o~,
~oo.w EL j EL I ~ tL ~ i ~uiv~ vrn~n
392.00 ~ 396.00 ~ , 392.00
/i ~ ~ ~ ~ DOWN _ , HANDRAIL ~ ~ ~ ~ D'JWN i.
i ,`SEE DETAIL EL
~ ~ ~T~iIS SHEET ~ DAWN i 402.00 ,
i U
- a N - ~ ~ ~ .
~ ~ N J r
U N r- - -
O n ~ 0--~ i 0 ~ ~ 1 1 /2 SQ. TUBE - a o 0 0-~-0 o- o d q
~ X 11 GA, TYP
RAIL & POST
„ HANDICAP HANDICAP HANDICAP
3/4 SQ TUBE, RAMP - 4 1/2 C/C RAMP CURB RAM - - HANDICAP
MAX, ~ ~ RETAINING WALL RETAINING WALL RETAINING WALL ~ RAMP
4' CURB CURB 0.5 4 FOOTING
GROUT POST IN SLEEVE '
CURB
24" EQ. RISERS
C4.2.6
SCALE: 1 /2"=1'-0" C1.1
9'-6„ 6 TREADS AT -6'~ 6 TREADS AT 9'-6~~ 6 TREADS AT 11" WAKE COUNTY, NORTH CAROLINA
_ _ 11"
=5'-6 7/8" RETAINING WALL REV DATE DESCRIPTION APP
NO SCALE C4.2 EL 402.0 CDIVC wA~~
- - - -y
'
-
- 6 CURB
' i C_
0 I
9.0
RETAINING WALL (BI ING WALL (BEYOND) 4'-0"%''~ ~ - -
6" ,,-RAAMP . COMM N0. 60375 FILE N0: EMO4O2
. - ALT. _ ISSUE DATE:
GRADE #4 CONT _ _ ~-~-1- V ~ DESIGNED BY: JOT DRAWN BY. MKF
1" 11" ~ ~ TT D BY: CHECKED BY: JER SUBMI E GES y~
' c R 0 HAYES, SEAY, MATTERN & MATTE N, INC.,
a a 4®12 c~ _ 4, , - ~ C4.2.4 2005. ALL RIGHTS RESERVED.
3 ABRASIVE ~ o RAMP NOSING ~ ~ AMP ( ~ ~ C4.2
~ WWF I ~ ALT. ~ ~ - ~ L 34, ALT. . ~
a i #4, TYF ~ ~ ~ ,4 ~ \ a ~ - ~ CIVIL
` ~ .,~0
-a-- - ~ ~ ~ a a o r~
~ T ~ ~ ~ V
0 0~ . o o ~
i ~ ~
t
WWF 6x6-W2.OxW2.O ~ ~ o ~ ~,0 0' 5' 0 10' 20' 1
i ~ FOOTINGS P 1 =10
~ 4» POROUS FILL ~ WWF6z6-W2.OxW2.0- W 2.OxW2.0 12" 6» 0 1' 2' 3' 4' S'
CONC /
WALK EL388.0 O 12" 6" 0 1' 2' 3'
C4.2.7 0~' C4.2.8
SCALE / C4.2 Dom- - -o ~ ~ / SCALE: 1 /2 =1 -0 C4.2
» ~o o n.o o no_o no_ •
SCALE: 1/8 =1 -0
M:\FILES\60000SERIES\60375\CADD\DWG\E03C4.2.DWG C60375 03~28~2005 15:04:18 JTYNER
HSMM-Full.ctb RF, eo3xbdr,eo3xc01

ARCHITECTS ENGINEERS PLANNERS
HIGH POINT ELEV = 416.83
HIGH POINT STA = 4+05.43 HAYES, SEAY, MATTERN & MATTERN, INC.
PVI STA = 4+25 181 E. EVANS ST, BTC-105 SUITE 23
PVI ELEV = 418.05 FLORENCE, SC 29506
PVI STA = 2+50 A.D. _ -11.50 HIGH POINT ELEV = 417.36 [phone] WWW.HSMM.COM
PVI ELEiI = 411.93 K = 8.70 HIGH POINT STA = 13+44.99 SOW POINT ELEV =409.16 I PVI STA = 13+44.99 LOW POINT STA = 15+34.99 SEALS
A.D. _ -4.00 ~ 100.00' VC PVI ELEV = 42 t .36 -
- :50-- _ ETA AD. = 16.00
424 p - ELEY _
N - n ~ - ' _ A.D. ~ _1600__. . K = 9 ~H CAROB _
_ + _ _ 422 p ~ ~ a N - _ _ , ~ 1sS0.00 ~F'v Sl0 A.D. = 6.00 as
_ _ - - - ~ N9 K = 10.00
+ ~ 420 PVI STA 11 +04.99 • M _ _ ~ Q < - - Q0.00' VC ~ - - - - - - - - - ~ ~ , ~ SEAL -
~ PVI = 406.36 - _ - 1477 - ~ '
W - ~ ~ A.D. -6.00 N - _ F
418 - U C y ~Q,. K 10.00 . - ~ •
- - .
416 3' ~ _ - ~ - ~ _ ,
_ W ~ ' . i _ CONSULTANT
414 - - ~ L N ~ 4) ~ B
+ so _ _
412 OW POINT = 392. ~ m - 0' - ; - ~ - - _
N W ~ L W POINT = 7+81.0 _ _ - _ Ul ~
_ PVI STA = 7+50 _ - - - - - - - - ~ _ - (n
PVI ELEV 392.05 ~ _ 2 - - ~ V
408 _ _ - A.D. 9.87 _ - -
' - ~ K = 0.13 - N ~ w _ CONSULTANT
406 _ ~ 100. ' VC _ o 12 HOP ~
M i' ~ - - - liJ ~ _ w
404 ~ ~ N Z J
o ~ . f
402 - n p U - - F- ~ - Q
m M - ~ A N ~ . A ~ - - ~ - i
400 _ _
- - ao p -
398 N -
U _
396 - _ s
- - - _ T-
- _ 394 _ i - - - ,
- _ - _
i ~ 392 ~ - -
- APPR X. EXST GR DE 6" HD E
- 390 - - -
388
386 _ -
384
- - - _ - - R
- - - F q 0 ~
382 i
DATUd! ELEV
380.00 ti 0~ ~ ~ ~ N ~ 00 00 O OD 00 0~ d' 0~ c0
N r~ N ~ ~t O f~ d' t~ ~ ~ O cD c0 c0 N c0 to ~ 00 ~ •t
01 M ~ ~ ~ N ~ ~ ~ ~ O O ~ O lfl c0 ~ N ~ 0) d' ~ ~ 0) ~ r ~ r 01 ~ ~
~ NOj r~ trl r~ M M M
2 16+00 ~ fs~,e~, Eo ,,9z
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 5~ ~
R
CA
I
HIGH POINT ELEV = 419.98 SCALE: HORIZ. 1 "=50' VERT. 1 "=5' 'ERT. 1 "=5'
HIGH POINT STA = 17+44.99
PVI STA = 17+44.99
PVI ELEV = 422.96 A.D. _ -16.00
K = 9.37
t~o.oo' vc ~ LOW POINT ELEV = 410.51
LOW POINT STA = 19+16.68
p so o~ so = +
~ p p = 424
~ ~ + Q ~ o ~
_ 422 M M ~ O°o ~
- - ~i ~i w ~'oZ~ 00 U ~ ± O I- I-
' v ~ O , PROPOSED GRADE Q v ~ W W
\ ~~Z d' ~ ~ - ' ~ - - .Z ~ m~~» - Z - ~ ~ ~ Z Z
- 418 406 ~ _ N ~ ~ ? r' 00 N M vNM~" W ~
,F r. , ~ Q W W N
416 0 ~ ~~z ~ U ^ _ - - ~ - i- (nd!Z =Y ~M ~ M _--h__ Qm ~ 0~
U co ~ - oM~ ~M PROPOSED N~~ - 402 ~o••~ 00 0
- 414 402 _ _ ~ o Zo z ~M oMO- o- +o~ _ _ ++o ~ +o~ GRADE N~~~
PROP SED CL TRAIL + ~ ~ i i Mod~t~W d.W Q~W ~ W > - 400 m,~~~» m~~> m n~?
412 400 _w~- . i - , ~1 m~ I U(/~UI~?? ~ln~?
- - - , -
~ - _ - 410 398 _ EXST GRADE - ~ 398 404 404
-
_ 396 ~ ~ ~ 408 ~ - - - 402 - 402 396 _ " _ - -
o ' EX TGRADE
~ - - - 406 394 - _ - - _ _ 394 40 400 „ - - .
_ ~ Gp - -
cn O M ~ - 404 392 ~ 392 39 , 2 398 - - 40 LF
~ + - - _ _ ~ WAKE COUNTY, NORTH C
~ - - 390 w 402 ~ - 390 39 ~ - P 396 18 RC
w z w ~ ~ _ . 16 RCP REV DATE DESCRIPTION
400 388 _ _ ~ - 2 F 388 39 _ 394
~ - 2 _
w ~ z 398 386 - ~ - - _ _ 386 39 - - - 392
J ' /
~ - 396 384 136 384 390 - - - _ _ 3so
Q ~ _
_ _ P - 394 382 _ 382 388 388
1~
18" RCP _ _ - _ 392 380 - - _ - _ - _ . - 380 386 _ 386
- _ Z - - _
390 378 _ 378 384 - _ ~ _ 384 ~ 12-23-04 S & E SUBMITTAL GES
z
_ - _ 2 - - - - - 382 COMM N0: 60375 FILE N0: EM0402 376 38 m
- - 376 ' e 388 ~ _ _ - _ _ W uM ~y ISSUE DATE:
374 - J _ _ - _ ~ _ DATUM ELEV DAT - - 374 ~eo.oo seo.oo DESIGNED BY; JOT DRAWN BY; MKF
386 w - _ ~ ~
~ - _ - N CHECKED BY; JER SUBMITTED BY: GES _ 372
372 - 384 x _ _ M g ©HAYES, SEAY, MATTERN & MATTERN, INC.,
DATUM ELEV DATUM ELEV 2005. ALL RIGHTS RESERVED.
382 370.00 370.00 0+00 o+eo
M ~ ~ rn ~ ~ ~ ao ~ o ~ (0 Q1 M N ~
DATUM ELEV r ~ M ~ ~ ~ o cv rn ~ ~ CIVIL
380.00 M ~ ~ ~ ~ o I10 ~ 01 O 00 ~ ~ M Ml M ~ ~ ~ ~ ~ ~
M O ~ N d' c0 ~t IA O ~ 00 ~
d' ~t ~ ~ d' d 2+00 3+00 4+00
0+00 1+00 SCALE: HORIZ. 1 "=50' VERT. 1 "=5'
17+00 18+00 19+00
SCALE: HORIZ, 1 "=50' VERT, 1 "=5' VERT. 1 "=5' 5' 0 5' 10'
SCALE: HORIZ. 1 "=50' VERT, 1 "=5' 1 "=5'
50' 25' 0 50' 100'
1 "=50'
•
M:A~ILFS\60000SER1ES\60375\CADD\DWG\E03C3.1.DWG C60375 03~28~2005 16:33:15 JTYNER
HSM1~1-FulLctb RF: eo3xc01,eo3xbdr