20061804 Ver 4_Site Plan_20121002

N
.'W E' BURDETTE LAND CONSULTING, INC.
10212 Creedmoor Road - Raleigh, North Carolina 27615
Telephone [phone] — Fax [phone]
S
This letter requests a buffer authorization only and does not require a WQC fee.
September 25, 2012
Mr. Ian McMillan
Wetlands, Buffers, Stormwater
Compliance and Permitting Unit
NC Division of Water Quality
512 N. Salisbury Street
Raleigh, North Carolina 27604
RE: Riparian Buffer Authorization Pre - Construction Application
Peachtree Phase Two
Clayton, Johnston County, North Carolina
AID #: SAW- 2008 -01712
DWQ #: 20061804, V. 3
BLC Project #: 11362
Dear Mr. McMillan:
Peachtree Phase Two is part of The Village @ Flowers Plantation development. This
development received an Individual Permit (IP) on April 23, 2010 from the US Army
Corps of Engineers that remains valid until December 31, 2035. NCDWQ issued a 401
Water Quality Certification approval for the project on March 15, 2010. These approvals
included stream channel, wetland and riparian buffer impacts for the development's
proposed road network. Lennar Carolinas, LLC ( Lennar) purchased Peachtree Phase One
in 2008 and developed this phase including providing diffuse flow without impacts to
streams, wetlands and riparian buffers. Lennar has copies of the permit issued for the
overall project and understands compliance is required. It is important to note that the
stream channel impact proposed for the road crossing labeled as Impact #1 in the IP has
not been initiated and is not part of the Lennar project.
Purchased in 2011, Peachtree Phase Two is 20 acres in size and located on the northwest
side of Flowers Parkway approximately 2000 feet southwest of Buffalo Road (SR 1003)
east of Clayton, Johnston County, North Carolina. This phase requires three riparian
buffer impacts for an aerial sanitary sewer crossing and level spreader bypass channels.

Mr. Ian McMillan
BLC Project #: 11362
September 25, 2012
Page 2 of 2
Attached is a Pre- construction Application (PCN) requesting; buffer authorization for
these proposed impacts.
Please do not hesitate to call Mr. Kevin Varnell at (252) 459 -8196 if you have any
questions about the diffuse flow plans or documentation provided or me for questions
about the PCN application.
Sincerely,
Burdette Land Consulting, Inc.
Jennifer A. Burdette
Environmental Specialist
Attachments
PCN Application
USGS Topographic Location Map (Figure 1)
Johnston County Soil Survey Map (Figure 2)
The Village @ Flowers Plantation Overah Site Plan (C -01)
Buffer Impact Map Revised 8/30/12 (C- )
Flowers Plantation Individual Permit Letter (4/22/10)
The Village @ Flowers Plantation 401 WIQC Letter (3/15/12)
Agent Authorization Form
Sitework Calculations
LS -VFS Supplements (7 -9)
O & M Agreement
LS Runoff'Map
Erosion Control Runoff Map
Construction Drawings (Cover Sheet, C -1 — C -7 & D -1 — D -5)
c: Lennar Carolinas, LLC c/o Doug Radford — JPM South Development
Kevin Varnell — Stocks Engineering, PA
Thomas Brown — USACE

03 �NATF
C7� .,asm�C
Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.3 Dec 10 2008
Page 1 of 10
PCN Form — Version 1.3 December 10, 2008 Version
_ Pre -- Construction Notification (PCN) Form
A. Applicant Information
1.
Processing
1 a.
Type(s) of approval sought from the
Corps:
El Section 404 Permit El Section 10 Permit
1 b.
Specify Nationwide Permit (NWP) number: or General Permit (GP) number:
1c.
Has the NWP or GP number been verified by the Corps?
❑ Yes
❑ No
1d.
Type(s) of approval sought from the DWQ (check all that apply):
❑ 401 Water Quality Certification — Regular ❑ Non -404 Jurisdictional General Permit
❑ 401 Water Quality Certification — Express ® Riparian Buffer Authorization
1 e.
Is this notification solely for the record
because written approval is not required?
For the record only for DWQ 401
Certification:
❑ Yes ❑ No
For the record only for Corps Permit:
® Yes ❑ No
1f.
Is payment into a mitigation bank or in -lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in -lieu
fee program.
❑ Yes
® No
1 g.
Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below.
❑ Yes
® No
1 h.
Is the project located within a NC DCM Area of Environmental Concern (AEC)?
❑ Yes
® No
2.
Project Information
2a.
Name of project:
Peachtree Phase :2
2b.
County:
Johnston
2c.
Nearest municipality / town:
Clayton
2d.
Subdivision name:
Flowers Plantation
2e.
NCDOT only, T.I.P. or state
project no:
NA
3.
Owner Information
3a.
Name(s) on Recorded Deed:
Lennar Carolinas, LLC
3b.
Deed Book and Page No.
DB 03985; PG 0626
3c.
Responsible Party (for LLC if
applicable): _
Patricia Hanchette
3d.
Street address:
909 Aviation Pkwy Ste 700
3e.
City, state, zip:
Morrisville NC 27560 -6632
3f.
Telephone no.:
(919) 337 -0241
3g.
Fax no.:
NA
3h.
Email address:
trish.hanchette @le:nnar.com
Page 1 of 10
PCN Form — Version 1.3 December 10, 2008 Version

4.
Applicant Information (if different from owner)
4a.
,Applicant is:
❑ Agent ❑ Other, specify:
4b.
IName:
4c.
IBusiness name
(if applicable):
4d.
,Street address:
4e.
City, state, zip:
4f.
'Telephone no.:
4g.
Fax no.:
4h.
IEmail address:
5.
AAgent/Consultant Information (if applicable)
5a.
IName:
Jennifer A. Burdette
5b.
IBusiness name
(if applicable):
Burdette Land Consulting, Inc.
5c.
.Street address:
10212 Creedmoor Road
5d.
City, state, zip:
Raleigh, NC 2765
5e.
Telephone no.:
(919) 841 -9977
5f.
Fax no.:
(919) 8.41 -9909
5g.
Email address:
JBurdette BLC a)bellsouth.net
Page 2 of '10
PCN f=orm — Version 1.3 December 10, 2008 Version

B. Project Information and Prior Project History
1. Property Identification
1a. Property identification no. (tax PIN or parcel ID):
169900 -14 -0825
1 b. Site coordinates (in decimal degrees):
Latitude: 35.6572456 Longitude: - 78.3582672
(DD.DDDDDD) (- DD.DDDDDD)
1 c. Property size:
20.35 acres
2. Surface Waters
2a. Name of nearest body of water (stream, river, etc.) to
UT to Mill Creek
proposed project:
2b. Water Quality Classification of nearest receiving water:
WS -IV; NSW
2c. River basin:
Neuse
3. Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application:
The site consists of mixed pine /hardwood forest except for areas that have been cleared for subdivision roads. General
land use in the vicinity of the project consists of pine Forest and residential subdivisions. Please refer to the attached
USGS Location Map (Figure 1) and Johnston County Soil Survey Map (Figure 2) for more information on the project
setting.
3b. List the total estimated acreage of all existing wetlands on the property:
e1
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
3500
3d. Explain the purpose of the proposed project:
The purpose of the project is to construct a residential subdivision of single - family homes to serve the residents of the
Clayton area.
3e. Describe the overall project in detail, including the type of equipment to be used:
Peachtree Phase Two consists of Iproposed roads, sanitary sewer and level spreaders necessary to develop a single -
family residential subdivision. This phase requires three riparian buffer impacts for an aerial sanitary sewer crossing and
level spreader bypass channels. Attached is a Buffer Impact Map prepared by Stocks Engineering, PA and labeled by
BLC showing the proposed buffer impacts and the proposed sanitary sewer and stormwater crossing designed to avoid
impact to a nonbuffered, Jurisdictional stream channel.
4. .Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
project (including all prior phases) in the past?
®Yes El No ❑Unknown
Comments: A jurisdictional determination was completed for
the entire property in approximately 2007 prior to the
Individual Permit issuance in 2010.
4b. If the Corps made the jurisdictional determination, what type
El Preliminary ®Final
of determination was made?
4c. If yes, who delineated the jurisdictional areas?
Agency /Consultant Company: Soil & Environmental
Consultants, PA
Name (if known):
Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
On August 28, 2012, Mr. Thomas Brown of the USACE confirmed that the jurisdictional determination completed as part
of the Individual Permit process remains valid.
Page 3 of 10
PCN Form — Version 1.3 December 10, 2008 Version

5. (Project History
5a. Have permits or certifications been requested or obtained for
® Yes ❑ No ❑ Unknown
this project (including all prior phases) in the past?
5b. If yes, explain in detail according to "help file" instructions.
Peachtree Phase 2 is part of The Village; @ Flowers Plantation development. This development (SAW- 2008 - 01712)
received the attached Individual Permit on April 23, 2010 from the US Army Corps of Engineers that remains valid until
December 31, 2035. The NCDWQ issued the attached 401 Water Quality Certification approval for the project (DWQ
#20061804) on March 15, 2010. These approvals included stream channel, wetland and riparian buffer impacts for the
development's proposed road network. Mr. Kevin Varnell of Stocks Engineering, PA was involved with this permitting and
subsequent buffer authorizations in which the areas labeled on the attached The Village @ F= lowers Plantation Overall
Site Plan Revised 04/1/08 as Existing Development were determined to be grandfathered with respect to the current 401
WQC stormwater treatment requirements. Lennar Carolinas, LLC ( Lennar) purchased Peachtree Phase One in 2008 and
developed this phase including providing diffuse flow without impacts to streams, wetlands and riparian buffers. Lennar
has copies of the permit issued for the overall project and understands compliance is required. It is important to note that
the stream channel impact proposed for the road crossing labeled as Impact #1 in the IP has not been initiated and is not
part of Lennar's project.
6. Future Project Plans
6a. Is this a phased project?
❑ Yes ❑ No
6b. If yes, explain.
C. Proposed Impacts Inventory
1. Impacts Summary
1 a. Which sections were completed below for your project (check all that apply):
❑ Wetlands ❑ Streams - tributaries ® Suffers
❑ Open Waters ❑ Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a.
2b.
2'c.
2d.
2e.
2f.
Wetland impact
Type of jurisdiction
number —
Type of impact
Type of wetland
Forested
(Corps - 404, 10
Area of impact
Permanent (P) or
(if known)
DWQ — non -404, other)
(acres)
Temporary T
W1 ❑ P ❑ T
❑ Yes
_
❑ Corps
❑ No
❑ DWQ
2g. Total wetland impacts
2h. Comments: NA
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a.
3b.
3c.
3d.
3e.
3f.
3g.
Stream impact
Type of impact
Stream name
Perennial
Type of jurisdiction
Average
Impact
number -
(PER) or
(Corps - 404, '10
stream
length
Permanent (P) or
intermittent
DWQ — non -404,
width
(linear
Temporary (T)
(INT)?
other)
(feet)
feet)
S1 ❑ P ❑ T
❑ PER
❑ Corps
❑ INT
❑ DWQ
3h. Total stream and tributary impacts
3i. Comments: Impacts to the nonbuffered, jurisdictional stream channel labeled as Impact #2 will be avoided using
construction techniques. The sanitary sewer crossing is an aerial crossing that will span the channel, and the stormwater line
crossing will be installed by boring under the channel.
Page 4 of 10
PCN Form — Version 1.3 December 10, 2008 Version

4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then individually list all open water impacts below.
4a.
4b.
4c.
4d.
4e.
Open water
Name of waterbody
impact number —
(if applicable)
Type of impact
Waterbody type
Area of impact (acres)
Permanent (P) or
Temporary T
01 ❑P ❑T
4f. Total open water impacts
4g. Comments:
5. Pond or Lake Construction
If pond or lake construction proposed, the complete the chart below.
5a.
5b.
5c.
:id.
5e.
Pond ID
Proposed use or purpose
Wetland Impacts (acres)
Stream Impacts (feet)
Upland
number
of pond
(acres)
Flooded
Filled
Excavated
Flooded
Filled
Excavated
Flooded
P1
P2
K Total
5g. Comments:
5h. Is a dam high hazard permit required?
❑ Yes ❑ No If yes, permit ID no:
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k. Method of construction:
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If any impacts require mitigation, then you MUST fill out Section D of this form.
6a.
® Neuse ❑ Tar - Pamlico ❑ Other:
Project is in which protected basin?
❑ Catawba ❑ Randleman
6b.
6c.
6d.
6e.
6f.
6g.
Buffer impact
number —
Reason for impact
Buffer
Zone 1 impact
Zone 2 impact
Permanent (P) or
Stream name
mitigation
(square feet)
(square feet)
Temporary T
required?
aerial sanitary
B1 ®P ❑ T
sewer crossing &
LS bypass channel
UT to Mill Creek
® Nos 2,864
1,364
(Impact #1)
B2 ®P ❑ T
LS bypass channel
UT to Mill Creek
❑ Yes
669
419
(Impact #3)
® No
6h. Total buffer impacts
3,533
1,783
6i. Comments: The proposed level spreader bypass channels qualify as new drainage ditches, roadside ditches and
stormwater outfalls provided that a stormwater management facility is installed to control nitrogen and attenuate flow before
the conveyance use that is allowable. The proposed aerial sanitary sewer crossing is a perpendicular crossing that disturbs
less than 40 linear feet or riparian buffer, which is an exempt use. Buffer mitigation is not required for exempt and allowable
uses.
Page 5 of 10
PCN Form — Version 1.3 December 10, 2008 Version

D. Impact Justification and Mitigation
1. Avoidance and Minimization
1 a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
The aerial sanitary sewer crossing (Impact #1) was aligned to cross the riparian buffer at a perpendicular angle to minimize
the proposed impact. Two proposed level spreaders require bypass channels to the receiving stream to prevent erosion
within the riparian buffer.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
The proposed sanitary sewer crossing is an aerial crossing that spans the channel, and the stormwater line will be bored
under the channel to avoid impacting the stream channel.
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory (Mitigation for
impacts to Waters of the U.S. or Waters of the State?
❑ Yes ❑ No
2b. If yes, mitigation is required by (check all that apply):
❑ DWQ El Corps
2c. If yes, which mitigation option will be used for this project?
❑ Mitigation bank
❑ Payment to in -lieu fee program
❑ Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank:
3b. Credits Purchased (attach receipt and letter)
Type
Quantity
3c. Comments:
4. Complete if Making a Payment to In -lieu Fee Program
4a. Approval letter from in -lieu fee program is attached.
❑ 'Yes
4b. Stream mitigation requested:
linear feet
4c. If using stream mitigation, stream temperature:
❑ warm ❑ cool []cold
4d. Buffer mitigation requested (DWQ only):
square feet
4e. Riparian wetland mitigation requested:
acres
4f. Nlon- riparian wetland mitigation requested:
acres
4g. Coastal (tidal) wetland mitigation requested:
acres
4h. Comments:
5. Complete if Using a Permittee Responsible Mitigation Plan
5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
Page 6 of 10
PCN Form — Version 13 Decernber 10, 2008 Version

6. Buffer Mitigation (State Regulated Riparian Buffer Rules) — required by DWQ
6a. Will the project result in an impact within a protected riparian buffer that requires
❑ Yes ® No
buffer mitigation?
6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.
6c.
6d.
6e.
Zone
Reason for impact
Total impact
Multiplier
Required mitigation
(square feet)
(square feet)
Zone 1
3 (2 for Catawba)
Zone 2
1.5
6f. Total (buffer mitigation required:
6g. If buffer mitigation is required, discuss what type of Mitigation is proposed (e.g., payment to private mitigation bank,
permittee responsible riparian buffer restoration, payment into an approved in -lieu fee fund).
6h. Comments:
E. Stormwater Management and Diffuse Flow Plan (required by DWQ)
1. Diffuse Flow Plan
1 a. Does the project include or is it adjacent to protected riparian buffers identified
®Yes ❑ No
within one of the NC Riparian Buffer Protection Rules?
1 b. If yes, then is a diffuse flow plan included? If no, explain why.
Comments: Mr. Kevin Varnell of Stocks Engineering, PA was involved with
Individual Permit and 401 'WQC for the overall project and subsequent buffer
authorizations in which the areas labeled as Existing Development on the attached
The Village @ Flowers Plantation Overall Site Plan Revised 04/1/08 were
determined to be grandfathered with respect to the current 401 WQC stormwater
® Yes ❑ No
treatment requirements, but remain subject to the NRB riparian buffer diffuse flow
requirement. Stocks Engineering, PA prepared a diffuse flow plan for the project.
Their Sitework Calculations including LS -VFS (7 -10) supplement sheets, O & M
agreement and runoff maps for erosion control and the proposed level spreaders
are attached. A complete set of the project construction drawings (Cover Sheet, C-
1 — C -7 & D -1 — D -5) revised on 8/8/12 are also attached.
Page 7 of 10
PCN Form — Version 1.3 December 10, 2008 Version

2.
Stormwater Management Plan
2a.
What is the overall percent imperviousness of this project?
%
2b.
Does this project require a Stormwater Management Plan?
❑ Yes ❑ No
2c.
If this project DOES NOT require a Stormwater Management Plain, explain why:
2d.
If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
❑ Certified Local Government
2e.
Who will be responsible for the review of the Stormwater Management Plan?
❑ DWQ Stormwater Program
❑ DWQ 401 Unit
3.
(certified Local Government Stormwatter Review
3a.
In which local government's jurisdiction is this project?
❑ Phase II
3b.
Which of the following locally - implemented stormwater management programs
❑ NSW
❑ USMP
apply (check all that apply):
❑ Water Supply Watershed
❑ Other:
3c.
Has the approved Stormwater Management Plan with proof of approval been
❑ Yes ❑ No
attached?
4.
D'WQ Stormwater Program Review
❑ Coastal counties
❑ HQW
4a.
Which of the following state - implemented stormwater management programs apply
❑ ORW
(check all that apply):
❑ Session Law 2006 -246
❑ Other:
4b.
Has the approved Stormwater Management Plan with proof of approval been
attached?
❑ Yes ❑ No
5.
DIWQ 401 Unit Stormwater Review
5a.
Does the Stormwater Management Plan meet the appropriate requirements?
❑ yes ❑ No
5b.
Have all of the 401 Unit submittal requirements been met?
❑ yes ❑ No
Page 8 of 110
PCN Form — Version 1.3 December 10, 2008 Version

F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
1 a. Does the project involve an expenditure of public (federal /state /local) funds or the
❑ Yes ❑ No
use of public (federal /state) land?
1 b. If you answered "yes" to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State
❑ Yes ❑ No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1c. If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
letter.)
❑ Yes ❑ No
Comments:
2. Violations (DWQ Requirement)
2a. Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), Isolated
Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards,
❑ Yes ® No
or Riparian Buffer Rules (15A NCAC 2B .0200)?
2b. Is this an after - the -fact permit application?
❑ Yes ® No
2c. If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
3. Cumulative Impacts (DWQ Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in
❑ Yes No
additional development, which could impact nearby downstream water quality?
3b. If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
This PCN application is for level spreader bypass channels and an aerial sanitary sewer crossing in a section of existing
development within The Village at Flowers Plantation, which has valid Section 404 and 401 permits.
4. Sewage Disposal (DWQ Requirement)
4a. 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.
Page 9 of 10
PCN Form — Version 1.3 December 10, 2008 Version

5. (Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or
❑ Yes ❑ No
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act
❑ Yes ❑ No
impacts?
❑ Raleigh
5c. If yes, indicate the USFWS Field Office you have contacted.
❑ Asheville
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
6. (Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat?
❑ Yes ❑ No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation
El Yes ❑ No
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
7b. What data sources did you use to determine whether your site would impact historic or archeological resources?
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA - designated 100 -year floodplain?
❑ Yes ❑ No
8b. lii yes, explain how project meets FEMA requirements:
8c. What source(s) did you use to make the floodplain determination'?
Jennifer A Burdette
9125/12
Applicant/A. gent s P� nted Name
Date
e�
�� Appli 0 Agents .$lgnature
(Agent's signature is va 'only if an` U — 'rization letter from the applicant
is provided.)
Page 10 of '10
PCN Form —Version 1.3 Deceirriber 10, 2008 Version

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41
Flowers Plantation Impact Table
Stocks Engincering
..........
19-Apr-08
Welland Impacts Riparian Buffer Impacts
Road
TemP Channel Temp Channel Perm, Channel Perrn. Channel Temp. Jurisdiction Perm. Jurisdiction
Zone I Total Zone 2 Total Total Buffer
Crossing Linear Impact Area pact Linear impact Area Impact WetlandImpact Weiland Impact (Si) Impact (s0
r) Of)
#1 20 200 155 1550 N/A N/A 9187 4192 13379
#2 20 120 115 690 N/A N/A 7391 4020 11411 Nc, 42 9
#3 20 160 174 1392 NIA N/A 9387 3699 13086
#5 20 1 320 144 2304 N/A N/A 8956 5341 14297
N'.
#6 20 200 105 1050 N/A N/A 6976 3316 1(r-92
A "0*
J I ov
97 20 200 130 1300 N/A N/A 7928 4276 12104 1
118 20 so 148 592 NIA N/A 7731 3473 11204
49 N/A N/A N/A NIA N/A 4026 N/A NIA N/A
410 N/A N/A N/A N/A 40 156 N/A N/A N/A
#
#11 20 120 140 840 N/A NIA 8743 4398 13141
412 20 40 130 260 N/A 280 8469 4569 13039
413 20 160 98 794 N/A N/A 6212 2833 9045
ut,
# 10
914 20 120 135 910 N/A N/A 7592 3601 11193
#16 20 1 40 1 95 190 N/A N/A N/A N/A NIA
417 N/A N/A NIA N/A 40 312 N/A N/A NIA
his N/A NIA NIA, N/A 40 210 N/A
+ N/A 111A # 17 7T 1 N'A
P19 N/A N/A so 340 N/A
SCALE: 1 = 1000' THE W LLA GE @ FL QAERS PLAhTA 77 OV STOCKS ENGINEERING, P.A.
JCHNSTCIVcaJAfTY, NC 3344 HILLSBOROUGH ST. PHONE: [phone] EASTERN AVENUE PHONE: [phone] G 0 1
0 1000 2000 2500 3000 SUITE 250 FAX: [phone] NASHVILLE, N.C. 27856 FAX: [phone]
OVER1511 3 7E RAN RALEIGH, N.C. 27607 MOBILE [phone]
FEASSD04118108

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:W BURDETTE LAND CONSULTING, INC._
10212 Creedmoor Road - Raleigh, North Carolina 27615
Telephone; (919) 841 -9977 — Fax [phone]
S
AGENT AUTHORIZATION FORM
US Army Corps of Engineers North Carolina Division of Water Quality
Raleigh Regulatory Field Office Central Office
3331 Heritage Trade Drive, Suite 105 Mail Service Center 1650
Wake Forest, North Carolina 27587 Raleigh, North Carolina 27699
To Whom It May Concern:
By signing below, the current property owner gives representatives of Burdette Land
Consulting, Inc. permission to act as their authorized agent for jurisdictional and isolated waters
and riparian buffer determinations, delineation, and permitting for the subject project. This
authorization includes permission to enter the site to conduct site meetings with US Army Corps
of Engineers and NC Division of Water Quality personnel, as necessary.
Project Name: _ Peachtree Phase Two
BLC Project #: _ 11362
Parcel Identification Number(s): 169900 -14 -0825
Parcel Address(es):
Parcel Acreage: _ 20.3
Peachtree Lane
Current Property Owner or Easement Holder:
Name: Lennar Carolinas, LLC
(include contact person if a corporation, partnership, or governrnent)
Mailing Address: 909 Aviation Pkwy, Ste 700
Morrisville, NC 27560 -6632
Telephone:
Signature
Email:;
Date

Flowers Plantation
Peachtree Phase 2
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STOCKS ENGINEERING P.A.
1100 Eastern avenue Phone: [phone]
PO Box 1108 Fax: [phone]
Nashville, NC 27856 Mobile: [phone]
Email: mstock:s @stocksengineering.com

Stocks Engineering, P.A.
1100 Eastern Avenue
PO Box 1108
Nashville, NC 27856
Project: Peachtree Phase II
Date: August 24, 20011
Page: 1 of 1
Post - Development
Post- Development
Tc _
``Area`iD
e:Area �(Qc)
Cn ,
� 11 inch;,
Q1, =inch i(�cfs)
5
la
1.75
0.58
1
1.02
6
Ib
0.23
0.95
1
0.22
7
11C
0.07
0.95
1
0.07
8
Id
0.28
0.78
1
0.22
5
Ila
0.26
0.74
1
0.19
5
Ilia
0.44
0.69
1
0.30
5
I1 /a
1.17
0.64
1
0.75
-
Total
4.20
-
1.00
2.76
Post- Development
Tc _
:Area:ID
A>•ea (Ac)
C
12
_.. f Q,? (eft)
5
la
1.75
0.58
5.58
5.66
6
1 -
0.23
0.95
5.58
1.22
7
IC
0.07
0.95
5.58
0.37
8
Id
0.28
0.78
5.58
_
1.22
5
Ila
0.26
0.74
5.58
1.07
5
Ilia
0.44
0.69
5.58
1.69
5 i
IV'a
1.17
0.64
5.58
4.18
-
Total
4.20
-
5.58
15.42
Runoff Computations
1 Inch Storm
2 -Year Storm

Stocks Engineering, P.A.
1100 Eastern Avenue
PO Box 1108
Nashville, NC 27856
Post - Development
Tc ,�
Area ID
Area (Acs) _::.:
G"
[ 0 .
'Q fCO(cfs)
5
la
1.75
0.58
7.08
7.19
6
lb
0.23
0.95
7.08
1.55
7
IC
0.07 •
0.95
7.08
0.47
8
Id
0.28
0.78
7.08
1.55
5
Ila
0.26
0.74
7.08
1.36
5
Illa
0.44
0.69
7.08
2.15
5
Iva
1.17
0.64
7.08
5.30
-
Total
4.20
-
7.08
19.56
Post - Development
Tc `
Ar6a`] D
Area (Ac`)
G -, . ;,
125,
Q25 (cfs j
5
la
1.75
0.58
7.78
7.90
6
Ib
0.23
0.95
7.78
1.70
7
1
0.07
0.95
7.78
0.52
8
Id
0.28.
0.78
7.78
1.70
5
Ila
0.26
0.74
7.78
1,; ) 0
5
[Ila
0.44
0.69
7.78
2.16
5
Iva
1.17
0.64
7.78
5.83
-
Total
4.20
-
7.78-
21.50
Runoff Computations
I O -Year Storm
25 -Year Storm

0
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Storm p i
Page 1
Line
Line ID
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1.36
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46.0
231.50
231.60
0.217
232.09
232.19
0.06
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End
2
JB10 to CB9
1.36
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130.0
231.70
245.35
10.500
232.32
245.82
n/a
246.01 i
1
Project File: New.stm
Number of lines: 2
Run Date: 08 -26 -2011
NOTES: c = cir; e = ellip; b = box; Return period = 10 Yrs. ; i - Inlet control.
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Storm Sewer Summary Report
Page 1
Line
No.
Line ID
Flow
rate
(cfs)
Line
size
(in)
Line
length
(ft)
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(ft)
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(ft)
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slope
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CB 11 to FES
5.30
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62.0
218.00
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n/a
232.34 i
End
Peachtree Phase 2
Number of lines: 1
Run Date: 08 -26 -2011
NOTES: c = cir; e = ellip; b = box; Return period = 10 Yrs. ; i - Inlet control.
Hydraflow, Storm Sewers 2005

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Storm Sewer Summary Report
Page 1
Line
No.
Line ID
Flow
rate
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size
(in)
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length
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2.15
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34.0
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n/a
236.75 i
End
Peachtree Phase 2
Number of lines: 1 7Run
Date: 08 -26 -2011
NOTES: c = cir; e = ellip; b = box; Return period = 10 Yrs. i - Inlet control.
Hydraflow Storm Sewers 2005

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Storm Sewer Summary Report
Page 1
Line
Line ID
Flow
Line
Line
Invert
Invert
Line
HGL
HGL
Minor
HGL
Dns
No.
rate
size
length
EL Dn
EL Up
slope
down
up
loss
Junct
line
(cfs)
(in)
(ft)
(ft)
{ft)
( %)
(ft)
(ft)
(ft)
(ft)
No.
1
FES1 to JB2
10.76
24 c
38.0
246.00
246.11
0.289
247.46
247.57
n/2
247.61 i
End
2
JB2 to CB3
10.76
24 c
163.0
246.21
246.70
0.301
247.65
248.14
n/a
248.22 i
1
3
CB3 to CB4
9.21
24 c
70.0
246.76
246.97
0.300
248.22
248.35
0.37
248.72
2
4
CB4 to C135
8.74
18 c
278.0
247.07
247.90
0.299
248.72*
250.65*
0.57
2.51.22
3
5
CB5 to CB6
7.19
15 c
20.0
248.00
248.06
0.300
251.22*
251.47*
0.53
252.00
4
Peachtree Phase 2
Number of lines: 5
Run Date: 08 -26 -2011
NOTES: c = cir; e = ellip; b = box; Return period = 10 Yrs. ; *Surcharged (HGL above crown). ; i - Inlet control.

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E
o`
3
O
(D
-O
E
o`
3
O
(D
-O

-z-57 3.
7
LE
V,
o
Z7 In
Ll �Li-
fd
2-
-z-57 3.
7
LE
V,
o
Z7 In
Ll �Li-
fd

If Stormwater Enters the LS -VFS from the Drainage Area
Drainage area
77,493
��rFR
Impervious surface area
65,493
ft2
Percent impervious
84.51
%
NCDENR
0.95
Peak flow from the 1 in /hr storm
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
cfs
Time of concentration
401 CERTIFICATION APPLICATION FORM
min
LEVEL SPREADER - VEGETATED FILTER STRIP (L'S -VFS) SUPPLEMENT
6.97
This form :rust be completely filled out, printed, initialed, and submitted.
Peak flow from the 10 -yr storm
`` PROJECT INFORMATION'
_
Design storm
Project name
Peachtree Phase 2
Maximum amount of flow directed to the LS -VFS
Contact name
Kevin Varnell
Is a Flow bypass system going to be used?
Phone number
252.459,8196
Explanation of any "Other" responses above
Date
June 28, 2012
Drainage area number
7
II s.DESIGN INFORMATION
The purpose of the LS -VFS
Buffer Rule: Diffuse Flow
Stormwater enters LS -VFS from
The drainage area
Type of VFS
Engineered filter strip (graded & sodded, slope < 8 %)
Explanation of any "Other" responses above
If Stormwater Enters the LS -VFS from the Drainage Area
Drainage area
77,493
ft,
Impervious surface area
65,493
ft2
Percent impervious
84.51
%
Rational C coefficient
0.95
Peak flow from the 1 in /hr storm
1.69
cfs
Time of concentration
5.00
min
Rainfall intensity, 10 -yr storm
6.97
in /hr
Peak flow from the 10 -yr storm
11.78
cfs
Design storm
1 inch /hour storm
Maximum amount of flow directed to the LS -VFS
1.69
cfs
Is a Flow bypass system going to be used?
Y
(Y or N)
Explanation of any "Other" responses above
If Stormwater Enters the LS -VFS from a BMP
Type of BMP
Peak discharge from the BMP during the design storm
Peak discharge from the BMP during the 10 -year storm
Maximum capacity of a 100 -foot long LS -VFS
Peak flow directed to the LS -VFS
Is a flow bypass system going to be used?
Explanation of any "Other" responses above
LS -VFS Design
Do not complete this section of the form.
Pick one:
cfs
cfs Do not complete this section of the form.
10 cfs
cfs Do not complete this section of the form.
(Y or N)
Forebay surface area 135 so ft Forebay is adequately sized.
Depth of forebay at stormwater entry point 18 in Depth is appropriate.
Depth of forebay at stormwater exit point 6 in Depth is appropriate,
Feet of level lip needed per cfs 10 ft/cfs
Computed minimum length of the level lip needed 17 ft
Length of level lip provided 17 ft
Form SW401 - LS -VFS - 29Nov2010 - Rev.8 page 1 of 3

Width of VFS
Elevation at downslope base of level lip
Elevation at the end of the VFS that is farthest from the LS
Slope (from level lip to the end of the VFS)
Are any draws present in the VFS?
Is there a collector Swale at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
B
W
y (flow depth for 10 -year storm)
freeboard (during the 10 -year storm)
Peak velocity in the channel during the 10 -yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any "Other" responses above
30
ft
245.98
fmsl
245.00
fmsl
3.27
N
(Y or N) OK
N
(Y or N)
Y (Y or N)
Y (Y or N) Please provide plan details of flow splitter & supporting talcs.
T1
ft
_ ft
ft
ft
ftlsec
Pick one:
N (Y or N)
Y (Y or N)
�v
j B y
E
111. <REQUIRENTEIVIStHECKLIST
EDIT Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will result in
a request for additional information. This will dellay final review and approval of the project. Initial in the space provided to indicate the following
design requirements have been met. If the applicant.has designated an agent, the agent may initial below. If a requirement has not been met, attach
justification.
Requried Item: Initial s Page or plan sheet number and any notes:
1. Plans (1" - 50' or larger) of the entire site showing: :)W_ C-1,D-2
- Design at ultimate build -out,
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
Form SW401 - LS -VFS - 29Nov2010 - Rev.8 page 2 of 3

2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build -out.
3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
4. Plan details of the flow splitting device and supporting calculations (if applicable).
5. A construction sequence that shows how the level spreader will be protected from
sediment until the entire drainage area is stabilized.
6. If a non - engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0 &M) agreement.
::5N II
D-2
5�
D -2
NIA
D-1
Engineered is being used.
See Calculations
See 0 and M Agreement
Form SW401 - LS -VFS - 29Ncv2010 - Rev.8 page 3 cf 3

LS -VFS Design
Forebay surface area
JA
'
NCDENR
in Depth is appropriate.
STORMWATER MANAGEMENT
PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS -VFS) SUPPLEMENT
This form must be completely
filled out, printed, initialed, and submitted.
L' PROJECT INFORMATION'. .
12
Project name
Peachtree Phase 2
Contact name
Kevin Varnell
Phone number
252.459.8196
Date
June 28, 2012
Drainage area number
8
II. DESIGN INFORMATION
The purpose of the LS -VFS
Buffer Rule: Diffuse Flow
Stormwater enters LS -VFS from
The drainage area
Type of VFS
Engineered filter strip (graded & sodded, slope < 8 %)
Explanation of any "Other" responses above
If Stormwater Enters the LS -VFS from the Drainage Area
Drainage area
7,579 ftZ
Impervious surface area
7,579 fl?
Percent impervious
100.00 %
Rational C coefficient
0.95
Peak flow from the 1 in/hr storm
0.17 cfs
Time of concentration
5.00 min
Rainfall intensity, 10 -yr storm
6.97 in/hr
Peak flow from the 10 -yr storm
1.15 cfs
Design storm ,
10 -year storm
Maximum amount of flow directed to the LS -VFS
1.15 cfs
Is a flow bypass system going to be used?
N (Y or N)
Explanation of any "Other" responses above
If Stormwater Enters the LS -VFS from a BMP
Do not complete this section of the form.
Type of BMP
Pick one:
Peak discharge from the BMP during the design storm
cfs
Peak discharge from the BMP during the 10 -year storm
cfs Do not complete this section of thaform.
Maximum capacity of a 100 -foot long LS -VFS
10 cfs
Peak flow directed to the LS -VFS
cfs Do not complete this section of the form.
Is a flow bypass system going to be used?
(Y or N)
Explanation of any "Other" responses above
LS -VFS Design
Forebay surface area
16
sq ft Forebay is adequately sized.
Depth of forebay at stormwater entry point
18
in Depth is appropriate.
Depth of forebay at stormwater exit point
6
in Depth is appropriate.
Feet of level lip needed per cfs
10
ft/cfs
Computed minimum length of the level lip needed
12
ft
Length of level lip provided
12
ft
Form SW401 - LS -VFS - 29Nov2010 - Rev.8
page 1 of 3

Width of VFS
Elevation at downslope base of level lip
Elevation at the end of the VFS that is farthest from the LS
Slope (from level lip to the end of the VFS)
Are any draws present in the VFS?
Is there a collector swale at the end.of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
B
W
y (flow depth for 10 -year storm)
freeboard (during the 10 -year storm)
Peak velocity in the channel during the 10 -yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any "Other" responses above
it3
30
ft
234.40
fmsl
232.00
fmsl
8.00
N
(Y or N) OK
N
(Y or N)
N - (Y or N)
N (Y or N)
ft
ft
ft
ft
ft
ft/sec
Pick one:
(Y or N)
(Y or N)
W
I
} idu.tui_ fhe 1. t7 -t °z a'tozan;� , 1
TAI
I
1 B 1
IIII; REQUIRED ' ITEMS CHECKLIST. _ I
EDIT Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will result in
a request for additional information. This will delay final review and approval of the project. Initial in the space provided to indicate the following
design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a requirement has not been met, attach
justification.
Requried Item: Initials Page or plan sheet number and any notes:
1. Plans (1" - 50' or larger) of the entire site showing: : & C -1,D -2
- Design at ultimate build -out,
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
Form SW401 - LS -VFS - 29Nov2010 - Rev.8 page 2 of 3

2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build -out.
3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
4. Plan details of the flow splitting device and supporting calculations (if applicable).
5. A construction sequence that shows how the level spreader will be protected from
sediment until the entire drainage area is stabilized.
6. If a non - engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present,
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0 &M) agreement.
CJk/
D -2
D -2
N/A
D -1
Engineered is being used.
jI✓
See Calculations
See 0 and M Agreement
Form SW401 - LS -VFS - 29Nov2010 - Rev.8 page 3 of 3

LS -VFS Design
Forebay surface area
52
O� ,rJ.ArfiR
Forebay is adequately sized.
Depth of forebay at stormwater entry point
18
in
Depth is appropriate.
G
■ CDENR
in
Depth is appropriate.
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
10
401 CERTIFICATION
APPLICATION FORM
Computed minimum length of the level lip needed
LEVEL SPREADER - VEGETATED FILTER STRIP (LS -VFS) SUPPLEMENT
ft
This form must be completely
filled out, printed, initialed, and submitted.
10
L :PROJECT INFORMATION
Project name
Peachtree Phase 2
Contact name
Kevin Varnell
Phone number
252.459.8196
Date
June 28, 2012
Drainage area number
9 _
111—DESIGN INFORMATION
The purpose of the LS -VFS
Buffer Rule: Diffuse Flow
Stormwater enters LS -VFS from
The drainage area
Type of VFS
Engineered filter strip (graded & sodded, slope < 8 %)
Explanation of any "Other" responses above
If Stormwater Enters the LS -VFS from the Drainage Area
Drainage area
29,054 ft2
Impervious surface area
25,854 ft
Percent impervious
88.99 %
Rational C coefficient
0.88
Peak flow from the 1 in /hr storm
0.59 cfs
Time of concentration
5.00 min
Rainfall intensity, 10 -yr storm
6.97 in /hr
Peak flow from the 10 -yr storm
4.09 cfs
Design storm
1 inch /hour storm
Maximum amount of flow directed to the LS -VFS
0.59 cfs
Is a flow bypass system going to be used?
Y (Y or N)
Explanation of any "Other" responses above
If Stormwater Enters the LS -VFS from a BMP
Do not complete this section of the form.
Type of BMP
Pick one:
Peak discharge from the BMP during the design storm
cfs
Peak discharge from the BMP during the 10 -year storm
cfs Do not complete this section of the form.
Maximum capacity of a 100 -foot long LS -VFS
10 cfs
Peak flow directed to the LS -VFS
cfs Do not complete this section of the form.
Is a flow bypass system going to be used?
(Y or N)
Explanation of any "Other" responses above
LS -VFS Design
Forebay surface area
52
sq ft
Forebay is adequately sized.
Depth of forebay at stormwater entry point
18
in
Depth is appropriate.
Depth of forebay at stormwater exit point
6
in
Depth is appropriate.
Feet of level lip needed per cfs
10
ft/cfs
Computed minimum length of the level lip needed
6
ft
Ten feet is the minimum level spreader length.
Length of level lip provided
10
ft
Form SW401 - LS -VFS - 29Nov2010 - Rev.8 page 1 of 3

Width of VFS
30
ft
Elevation at downslope base of level lip
226.40
fmsl
Elevation at the end of the VFS that is farthest from the LS
224.50
fmsl
Slope (from level lip to the end of the VFS)
6.33
ft
Are any draws present in the VFS?
N
(Y or N) OK
Is there a collector swale at the end of the VFS?
N
(Y or N)
Bypass System Design (if applicable)
Is a bypass system provided?
(Y or N)
Is there an engineered flow splitting device?
(Y or N)
Dimensions of the channel (see diagram below):
M
ft
B
ft
W
ft
y (flow depth for 10 -year storm)
ft
freeboard (during the 10 -year storm)
ft
Peak velocity in the channel during the 10 -yr storm
ft/sec
Channel lining material
Pick one:
Does the bypass discharge through a wetland?
(Y or N)
Does the channel enter the stream at an angle?
(Y or N)
Explanation of any "Other" responses above
1 B 1
III: REQUIRED. ITEMS CHECKLIST
EDIT Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will result in
a request for additional information. This will delay final review and approval of the project. Initial in the space provided to indicate the following
design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a requirement has not been met, attach
justification.
Requried Item: Initials
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
Page or plan sneet numoer ana any notes:
C -1, D -2
Form SW401 - LS -VFS - 29Nov2010 - Rev.8 page 2 of 3

2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build -out.
3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
4. Plan details of the flow splitting device and supporting calculations (if applicable).
5. A construction sequence that shows how the level spreader will be protected from
sediment until the entire drainage area is stabilized.
6. If a non - engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0 &M) agreement.
Form SW401 - LS -VFS - 29Nov2010 - Rev.8 page 3 of 3

&ffl`-ZX4
i.
Do not complete this section of the form.
Type of BMP
-Ar
NCDENR
Peak discharge from the BMP during the design storm
cfs
Peak discharge from the BMP during the 10 -year storm
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
Maximum capacity of a 100 -foot long LS -VFS
10 cfs
401 CERTIFICATION APPLICATION FORM
cfs Do not complete this section of the form.
LEVEL SPREADER ,- VEGETATED FILTER STRIP (LS -VFS) SUPPLEMENT
(Y or N)
Tr is form must be completely filled out, printed, initialed, and submitted.
IL °PROJECT INFORMATION
3
ft
Project name
Peachtree Phase 2
10
Contact name
Kevin Varnell
Phone number
252.459.8196
Date
June 28, 2012
Drainage area number
10
IL' DESIGN INFORMATION '
The purpose of the LS -VI-S
Buffer Rule: Diffuse Flow
Stormwater enters LS -VFS from
The drainage area
Type of VFS
Engineered filter strip (graded & sodded, slope < 8 %)
Explanation of any "Other" responses above
If Stormwater Enters the LS -VFS from the Drainage Area
Drainage area
18,992 ft,
Impervious surface area
9,216 fl
Percent impervious
48.53 %
Rational C coefficient
0.64
Peak flow from the 1 in/hr storm
0.28 cfs
Time of concentration
5.00 min
Rainfall intensity, 10 -yr storm
6.97 in /hr
Peak flow from the 10 -yr storm
1.94 cfs
Design storm
1 inch /hour storm
Maximum amount of flow directed to the LS -VFS 0.28 cfs
Is a flow bypass system going to be used?
Y (Y or N)
Explanation of any "Other" responses above
If Stormwater Enters the LS -VFS from a BMP
Do not complete this section of the form.
Type of BMP
Pick one:
Peak discharge from the BMP during the design storm
cfs
Peak discharge from the BMP during the 10 -year storm
cfs Do not complete this section of the form.
Maximum capacity of a 100 -foot long LS -VFS
10 cfs
Peak flow directed to the LS -VFS
cfs Do not complete this section of the form.
Is a flow bypass system going to be used?
(Y or N)
Explanation of any "Other" responses above
LS -VFS Design
Forebay surface area
20
sq ft
Forebay is adequately sized.
Depth of forebay at stormwater entry point
18
in
Depth is appropriate,
Depth of forebay at storrnwater exit point
6
in
Depth is appropriate.
Feet of level lip needed per cfs
10
fucfs
Computed minimum length of the level lip needed
3
ft
Ten feet is the minimum level spreader length.
Length of level lip provided
10
ft
Form SW401 - LS -VFS - 29Nov2010 - Rev.8 page 1 of 3

Width of VFS
_ 30
4
Elevation at downslope base of level lip
231.40
fmsl
Elevation at the end of the VFS that is farthest from the LS
229.00
fmsl
Slope (from level lip to the end of the VFS)
8.00
%
Are any draws present in the VFS?
N
(Y or N) OK.
Is there a collector Swale at the end of the VFS?
N
(Y or N)
Bypass System Design (if applicable)
Is a bypass system provided?
Y
(Y or N)
Is there an engineered flow splitting device?
Y
(Y or N) Please provide plan details of flow splitter & supporting talcs.
Dimensions of the channel (see diagram below):
M
3.00
ft
B
0.00
ft
W
10.50
ft
y (flow depth for 10 -year storm)
0.39
ft
freeboard (during the 1,0 -year storm)
1.36
ft
Peak velocity in the channel during the 10 -yr storm
0.66
ft/sec
Channel lining material
Pick one:
Does the bypass discharge through a wetland?
N
(Y or N)
Does the channel enter the stream at an angle?
Y
(Y or N)
Explanation of any "Other" responses above
lt"
y i chn-inz flit 1 storm) l
1 B 1
IIL< REQUIRED ITEMS CHECKLIST
EDIT Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will result in
a request for additional information. This will delay final review and approval of the project. Initial in the space provided to indicate the following
design requirements have been met. If the applicant has designated an agent, the agent may initial below, If a requirement has not been met, attach
justification.
Requried Item:
1, Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
Fonn SW401 - LS -VFS - 29Ncv2010 - Rev.8 page 2 of 3

2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build -out.
3, Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
4. Plan details of the flow splitting device and supporting calculations (if applicable).
5. A construction sequence that shows how the level spreader will be protected from
sediment until the entire drainage area is stabilized.
6. If a non - engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0 &M) agreement.
Form SW401 - LS -VFS - 29Nov2010 - Rev-8 page 3 of 3
D -2
i✓
D -2
N/A
D -1
Engineered is being used.
See Calculations
See 0 and M Agreement
Form SW401 - LS -VFS - 29Nov2010 - Rev-8 page 3 of 3

Channel Report
Hydraflow Express by Intelisolve Monday, Jul 2 2012
Level Spreader 10 Bypass Channel
I nangular
Highlighted
Side Slopes (z:1.)
= 3.00, 3.00
Depth (ft)
= 0.39
Total Depth (ft)
= 1.75
Q (cfs)
= 1.940
Area (sqft)
= 0.46
Invert Elev (ft)
= 100.00
Velocity (ft/s)
= 4.25
Slope ( %)
= 34.00
Wetted Perim (ft)
= 2.47
N -Value
= 0.065
Crit Depth, Yc (ft)
= 0.49
Top Width (ft)
= 2.34
Calculations
EGL (ft)
= 0.67
Compute by:
Known Q
Known Q (cfs)
= 1.94
Elev (ft)
1 02.00
101.50
101.00
100.50
100.00
99.50
0
Section
2 4 6
8
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
we
-0.50
10 12 14 16

Stocks Engineering, P.A.
1100 Eastern Avenue
PO Box 1108
Nashville, NC 27856
Project: Pipe Calcs Peachtree Ph II
Date: June 24, 2012
Page: 1 of 1
Post - Development
�,, Tc, :
'Area ID,
: Area (Ac:):.
C ,, :.
.12: '
Q2' (cfs)
5
la
0.08
0.95
5.58
0.42
5
lb
0.08
0.95
5.58
0.42
5
Ic
0.22
0.95
5.58
1.16
5
Id
1.40
0.78
5.58
6.09
5
Ila
3.11
0.95
5.58
15.49
5
Illa
0.56
0.64
5.58
2.00
5
Iva
1.33
0.88
5.58
6.53
-
Total
6.78
-
5.58
33.12
Pnst - Develooment -
Tc
:Area' ID;
.�Area-(Ac ,
' C.. _.
110
Q10 (cfs)
5
la
0.08
0.95
7.08
0.54
5
Ib
0.08
0.95
7.08
0.54
5
Ic
0.22
0.95
7.08
1.47
5
Id
1.40
0.78
7.08
7.73
5
IIa
3.11
0.95
7.08
20.92
5
Illa
0.56
0.64
7.08
2.54
5
Iva
1.33
0.88
7.08
8.29
-
Total
6.78
-
7.08
42.02
Post - Develooment
Tc
Area :'I
,:Area (Ac.)
C
125.
Q25 (cfs)
5
la
0.08
0.95
7.78
0.59
5
lb
0.08
0.95
7.78
0.59
5
Ic:
0.22
0.95
7.78
1.62
5
Id
1.40
0.78
7.78
8.50
5
IIa
3.11
0.95
7.78
22.99
5
Illa
0.56
0.64
7.78
2.79
5
Iva
1.33
0.88
7.78
9.11
Total
6.78
7.78
46.18
Runoff Computations
2 -Year Storm
10 -Year Storm
25 -Year Storm

Skimmer Sediment Basin WorksheeL
(Drainage Area Must be Less Than 10 Acres)
Area Disturbed = Acres
Runoff Area = 6 o ( Acres
Quo = C x I x A = 5- x -&,.�7x -7.��
C> cfs
Basin Volume Calculation:
Volume of-Sediment- ( € Ac.) x (1800 cf sed. /year) x (1 year)
_ . P.. cf
Assume ..foot of basin depth, therefore area of the pit _ Square Feet
Try (. wide) x ( long) x ( foot dee'p).,Sediment.Basin
surface Area Calculation:
Surface Area (SF) = Q'o x 325 sf /cfs
_ 5,0-714 x 325 sf /cfs
_ - t
W35 sf
Surface Area —
r
Use ( 3c� wide) x ( long) x ( foot deep) Sediment Basin
3� Surface Area — C '
Weir Design and Velocity Cheek:
cfs; Q = CLH312; H = [Q /CL12"
1 (2.68)( !0 zls
E3�7 feet
Velocity Check -7" ( A f0 } ( � , � �) = /. � fps, 0 K

Skimmer Sediment Basin 'No rksheat
.
(Drainage Area JALIst be Less Than 10 Acres)
Area Disturbed = Acres
Runoff Area
Acres
Qua =C x -1 x A = x x
tfs
Easin Volume Calculation:
Volume of Sediment- Ac.) x (1800 cf sed./year) x (I year)
cf
Assume —3- foot of basin depth, therefore area of the pit Square Feet
Try wide) x (.__ long) foot dep-p)..Sediment. Basin
Surface Area Calculation:
Surface Area (SF) .= Qio x 325 sf/cf s
-7. x 325 sf/cfs
sf
Surface Area -
Use ( -37 wide) x long) x
foot deep) Sediment Basin
2-, >
7L( Surface Area
W(! it Design and Velocity CheGK:
c-Ifs; Q = CLH 112, H = [Q/01-]211
(2,68)( AC- 2'3
feet
Velocity Check 7, fps, OK

f
T � e � 3
SMmmer Sediment Basir Wgrkshaet
(Drainage Area Must be Less Than 10 Acres)
Area Disturbed = P Acres
Runoff Area - c Acres
Qio =C x I x A = Ex�`�'x_
cfs
Basin Volume Caicui'ation:
Volume of Sediment= (_ Ac.) x (1800 of sed. /year) x (1 year)
Assume foot of basin depth, therefore '
rea of the pit _ Square Feet
Try { . wide) x ( long) x ( foot deep).Sediment Basin
Surface Area Calculation:
Surface Area (SF) = Q10 x 325 sf /cfs
x 325 sf /cfs
_ (3� sf
Surface Area —
Use (` wide) x ( long) x ( foot deep) Sediment Basin
_ fo 4` 3 Surface Area — C
Weir Deeign and ` elocit�r Chem
Qio = cfs; Q = CLH3 /2. H = [Q /CL1211
c k •( feet
Velocity Check fps OK Kf�,

Skimmer Sediment Basin'Workshe6t
(Drainage Area 1,ALIst be Less Than 10 Acres)
Area Disturbed = �, SS Acres
Runoff Area Ac . res
QjO:= C X .1 x A x.
CfS
Basin Volume Calcul"ation:
Volume of Sediment -.= -.0. Ac,) x (1800 Cf sed,/year) X' (I year)
cf
Assume ..foot of
basin depth, therefore area of the pit Square Feet
Try wide) x long) A foot deep) _Sediment_ Basin
Surface Area Calculation:
Surface Area (SF) = QU x 325 sf/cfs
x 325 sf/cfs
sf
Surface-Area —
Use wide) x 9� long) x foot deep) Sediment Basin
.7 7�7-- fPqT Surface Area — 0
Weir Design and VC-[OGitV CheCK:
010 cfs; Q = CLH 3/2 H = [Q/CL12"
(2.68)( '5— )2/3
--Iceet
Velocity Check —7 —Z&
fps, OK tJ

Skimmer Sediment Basin I orksheat
(Drainage Area lulus[ be Less Than 10 Acres)
Area Disturbed = % , o Acres
Runoff Area L, C, 3 Acres
Q10= C x I x A = t x x -/�
ZI f c fs
Beefn VOIUme Calcb[afian:
Volume of Sediment= ( _. ! Ac.) x (I Boo cf sed. /year) x (1 year)
F cf
Assume .foot of basin depth, therefore area of the it
p _ Square Feet
Try (. wide) x ( long) x
.Surface Area GG.Efc�n:
Surface Area (SF) = Q1D x 325 sf /cfs
x 325 sf lets
c, sf
foot de�,p) Sediment Basin
._� Surface -Area —
Use ( wide) x ( q`_'L long) x ( foot deep) Sediment Basin
_ Surface Area —_ f
bIr Design and Velocity Check:
Q10 — - CTS; Q = CLH112. H = [Q /CLj2/1
)l2i3
_ 0 feet
Velocity Check �11 1 fps, OK /der"

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Permit Number:
(to be provided by DWO)
Drainage Area Number:
Filter Strip, Restored Riparian Buffer and Level Spreader
Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
— Immediately after the filter strip is established, any newly planted vegetation
will be watered twice weekly if needed until the plants become established
(commonly six weeks).
— Once it year, the filter strip will be reseeded to maintain a dense growth of
vegetation
— Stable groundcover will be maintained in the drainage area to reduce the
sediment load to the vegetation.
— Two to three times a year, grass filter strips will be mowed and the clippings
harvested to promote the growth of thick vegetation with optimum pollutant
removal efficiency. Turf grass should not be cut shorter than 3 to 5 inches and
may be allowed to grow as tall as 12 inches depending on aesthetic requirements
(NIPC,1993). Forested filter strips do not require this type of maintenance.
— Once it year, the soil will be aerated if necessary.
— Once a year, soil pH will be tested and lime will be added if necessary.
After the filter strip is established, it will be inspected quarterly and within 24 hours
after every storm event greater than 1.0 inch (or 1.5 inches if in a Coastal County).
Records of operation and maintenance will be kept in a known set location and will be
available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element-.
Potential problem:
Hove I will remediate the problem:
The entire filter strip
Trash /debris is present.
Remove the trash /debris.
system
The flow splitter device
The flow sphtter device is
Unclog the conveyance and dispose
(if applicable)
clogged.
of any sediment off -site.
The flow splutter device is
Make any necessary repairs or
damaged.
replace if damage is too large for
repair.
Form SWU401 -Level Spreader, Filter Strip, Restored Riparian Buffer 0&M -Rev.3 Page 1 of 3

BMP element:
Potential problem:
How I will remediate the problem:
The swale and the level
The swale is clogged with
Remove the sediment and dispose
lip
sediment.
of it off -site.
The level lip is cracked,
Repair or replace lip.
settled, undercut, eroded or
otherwise damaged.
There is erosion around the
Regrade the soil to create a berm
end of the level spreader that
that is higher than the level lip, and
shows stormwater has
then plant a ground cover and
bypassed it.
water until it is established. Provide
lime and a one -time fertilizer
application.
Trees or shrubs have begun
Remove them.
to grow on the swale or just
downslo e of the level lip.
The bypass channel
Areas of bare soil and /or
Regrade the soil if necessary to
erosive gullies have formed.
remove the gully, and then
reestablish proper erosion control.
Turf reinforcement is
Study the site to see if a larger
damaged or ripap is rolling
bypass channel is needed (enlarge if
downhill.
necessary). After this, reestablish
the erosion control material.
The filter strip
Grass is too short or too long
Maintain grass at a height of
if apphcabl e .
approximately three to six inches.
Areas of bare soil and /or
Regrade the soil if necessary to
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
I
one -time fertilizer application.
Sediment is building up on
Remove the sediment and
the filter strip.
restabilize the soil with vegetation if
necessary. Provide lime and a one-
time fertilizer application.
Plants are desiccated.
Provide additional irrigation and
fertilizer as needed.
Plants are dead, diseased or
Determine the source of the
dying.
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one -time
fertilizer application.
Nuisance vegetation is
Remove vegetation by hand if
choking out desirable species.
possible. If pesticide is used, do not
alloNv it to get into the receiving
water.
The receiving water
Erosion or other signs of
Contact the NC Division of Water
damage have occurred at the
Quality local Regional Office, or the
outlet.
401 Oversight Unit at 919 - 733 -1756.
Form SWU401- ]Level Spreader, Filter Strip, Restored Riparian Buffer 08-M -Rev.3 Page 2 of 3

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: Peachtree Phase Two - Lennar Carolinas, LLC
BMP drainage area number: 7 -
Print name:
Title :r
.n
Address: � �" � � � ° � �' .- � °' ��.. � � ; i � t 1 t�•o d� �_ 3` r
Phone: .
Signature:
Date: 9 - ':4-• Za Iz--
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, !a 4 ( ( , a Notary Public for the State of
1p-dLt -t4 , County of_ �,kj a , do hereby certify that
personally appeared before me this
day of and acknowledge the due execution of the
forgoing filter, strip, riparian buffer, andVor level spreader maintenance requirements.
Witness my hand and official seal,
SEAL
My commission expires / ( -) - — 1 5—
s
Form SWU401 -Level Spreader, Filter Strip, Restored Riparian Buffer O &M -Rev. 3 Page 3 of 3

1 "SITE'
LOCATION SKETCH
OT TO SCA
GENERAL NOTES: (LOCAL JURISDICTION)
1. Any discrepancies in layout should be brought to the Engineer's
attention prior to construction.
2. Written dimensions supercede scaled dimension. All dimensions are
edge of pavement or face of curb, unless noted otherwise.
3. All materials, installation, testing and inspection of water and sewer
utilities to meet current Johnston County standards.
4. All streets shall meet NCDOT minimum standards for subdivision streets.
5. All lots to be served by public water and public sewer.
6. A 10' utility, drainage and road maintenance easement is reserved
along and adjacent to all street right of ways.
7. Flared end sections are to be used on both inlet and /or outlet ends of
storm sewer unless otherwise noted.
8. Fire hydrants are to be installed as shown on plans.
9. Maintain minimum 3' cover for all water pipe.
10. Waterline pipe shall be C-°900 class 200 PVC unless otherwise noted
and installed a minimum of 3' off edge of pavement.
11. Corporation stops shall be rated a minimum of 300 PSI.
12. Where Waterline Crosses:
A. Sanitary Sewer: Waterline shall cross above and maintain 2'
vertical separation or 10' of horizontal separation. If this separation
cannot maintain or if waterline passes below sewer line then both
waterline and sewer line shall be class 50 ductile iron pipe for a
minimum of 10' each side of crossing.
B. Storm Sewer: Where waterline crosses above maintain 1' vertical
separation, where waterline crosses below maintain 2'vertical
separation. If this separation cannot be maintained waterline shall
be class 50 ductile iron pipe for minimum of 10' each side of
crossing.
13. All gravity sewer line is SDR 35 PVC except as follows: All sewer line
less than 3' deep or greater than 14' deep shall be minimum class 50
ductile iron.
14. Each prime contractor performing excavations or underground work
shall be responsible for the location of any existing utilities in the area
of their work. Notify the utility locator service (1 -800- 632 -4949) at least
48 hours prior to commencing construction in order that existing
utilities in the area may be flagged and staked. Contractor shall use
all care necessary when working in areas known or suspected to
contain underground utilities, including hand digging.
15. The contractor is responsible for relocating any existing utilities that
conflict with the proposed construction. In addition, the contractor is
responsible for repair and replacement of any utilities, curb and gutter,
pavement, etc. that may be damaged during construction. Damaged
items shall be repaired to at least the quality of the original
workmanship. The contractor shall field verify depth of existing utilities
and relocate if proposed grading causes utility cover to be less than
minimum required.
16. All temporary erosion control measures shall be inspected after each
rain event and necessary repairs shall be done as required.
17. Each lot shall have a 4" sewer service and a 3/4" water service
provided. Meters shall be front or back of the buildings they serve.
18. Omitted
19. Waterline to be pressure tested at minimum 175 psi.
12.5'
TI E TO 3.7 1
EX. t 2%
v
TIE TO .�
EX.
d
i"11-1
30"
VALLEY
CURB
PROP.
WATER LI N E
50' R
BEFORE YOU DIG
CALL TOLL FREE
1 800 632 4949
NORTH CAROLINA
ONE -CALL CENTER
30" VALLEY CURB
NOTES:
1. CONCRETE SHALL BE AIR - ENTRANED LOW SLUMP 3,000 P.S.I. 0 28 DAYS.
2. CONTRACTION JOINTS SHALL BE SPACED AT 10' INTERVALS (A 15' SPACING WILL BE
ALLOWED WHEN A MACHINE IS USED).
3. FINISH ALL CONCRETE WITH CURING COMPOUND
4. CONTRACTOR SHALL COORDINATE LOCATIONS OF HOLD AND SPILL CURBS WITH ENGINEER.
5. MAINTAIN 50" MAX. BETWEEN JOINTS AND AT ALL RIGID OBJECTS.
B. ALL CURB PLACED WITHIN NCDOT RIGHT OF WAY SHALL BE 30' STANDARD CURB AND
GUTTER. TRANSITION TO VALLEY CURB ONCE OUTSIDE NCDOT ROW.
CURB & GUTTER DETAILS
SCALE: N.T.S.
�
10'
RD. 10'
GRADE POINT
12.5'
5'
2" ACSC S9.5B
3'
TO
2 '-
2 %Jr
EX.
CARIES
�-?�
5,T; en�]
,�f�
:��::.
TIE TO
CO •(..6b C1
F3'CSC Caw,^tlau
.Uo �;
EX.
SW (SEE PLAN VIEW
S" CABC -
_
-
FOR LOCATION)
30" VALLEY
CURB
COMPACTED SUBGRADE
SUBDIVISION TYPICAL SECTION
SCALE: N.T.S.
General Notes:
1. Topographical data performed by TrueLine Survey, Curk Lane, PLS, Clayton, North Carolina.
Boundary Information supplied by same.
2. The contractor shall notify and cooperate with all utility companies of firms having facilities
on or adjacent to the site before disturbing, altering, removing, relocating, adjusting or
connecting to said facilities.
3. All excavation is unclassified and shall Include all materials encountered.
4. All structural fill material shall be free of all sticks, rocks, and clumps of mud.
5. Unusable excavated materials and all waste resulting from clearing and grubbing shall be
disposed of off --site by the contractor in an approved solid waste landfill.
6. Location of underground utilities are approximate and must be field verified. Contact the
NC One Call Center at least 48 hours prior to digging 0 1.800.632.4949. TrueLine Surveying,
Curk Lane, PLS has only located the utilities that are above ground at the time
of field survey. Underground lines shown hereon are approximate or as reported by
various responsible parties. The surveyor does not guarantee that any underground
structures such as utilities, tanks and pipes are located hereon.
7. All pipe lengths are horizontal distances and are approximate.
8. All work shall comply with all applicable codes, regulations, and/or-local standards imposed
by local utility.
9. All construction and materials shall meet Flowers Plantation PUD appoved details and NCDOT
Standards, latest edition. All work within NCDOT right -of -way shall meet the specifications
and standards of NCDOT.
10. All concrete pipe is to be ASTM C -76, Class III with ram -nek.
11. This property is not located in a Flood Hazard Zone per FEMA Map.
12. All lot dimensions shown are approximate. Consult the boundary survey of actual site
boundary information.
13. An evaluation of 404 jurisdictional wetlands was conducted. Wetlands are shown on
the plans.
14. The contractor shall be responsible for all work zone traffic control in or adjacent to NCDOT
right -of -way. All signs, pavement markings and other traffic control devices shall conform
to the Manual on Uniform Traffic Control Devices (MUTCD), 1988 edition as amended.
15. Prior to placing CABC stone base, the contractor should notify the Geotechnical Engineer to
inspect and proof roll the subgrade. Any stone place without prior approval will be the sole
responsibility of the contractor.
16. DESIGN /FIELD CONDITIONS quite easily may vary from that represented in the Initial
soils report and /or topographical report. Isolated areas may show up weak and adverse
soils or groundwater conditions may be discovered that were not revealed during the initial
soils investigation. Therefore, the Contractor is to be aware that Stocks Engineering, P.A. &
ATC, PC. will not and cannot be held responsible for any failures to either a street or parking
lot pavement design as a result of soil conditions.
17. All utility services, (power, telephone, cable, etc.) are proposed to be underground. Do not
seed or mulch disturbed areas until all underground utilities have been installed. Utility
Contractors to bring Main Services to R/W as shown in plans.
18. All lines that wra around cul -de -sacs shall have the proper size and degree
mechanical joint (MJ) elbows installed.
19. Property is to be served by Public (AQUA) Sewer and Water.
20. No taps shall be made into the existing Village at Flowers Plantation system without prior 48 hours
to AQUA. An Inspector from AQUA shall also be present at the time of the tap.
21. Regulatory signs, stops signs and street name signs shall be manufactured from high
intensity reflective materials.
22. All excess topsoil and unclassified excavation Is to be hauled off -site, unless otherwise
directed by the owner.
23. All site construction must be inspected by The Project Engineer or Architect at the following
stages:
A. Completion of grading subgrade prior to placing Stone Base.
B. Completion of Stone placement prior to paving.
C. Final inspection when all work is complete.
24. The surveyor did not visibly see any cemeteries in any open areas unless otherwise noted.
25. This property does not depict encumbrances that are found during a thorough title search.
26. Concrete Sub shall be responsible for all score joints and expansion joints.
27. Omitted
28. All on -site curb and gutter to be as shown on plans. Curb and gutter within
right -of -way to be 30" valley.
29. All curb and gutter and sidewalk concrete is to be minimum 3,000 psi at 28 days, air
entrained.
30. Contractor to furnish all paint striping as shown.
31. All dimensions are to edge of pavement (EOP) or Back of Curb, unless indicated otherwise.
32. Contractor SHALL NOT POUR any concrete before forms are inspected by the Civil
engineer and /or owner. Any concrete that has not been approved by the engineer and /or
owner will be the responsibility of the contractor.
33. Contractor shall saw -cut to provide smooth transitions where existing asphalt and /or curb
and gutter is to be removed.
34. The contractor shall provide all the material and appurtenances necessary for the complete
installation of the utilities. All pipe and fittings shall be inspected prior to being covered.
A minimum of 24 hours notice shall be given to the inspector prior to covering pipe or blackings.
35. Information concerning underground utilities was obtained from available records and field
conditions when possible, but the contractor must determine the exact location and
elevation of all existing utilities by digging test pits by hand at all utility crossings well In
advance of trenching. If the clearances are less than specified on the plans or 12 inches,
which ever is less, contact the project engineer and the Owner prior to proceeding with
construction.
36. The contractor is responsible for the design and implementation of all required /necessary
sheeting, shoring, and special excavation measures required on the project to meet OSHA,
Federal, State and Local regulations pursuant to the installation of the work indicated on
the drawings. The Owner and Stocks Engineering, P.A. accept no responsibility for the design
to install said Items.
37. The contractor shall include in the contract price daily record keeping of the as -built
condition of all of the underground utilities, construction stakeout associated with the
project. Preparation of the necessary/required as -built plans to be submitted to Johnston
County and all other information required in connection with release of bonds.
38. Ali water line and sewer line installation shall conform to the standards and details of the
AQUA and the State of North Carolina Department of Environment and Natural Resources.
39. The Land Disturbance Permit must be kept on the work site and shown upon request.
40. The contractor shall include In the contract price all material and labor associated with the
testing of the water and sewer lines required by AQUA.
41. The contractor shall include in the contract price any de- watering necessary to construct
the project as shown on the plans.
42. The contractor shall include in the price, any and all costs associated with providing a
professional engineer on site if required, during the construction of the storm water
management facilities, underground utilities, etc. as required for as -built certification.
43. All grass, topsoil and 'building debris material' dumped onsite shall be removed in the
base bid prior to placement of structural fill material.
44. All generated waste shall be disposed of off -site in an approved landfill location.
45. Rip -Rap shall be placed on ditch back slopes to prevent scouring of ditch bank.
46. The Construction Coordinator for Aqua shall be contacted prior to construction
@ 919- 467 -8712
47. All Water services under pavement shall be in 2" sleeves.
Owner:
Lennar Carolinas, LLC
1201 Edwards Mill Road
Raleigh, NC 27607
919.865.1687 (v)
919.865.1901 (t)
Contact. Karl Beyer
919.291.3819 (cell)
Karl. Beyer @lennar. com
Developer:
JPM South Development
9380 Falls of Neuse Road
Suite 203
Raleigh, NC 27615
Contact. John P. Myers, President
919.306.3330 (cell)
john(p,ipmsouth.com
Doug Radford
919.791.5120 (cell)
doug @jpmsouth.com
Surveying:
True Line Surveying, P.C.
205 West Main Street
Clayton, North Carolina 27520
919.359.0427 (v)
919.359.0428 (f)
Contact: Curk Lane, PLS
919.6698188 (cell)
curk@truelin es urve ying. com
Revised 8 -8 -2012
Revised 7 -31 -2012
-4
Revised 7 -2 -2012
Civil Engineeripg:
Stocks Engineering, P.A.
7700 Eastern Avenue ,.�``�� GARO�'''%
Suite 200 :`'off °FSSr °N9� /y-9
Nashville, NC 27856 = SEAL =
19843
252.459.8196 (v) =;" F�!c
252.459.8197 ( '•, '��'� -z7 -12
CHA `
Contact: J. Michael Stocks, PE • ''( /»> 44
252.903.6891 (cell)
mstocks@stocksengineering_ com
Kevin Varnell
252.382.0012 (cell)
kvarnell @stocksengineering. com
INDEX
C -1 OVERALL SITE PLAN
C -2 PLAN & PROFILE - PEACHTREE LANE
C -3 PLAN & PROFILE - STREET "D'
C -4 PLAN & PROFILE - STREET "E', & LINE 'C'
C -5 EROSION & SEDIMENTATION CONTROL PLAN
C -6 OVERALL GRADING PLAN
C -7 OVERALL CLEARING PLAN
D -1 EROSION AND SEDIMENTATION CONTROL DETAILS
D -2 LEVEL SPREADER DETAILS
D -3 UTILITY DETAILS - 1 OF 2
D -4 UTILITY DETAILS - 2 OF 2
D -5 AERIAL CROSSING DETAILS
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EROSION AND SEDIMENTATION CONTROL NARRATIVE
PROJECT DESCRIPTION
The purpose of this roject is for construction of streets and utilities for Peachtree Phase 2 @
Flowers Plantation. e project is owned by Lennar Carolinas. The site is currently undeveloped.
Approximately 12.30 acres will be disturbed during construction. The maximum fill will be 3 -4 feet.
The project is scheduled to begin construction in Summer 2012 with protect completion and final
stabilization by Winter 2012, The erasion and sediment control program for this project will Include
the installation of a suitable construction entrance, silt fence, outlet protection, Inlet protection,
check dams, and sediment basins with temporary seeding of the site.
ADJACENT PROPERTY
The adjacent property is part of the larger Flowers Plantation development community.
SOILS
The soil at this site is a sandy clay.
EROSION AND SEDIMENT CONTROL MEASURES
All vegetative and structural erosion and sediment control practices shall be constructed and
maintained by the contractor according to these plans and specifications and the minimum
standards of the Dept. of Environmental Management, Land Quality Section and Johnston
County. The contractor shall also follow any additional requirements as outlined by the Project
Engineer.
Structural Practices
1. Vehicle wheels shall be clean when leaving the site to prevent the tracking of mud on paved
roads.
2. Construction Road Stabilization: Construction traffic shall be limited to stabilized areas. At a
minimum, a temporary gravel construction entrance shall be provided as shown on this drawing.
3. Silt Fence. Silt fences shall be provided where shown and as needed on the site plan. These
barriers shall be used to contain sediment.
4. Rip Rap /Gravel Filter Sediment Basins: Construct basin to the shape and dimensions shown in
the details. The basin is to be placed below the existing ditch flow line by 2' with the berm built
above as dimensioned.
Vegetative Practices (Ground Stabilization)
Site Area Description:
Stabilization Time Frame:
Stabilization Time Frame Exceptions:
Perimeter dikes, swales,
7 Days
None
ditches & slopes.
High Quality Water (HQW)
7 Days
None
Zones.
J
Slope steeper than 3:1
7 Days
If slopes are 10' or less in length & are
not steeper than 2:1, 14 days are allowed.
Slopes 3:1 or flatter.
14 Days
7 Days for slopes greater than 50 feet
'-
in length.
All other areas with slopes
14 Days
None (Except for perimeters and HQW
flatter than 4:1
CJ
Zones)
Management Strategies
1. Perimeter measures are to be installed prior to grubbing or grading.
2. Tail Ditches shall be stabilized immediately following their construction. As on alternate, rock
check dams may be provided at their outlets and /or the terminal downstream end of
disturbance until ground cover is implemented.
3. Stockpile and /or waste areas must be maintained within the limits of the areas rotected by the
proposed measures and otherwise temporarily seeded if to be left stockpiled over 10 days.
4. Construction shall be planned so that grading operations can begin and end as quickly as
9 ossible.
. Slit Fences shall also be installed prior to or as a first step in construction.
6. The Contractor shall be responsible for the installation and maintenance of all erosion and
sediment control practices.
Vegetative Ground Cover
Immediately following grading, all areas shall receive either permanent or temporary seeding, as
applicable, as follows:
TEMPORARY SEEDING SPECIFICATIONS
BETWEEN MAY 1 AND AUGUST 15, ADD 40 LB /ACRE GERMAN MILLET. PRIOR TO MAY 1 OR AFTER AUGUST 15, ADD
120 LB /ACRE RYE (GRAIN).
FALL IS BEST FOR TALL FESCUE AND LATE WINTER FOR LESPEDEZAS. OVERSEEDING OF KOBE LESPEDEZAS OVER
THE FALL SEEDED TALL FESCUE IS VERY EFFECTIVE. USE UNHULLED BERMUDAGRASS SEED IN FALL,
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER ACCORDING TO TESTS, OR APPLY 2,000 LB /ACRE GROUND AGRICULTURE LIMESTONE
AND 750 LB /ACRE 10 -10 -10 FERTILIZER
MULCH
APPLY 4,000 LB /ACRE GRAIN STRAW, OR EQUIVALENT COVER OF ANOTHER SUITABLE MULCHING MATERIAL.
ANCHOR MULCH BY TACKING WITH ASPHALT, ROVING OR NETTING. NETTING IS THE PREFERRED ANCHORING
METHOD ON STEEP SLOPES.
MAINTENANCE
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE AND MULCH IMMEDIATELY
FOLLOWING EROSION OR OTHER DAMAGE.
SAMAM N SED/NENTMSM
Nor m scALE
PEBS,REMY,F 1,EIY
NOT ro scALE
1/2° HOLES IN
UNDERSIDE
END VIEW
NOT TO SCALE
SCHEDULE 40
_ PIPE
FLEXIBLE
HOSE
PIPE
0
FRONT V►EW
NOT TO SCALE
PIPE
PLATE
PERMANENT SEEDING SPECIFICATIONS
SEEDING MIXTURE
SPECIES RATE (LB /ACRE)
TALL FESCUE 60
SERICEA LESPEDEZA 30
KOBE LESPEDEZA 10
PENSACOLA BAHIAGRAS 50
5EEP1NG UQIE
1. FROM SEPT, 1 - MAR. 1, USE UNSCARIFIED SERICEA SEED.
2. ON POORLY DRAINED SITES OMIT SERICEA AND INCREASE KOBE TO 30 LB /ACRE.
3. WHERE A NEAT APPEARANCE IS DESIRED, OMIT SERICEA AND INCREASE KOBE TO 40 LB /ACRE.
NURSE PLANTS
BETWEEN APR. 15 AND AUG. 15, ADD 10 LB /ACRE GERMAN MILLET OR 15 LB /ACRE SUDANGRASS. PRIOR TO MAY 1
OR AFTER AUG. 15 ADD 25 LB /ACRE RYE (GRAIN).
5EEDING DATES
BEST POSSIBLE
EARLY SPRING: FEB. 15 -MAR. 20 FEB. 15 -APR. 30
FALL: SEPT. 1 -SEPT. 30 SEPT. 1- --OCT. 31
SOIL AMENDMENT5
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TEST, OR APPLY 3,000 -5,000 LB /ACRE SEDANGRASS. PRIOR TO
MAY 1 OR AFTER AUG 15, ADD 25 LB /ACRE RYE (GRAIN).
MULCH_
APPLY 4,000 LB /ACRE GRAIN STRAW OR EQUIVALENT COVER OF ANOTHER SUITABLE MULCH. ANCHOR STRAW BY
TACKING WITH ASPHALT, NETTING, OR ROVING OR BY CRIMPING WITH A MULCH ANCHORING TOOL. A DISK WITH
BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
IF GROWTH IS LESS THAN FULLY ADEQUATE, REFERTiLIZE THE SECOND YEAR. ACCORDING TO SOIL TESTS OR
TOPDRESS WITH 500 LB /ACRE 10 -10 -10 FERTILIZER. MOW AS NEEDED WHEN SERICEA 1S OMITTED FROM THE
MIXTURE. RESEED, FERTILIZE, AND MULCH DAMAGED AREAS IMMEDIATELY.
Maintenance
1. Reseed and mulch bare spots larder than 9 square feet (limited to 5% maximum of site area.)
2. Maintain all seeded areas until uniform stand is acceptable.
3. if growth is not established by final project inspection, continue specified attention until the
stand is acceptable.
4. Correct and repair all undue settling and erosion within 1 year after final Inspection.
5. Remove from the site, all erosion control structures after complete stabilization at end of
construction period.
6. Remove silt from sediment pits and from behind check dams when silt is within half depth of
the pit or spillway. Dispose of in an area where silt cannot re -enter pit / trap.
Calculations
The practice utilized for the proposed site did require formal calculations. Calculations have been
provided.
OWNER
Lennar Carolinas LLC
1201 Edwards Mill Road
Raleigh, NC 27607
191.865.1687 (V)
Maintenance Notes:
1. Follow chart for timelines of when to apply temporary seeding.
2. Maintain all erosion control measures daily and reseed disturbed areas as needed.
3. Inspect all erosion control measures weekly and after each rainfall event. Repair as needed.
PLAN VIEW
NOT TO SCALE
BAFFLES 1' FREEBOARD
STRUCTURE / / /// I EMBANKMENT
Mtn
ZONE I �_ EMERGENCYE PILL.WAYTION OF SPILLWAY
ZONE CROSS- SECTION VIEW
NOT TO SCALE
CONSTRUCTION SPECIFICATIONS:
1. Clear, grub, and strip the area under the embankment of all vegetation and root mat. Remove all surface soil
containing high amounts of organic matter and stockpile or dispose of It properly. Haul all objectionable material to
the designated disposal area. Place temporary sediment control measures below basin as needed.
2. Ensure that trill material for the embankment is free of roots, woody vegetation, organic matter, and other
objectionable material. Place the fill in lifts not to exceed 9 inches, and machine compact it. Over fill the
embankment 6 inches to allow for settlement.
3. Shape the basin to the specified dimensions. Prevent the skimming device from settling into the mud by
excavating a shallow pit under the skimmer or providing a low support under the skimmer of stone or timber.
4. Place the barrel (typically 4 --inch Schedule 40 PVC pipe) on a firm, smooth foundation of impervious soil. Do not
use pervious material such as sand, gravel, or crushed stone as backfrll around the pipe. Place the fill material
around the pipe spillway in 4 -inch layers and compact it under and around the pipe to at least the same density as
the adjacent embankment. Care must be taken not to raise the pipe from the firm contact with its foundation when
compacting under the pipe haunches.
Place a minimum depth of 2 feet of compacted backirll over the pipe spillway before crossing it with construction
equipment. In no case should the pipe conduit be installed by cutting a trench through the dam after the
embankment is complete.
5. Assemble the skimmer following the manufacturers instructions, or as designed.
6. Lay the assembled skimmer on the bottom of the basin with the flexible joint at the inlet of the barrel pipe.
Attach the flexible joint to the barrel pipe and position the skimmer over the excavated pit or support. Be sure to
attach a rope to the skimmer and anchor it to the side of the basin. This will be used to pull the skimmer to the
side for maintenance.
7. Earthen spillways - install the spillway in undisturbed soil to the greatest extent possible. The achievement of
planned elevations, grade, design width, and entrance and exit channel slopes are critical to the successful operation
of the spillway. The spillway should be lined with laminated plastic or impermeable geotextile fabric. The fabric must
be wide and long enough to cover the bottom and sides and extend onto the top of the dam for anchoring in a
trench. The edges may be secured with 8 -inch staples or pins. The fabric must be long enough to extend down the
slope and exit onto stable ground. The width of the fabric must be one piece, not joined or spliced; otherwise water
can get under the fabric. If the length of the fabric is Insufficient for the entire length of the spillway, multiple
sections, spanning the complete width, may be used The upper section(s) should overlap the lower section(s) so the
water cannot flow under the fabric. Secure the upper edge and sides of the fabric In a trench with staples or pins.
8. Inlets - Discharge water into the basin in a manner to prevent erasion. Use temporary slope drains or diversions
with outlet protection to divert sediment -laden water to the upper end of the pool area to Improve basin trap
efficiency.
9. Erosion control - Construct the structure so that the disturbed area is minimized. Divert surface water away from
bare areas. Complete the embankment before the area is cleared. Stabilize the emergency spillway embankment and
all other disturbed areas above the crest of the principal spillway immediately after construction.
10. Install porous baffles as specified.
11. After aN the sediment- producing areas have been permanently stabilized, remove the structure and all the unstable
sediment. Smooth the area to blend with the adjoining areas and stabilize properly.
MAINTENANCE
Inspect skimmer sediment basins at least weekly and after each significant (one -half inch or greater) rainfall
event and repair immediately. Remove sediment and restore the basin to Its original dimensions when sediment
accumulates to one -half the height of the first baffle. Pull the skimmer to one side so that the sediment
underneath it can be excavated. Excavate the sediment from the entire basin, not just around the skimmer or
the first cell. Make sure vegetation growing in the bottom of the basin does not hold down the skimmer.
Repair the baffles if they are damaged. Re- anchor the baffles if water is flowing underneath or around them.
If the skimmer is clogged with trash and there Is water In the basin, usually jerking on the rope will make the
skimmer bob up and down and dislodge the debris and restore flow. If this does not work, pull the skimmer over
to the side of the basin and remove the debris. Also check the orifice Inside the skimmer to see if it is clogged;
if so, remove the debris.
If the skimmer arm or barrel pipe is clogged, the orifice can be removed and the obstruction cleared with a
plumber's snake or by flushing with water. Be sure and replace the orifice before repositioning the skimmer.
Check the fabric lined spillway for damage and make any required repairs with fabric that spans the full width of
the spillway. Check the embankment, spillways, and outlet for erosion damage, and inspect the embankment for
piping and settlement. Make all necessary repairs immediately. Remove all trash and other debris from the
skimmer and pool areas.
Freezing weather can result in ice forming in the basin. Some special precautions should be taken In the winter
to prevent the skimmer from plugging with ice.
1 � TEMPORARY DIVERSION
D-01 J SCALE: N.T.S.
GENERAL NOTES:
1. All Stockpile areas shall be a minimum of 100' away from surface waters and inside the perimeter EC Measures.
2. All Concrete Washout areas shall be a minimum of 100' away from surface waters and inside the perimeter EC Measures.
PDRO!/S BAFFLES /NA S,FRI IEWT BAS /A(
NOT TO SCALE SUPPORT POST, 24° STAKE TO SUPPORT
SUPPORT ROPE TO INTO BOTTOM OR SIDE WIRE
SAGGENG I
BAFFLE
(TYP)
EARTHEN
OUTLET, CLASS I
OUTLET
f�
i B' TYP. _
3 � TEMPORARY DIVERSION
pSCALE: N.T.S.
STAPLED OR TRENCHED INTO
BOTTOM OR SIDE
CROSS- SECTION OF A POROUS BAFFLE
NOT TO SCALE
POROUS BAFFLE USING SILT FENCE WITH SLITS CUT IN EACH
ALTERNATING SPACE OF WIRE SACKING FENCE
NOT TO SCALE
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CONSTRUCTION SPECIFICATION:
w
2. Install posts or saw horses across the width of the sediment trap (Practice 6.62, Sediment
J
Fen ee).
J. Steel posts should be driven to a depth of 24 inches, spaced a miximum of 4 feet apart, and
'-
installed up the sides of the basin as well. The top of the fabric should be 6 inches higher than
�
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4. install at least three rows of baffles between the inlet and outlet discharge point. Basins less
than 20 feel in length may use 2 baffles.
Z
5 When using posts, add a support wire or rope across the top of the measure to prevent sagging.
6. Wrap porous material, like jute backed by coir material, over a sawhorse or the top wire.
L4
Hammer rebar into the sawhorse legs ,for anchoring. The fabric should have five to ten percent
O
MV411-
openings in the weave. Attach fabric to a rope and a support structure with zip ties, wire, or
staples.
7 The bottom and sides of the fabric should be anchored in a trench or pinned with 8 -inch erosion
L4
r'j
control matting staples.
8. Do not splice the fabric, but use a continuous piece across the basin.
INLET F SU
35% OF SURFACE AREA
FIRST CHAMBER
25% OF SURFACE AREA
MAINTENANCE:
inspect baffles at least once a week and after each rainfall. Make any required repairs immediately.
W-
W
SECOND CHAMBER
SECOND
25% OF SURFACE AREA
Be sure to maintain access to the baffles. Should the fabric of a baffle collapse, tear, decompose,
or become Ineffective, replace it promptly.
Y
o;
Remove sediment deposits when it reaches half full to provide adequate storage volume for the
UTLET NE
5% OF SURFACE AREA
next rain and to reduce pressure on the baffles. Take care to avoid damaging the baffles during
depth.
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CONSTRUCTION SPECIFICATION:
1. Grade the basin so that the bottom is level front to back and side to side.
2. Install posts or saw horses across the width of the sediment trap (Practice 6.62, Sediment
Fen ee).
J. Steel posts should be driven to a depth of 24 inches, spaced a miximum of 4 feet apart, and
'-
installed up the sides of the basin as well. The top of the fabric should be 6 inches higher than
the invert of the spillway. Tops of baffles should be 2 inches lower than the top of the berms.
4. install at least three rows of baffles between the inlet and outlet discharge point. Basins less
than 20 feel in length may use 2 baffles.
5 When using posts, add a support wire or rope across the top of the measure to prevent sagging.
6. Wrap porous material, like jute backed by coir material, over a sawhorse or the top wire.
L4
Hammer rebar into the sawhorse legs ,for anchoring. The fabric should have five to ten percent
MV411-
openings in the weave. Attach fabric to a rope and a support structure with zip ties, wire, or
staples.
7 The bottom and sides of the fabric should be anchored in a trench or pinned with 8 -inch erosion
L4
control matting staples.
8. Do not splice the fabric, but use a continuous piece across the basin.
INLET F SU
35% OF SURFACE AREA
FIRST CHAMBER
25% OF SURFACE AREA
MAINTENANCE:
inspect baffles at least once a week and after each rainfall. Make any required repairs immediately.
W-
W
SECOND CHAMBER
SECOND
25% OF SURFACE AREA
Be sure to maintain access to the baffles. Should the fabric of a baffle collapse, tear, decompose,
or become Ineffective, replace it promptly.
Remove sediment deposits when it reaches half full to provide adequate storage volume for the
UTLET NE
5% OF SURFACE AREA
next rain and to reduce pressure on the baffles. Take care to avoid damaging the baffles during
depth.
�!
M
cleanout. Sediment depth should never exceed half the designed storage
After the contributing drainage area has been properly stabilized, remove 011 baffle materials and
M
-
unstable sediment deposits, bring the area to grade, and stabilize it.
O
PIPE OUTLET TO FLAT AREA
NO WELL - DEFINED CHANNEL
PLAN VIEW
La
r
FILTER BLANKET I �T`
z
OR (MIRAFI 140N) SECTION A -A
PIPE OUTLET TO FLAT AREA
NO WELL - DEFINED CHANNEL
GENERAL NOTES:
1. La = THE LENGTH OF THE RIP RAP APRON.
2, d = 1.5 TIMES THE MAXIMUM STONE DIAMETER BUT NOT LESS THAN 6 ".
3.1N A WELL - DEFINED CHANNEL EXTEND THE APRON UP THE CHANNEL BANKS
TO AN ELEVATION OF 6" ABOVE THE MAXIMUM TAILWATER DEPTH OR TO THE
TOP OF THE BANK, WHICHEVER IS LESS.
4. A FILTER BLANKET OR FILTER FABRIC SHOULD BE INSTALLED BETWEEN THE
RIP RAP AND SOIL FOUNDATION.
5. FLARED END SECTION 1S OPTIONAL. SEE PLANS FOR REQUIREMENT.
6. SEE PLAN AND PROFILES FOR ACTUAL DIMENSIONS.
a
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FILTER BLANKET
OR (MIRAFI 140N) SECTION A -A
PIPE OUTLET TO
WELL - DEFINED CHANNEL
5 � PIPE OUTLET PROTECTION
D-01 ! SCALE: N.T.S.
CONSTRUCTION SEQUENCE
1. Obtain erosion control plan approval prior to beginning land disturbance. Retain a copy of the approved
erosion control plan and permit on siteCall the NCDENR 0 919 -791 -4200 to notify the State Inspector
of a start date prior to land disturbance.
2. Clear the area needed to construct the proposed construction entrance.
3. Construct the construction entrance as shown an the plans. Maintain the construction entrance daily to
ensure that mud and silt will not be tracked onto thEpaved surface. If mud is tracked onto the road
surface, it is to be removed immediately.
4. Construction entrance location may not vary without prior approval from Engineer and NCDENR.
5. Clear the area needed to access and construct sediment basins.
6. Construct sediment basins.
7. Clear the area needed to construct the perimeter erosion control measures including temporary diversion
ditches and silt fence.
8. Construct the temporary diversion and silt fence. Tie temporary diversions into sediment basins where
applicable.
9. Begin clearing, grubbing, and topsoil stripping for roadway rights --of -way.
10. Rough grade all roadways.
11. Construct sanitary sewer system throughout project taking care to avoid disruption of sediment basins.
12. Construct the storm sewer system throughout the project.
13. Ensure maintenance of temporary diversion ditches during construction.
14. Construct curb and gutter and CABC on roadway.
15. Seed, straw and tack areas behind the curb and gutter that are graded to their final disposition.
16. Upon stabilization of seeded areas, remove temporary diversion ditches and temporary sediment basins.
17. Construct permanent outlet protection devices at pipe outlet and level spreader along drainage
easement.
18. Upon completion of the project, remove silt fence.
19. Seed, straw and tack any remaining exposed areas.
GENERAL NOTES:
1. CLEAR THE ENTRANCE AND EXIT AREA OF ALL VEGETATION, ROOTS, AND
OTHER OBJECTIONABLE MATERIAL.
2. PLACE THE GRAVEL TO THE SPECIFIC GRADE AND DIMENSIONS SHOWN
ON THE PLANS, AND SMOOTH IT.
3. PROVIDE DRAINAGE TO CARRY WATER TO SEDIMENT TRAP OR OTHER
SUITABLE OUTLET.
4. MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR
SEDIMENT FROM LEAVING THE CONSTRUCTION SITE. THIS MAY REQUIRE
PERIODIC TOPDRESSING W/2 INCH STONE.
4 � CONSTRUCTION ENTRANCE
D-01
J SCALEN.T.S.
9 OR
IL POST
51Lr nwcE
TEMPORARY PIPE
6 INLET P ROTECTI O N
D-01 SCALE: N. T. S.
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FILTER FABRIC
REINFORC
CHANNEL
i
##57 STONE ON
FILTER FABRIC
i
............
ED
;.
CLASS B
-
REINFORCED
CHANNEL
22" DEEP
�• �
SECTION
A-A
-CONCRETE LEVEL
SPREADER LIP
57 STONE ON
FILTER FABRIC
REINFORC
CHANNEL
i
##57 STONE ON
FILTER FABRIC
LEVEL -/
SPREADER
LIP
V)
z
0
FILTER STRIP PERFECTLY 5
LEVEL FROM ONE SIDE TO z
t1.1�a�1�lq;�
a
M
z
c 0
r z
J W
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in
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N
o �
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0
o i
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1 DWQ LEVEL SPREADER DETAIL N
C - JlA SCALE: N. T. S. Lij
co
lect
X
Qrm
W
LEVEL SPREADER CONSTRUCTION SEQUENCE Cf�
1. IMMEDIATELY BEFORE BEGINNING CONSTRUCTION CONTACT ENGINEER TO VERIFY ftftom
THAT THE PROPOSED GROUND CONTOURS ARE APPROX. PARALLEL TO THE LS
LOCATION CALLED FOR ON THE PLANS.
2. USING A SMALL EXCAVATOR, CONSTRUCT A LARGE RECTANGULAR HOLE TO A LLB
DEPTH OF 1 FT OR AS DESIGNED FOR THE BLIND SWALE. 4
3. BEGIN CONSTRUCTION OF LEVEL SPREADER ON UNDISTURBED SOIL IF POSSIBLE. L
IF CONSTRUCTED ON FILL, COMPACT TO 95% STANDARD PROCTOR. CONCRETE
FORMS SHALL BE APPROX. 3" HIGHER THAN THE DOWNSLOPE GROUND TO
ALLOW FOR DIFFUSE FLOW. POUR CONCRETE TO TOP OF FORMS. ENSURE LIP D
IS PERFECTLY LEVEL. LET CONCRETE SET OVERNIGHT AND REMOVE FORMS.
4. BEGIN BACKFILLING AROUND LEVEL SPREADER AND REINFORCE THE CHANNEL. O LV
5. CONSTRUCT FOREBAY. f�
6. INSTALL FLOW SPLITTER.
7. SEED, STRAW AND TACK ALL DISTURBED AREAS IMMEDIATLEY UPON COMPLETION. co
VEGETATED FILTER STRIP NOTES LLB
1. FOR AN EFFECTIVE VFS, IT IS ESSENTIAL TO PREPARE THE SOILS PROPERLY AND
MAINTAIN A DENSE, VIGOROUS STAND OF TURF.
2. THE SIDE SLOPES CREATED BY ANY GRADING SHOULD RECEIVE THE SAME ATTENTION
TO SOILS AND VEGETATION AS THE VFS.
3. AT A MINIMUM, THE VFS AND ANY SIDE SLOPES SHOULD BE COVERED WITH SIX
INCHES OF TOPSOIL.
4. A ONE --TIME FERTILIZER APPLICATION TO THE TOPSOIL SHOULD BE PLACED AT A RATE
OF 75 LBS /1000 SF AGRICULTURAL GRADE LIME AND 50 LBS /1000 SF OF 5/10/10 O
FERTILIZER.
5. FESCUE SOD SHALL BE PLACED PER DETAIL.
Lima
REVISED 7 -31 -2012
REVISED 7 -2 -2012
yyyl!llfff /1
CARp
=O . 'flF�5S/0N`�4
_ SEAL
19843
C.
� r
6 -27 -2012
SCALE: 1 " = 30'
0 30 60 75 90
Q
�r- co
U-) Lo
C7 y�"
Z w .�
Z
H OX0
W
W
Z
H
Z
W
UlL=L J) o
Z �
� N
UU
moz
Qin
WO�
M 2
jnOOa in
Ln ra:z
D =2
i
............
ED
;.
-
•
�• �
STRIP
(FESCUE SOD)
.-
..
:a
LEVEL -/
SPREADER
LIP
V)
z
0
FILTER STRIP PERFECTLY 5
LEVEL FROM ONE SIDE TO z
t1.1�a�1�lq;�
a
M
z
c 0
r z
J W
U �
in
Of
N
o �
N o
0
o i
N
o �
1 DWQ LEVEL SPREADER DETAIL N
C - JlA SCALE: N. T. S. Lij
co
lect
X
Qrm
W
LEVEL SPREADER CONSTRUCTION SEQUENCE Cf�
1. IMMEDIATELY BEFORE BEGINNING CONSTRUCTION CONTACT ENGINEER TO VERIFY ftftom
THAT THE PROPOSED GROUND CONTOURS ARE APPROX. PARALLEL TO THE LS
LOCATION CALLED FOR ON THE PLANS.
2. USING A SMALL EXCAVATOR, CONSTRUCT A LARGE RECTANGULAR HOLE TO A LLB
DEPTH OF 1 FT OR AS DESIGNED FOR THE BLIND SWALE. 4
3. BEGIN CONSTRUCTION OF LEVEL SPREADER ON UNDISTURBED SOIL IF POSSIBLE. L
IF CONSTRUCTED ON FILL, COMPACT TO 95% STANDARD PROCTOR. CONCRETE
FORMS SHALL BE APPROX. 3" HIGHER THAN THE DOWNSLOPE GROUND TO
ALLOW FOR DIFFUSE FLOW. POUR CONCRETE TO TOP OF FORMS. ENSURE LIP D
IS PERFECTLY LEVEL. LET CONCRETE SET OVERNIGHT AND REMOVE FORMS.
4. BEGIN BACKFILLING AROUND LEVEL SPREADER AND REINFORCE THE CHANNEL. O LV
5. CONSTRUCT FOREBAY. f�
6. INSTALL FLOW SPLITTER.
7. SEED, STRAW AND TACK ALL DISTURBED AREAS IMMEDIATLEY UPON COMPLETION. co
VEGETATED FILTER STRIP NOTES LLB
1. FOR AN EFFECTIVE VFS, IT IS ESSENTIAL TO PREPARE THE SOILS PROPERLY AND
MAINTAIN A DENSE, VIGOROUS STAND OF TURF.
2. THE SIDE SLOPES CREATED BY ANY GRADING SHOULD RECEIVE THE SAME ATTENTION
TO SOILS AND VEGETATION AS THE VFS.
3. AT A MINIMUM, THE VFS AND ANY SIDE SLOPES SHOULD BE COVERED WITH SIX
INCHES OF TOPSOIL.
4. A ONE --TIME FERTILIZER APPLICATION TO THE TOPSOIL SHOULD BE PLACED AT A RATE
OF 75 LBS /1000 SF AGRICULTURAL GRADE LIME AND 50 LBS /1000 SF OF 5/10/10 O
FERTILIZER.
5. FESCUE SOD SHALL BE PLACED PER DETAIL.
Lima
REVISED 7 -31 -2012
REVISED 7 -2 -2012
yyyl!llfff /1
CARp
=O . 'flF�5S/0N`�4
_ SEAL
19843
C.
� r
6 -27 -2012
SCALE: 1 " = 30'
0 30 60 75 90
Q
�r- co
U-) Lo
C7 y�"
Z w .�
Z
H OX0
W
W
Z
H
Z
W
UlL=L J) o
Z �
� N
UU
moz
Qin
WO�
M 2
jnOOa in
Ln ra:z
D =2

PAVEMENT OR
FINISHED GRADE
GATE VALVE TO BE SAME SEE VALVE H
DIAMETER AS MAIN LINE INSTALLATION 'MIN,
VALV
TAMPE➢ BACKFILL i_.. BOX
�TAMPED s ''' THREADED COUPLING
r # :.f l + BACKFILL I:
2' THREADED BRASS PIPE
;7 PIFF _ CONCRETE BLOCKING
+- MIN. 1/3 C.Y. AT 3000 P.S,1
-- I�!Illir= -,r'Llll�lll: �I -I Ii�!� 1_��I'. •
5/8' TYPE 304 STA1 LES :�STEEL-H
CONCRETE THRUST THREADED RODS (MIN, 4 E J
COLLAR 22' THREADED BRASS
5' MIN. MJ CAP W/ 2' TAP PE (12' IN LENGTH)
PAY ITEM
--- ^INCLUDES ALL ITEMS EXCEP
MAIN LINE VALVE
TEMPORARY BLOW-OFF ASSEMBLY
NOT TO SCALE
Name I Data
Drawn By. WATER PAGE
Checed By., JOHNSTON COUNTY
mvedB . DapamcanlofPUU1ouGliBes STANDARD DETAIL i
Skala: I P.O.Bw2293 Temporary Blow Off I
sadthnald, NO 275n Assembly nf47
Ray. Dostrl lion IDaIa Prilt
NIL1TFSi
1, UFINCRi=TE SHALL BE 3,400 PST IIIR
c'. CONCRETE FOR THRUST BLDCCU •IG
SHAIJ- IIE I:EPT FAIPL'i DRY, TEATS
t. ;AKING , CONCRETE WEDGE
SHAPE h1iE EASILY 11IRHED WITH
THE WIDEST PART (BLOCKING
ARI=A) AGAINST UNDISTURBED SOIL,
3, 1; {O CONCRETE SHALL CTIVER ANY
13111_1'S UR GLANDS.
4, ALL FITTING AND ACCESSORIES 1I
BL" WRAPPED WITH IO MIL
POLYETHYLENE PRIOP. TO POUNING
5. WILUME OF THRUST BLOCKING
SHAL L BE AS aiOWN CIA THE
THRUST BLOCKING SCHEDULE.
X41
x•j
2DF_T
SOIL (TYR.)
PLAN BENDS PLAN TEES_
1B' MIN. - 10' to &
24' MIN. - 12' 0 8
Il r
DEND5 t, TEES PLUCzS
m
_lI- II�'lJ -I 1 -3i-_I -#CIS: DETAII. -.
PIPE DIAMETER
Name
I Data
JOHNSTON COUNTY
Dopadmant0PuNicUtirdes
P.D. Bcx2293
smlthflaW, NO 27577
WATER
STANDARD DETAIL
Thrust Block
PAGE
8
Of 47
Drawn ST.
��00010000���A
3. MARKER SHALL HAVE
BRASS OR BRONZE a FINISHED GRAI
Chocked By.
EMBED ON TOP OR SIDE,
V -0'
rovada .
4 EA. - k3 REBAR
4
CENTER OF VALVE INTO I
IN7
EMBED. !
F.
5. BLOW -OFF ASSEMBLY
SQUARE MARKER
SHALL INCLUDE 1 EA, I
WITH BEVELED CORNERS
Rev.
I Desvi Bon
Date
nIL
VALVE MARKER DETAIL
NOT TO SCALE
TWO
30'
Name
Dale
JOHNSTON COUNTY
DcpanmmdofPubticLIUlWas
P.D. eox 2283
SmJthf1eW, NC 27577
TVO
WATER
STANDARD DETAIL
Valve Marker
PAGE
15
Of 47
Drawn B .
4'
THa
Chocked ST.
-A'
LOCKING
mvedH.
SECTIOd
DETAILS FOR CUTTING
Scala:
AND REPLACING
:.
PAVEMENT
JOHNSTON COUNTY
Depedmentof Public UWldaa
P.C. Box 2267
smtmnald, NO 27577
Rev.
Dalai 9Cn
Date
Init.
JOHNSTON Y
Dopmtmentof Public UWtlm
P.O.BOX2263
Bnftfleld, NC 27677
WATER
STANDARD DETAIL
Cutting and Replacing
Pavement
PAGE
17
nf47
Drawn By.
2, VALVE BOX SHOULD
�-
NOT CONTACT WATER
s®le:
PLAN
NDISTURBED
scale: I
SOIL
Desdi Ban
PROTECTOR RING HAY
InlL
BE USED IN LIEU OF
Rev. I DaSCA Bon I
Dale
nIL
UNPAVED AREAS,
VALVE AND
VALVE BOX INSTALLATION
NOT AL
Name
Date
JOHNSTON COUNTY
DapmtmemaTPub9cUW111as
P.O. Box =0
Bmlddield, NO 27577
WATER
STANDARD DETAIL
Valve and Valva
Box Installation
PAGE
13
of 47
Drawn By.
Checked Br.
7'
roved B.
I
Scale:
Let
Rev. Dosol Bon
Dale
nIL
a
v :r•::
— - -r, —
POLYETHYLENE WATER
�,. SERVICE LINE
��oo�mm
®
®�mmm
DOUBLE STRAP SADDLE -
m
_lI- II�'lJ -I 1 -3i-_I -#CIS: DETAII. -.
PIPE DIAMETER
Name
I Data
JOHNSTON COUNTY
Dopadmant0PuNicUtirdes
P.D. Bcx2293
smlthflaW, NO 27577
WATER
STANDARD DETAIL
Thrust Block
PAGE
8
Of 47
Drawn ST.
CAST IN CONC. &
3. MARKER SHALL HAVE
BRASS OR BRONZE a FINISHED GRAI
Chocked By.
EMBED ON TOP OR SIDE,
V -0'
rovada .
4 EA. - k3 REBAR
4
CENTER OF VALVE INTO I
IN7
EMBED. !
F.
5. BLOW -OFF ASSEMBLY
SQUARE MARKER
SHALL INCLUDE 1 EA, I
WITH BEVELED CORNERS
Rev.
I Desvi Bon
Date
nIL
5'
PIPE DIAMETER
SECTION
ANCHM CLEAR
1. VALVE MARKERS SHALL ICI
BE PLACED AT R /W.
2. LETTERS 'MV' SHALL
UNDISTURBED
FACE TOWARDS VALVE,
I
CAST IN CONC. &
3. MARKER SHALL HAVE
BRASS OR BRONZE a FINISHED GRAI
PAINTED BLACK
EMBED ON TOP OR SIDE,
V -0'
4. CONTRACTOR SHALL i I inn.
STAMP DISTANCE TO
4 EA. - k3 REBAR
4
CENTER OF VALVE INTO I
EA. CORNER)
EMBED. !
F.
5. BLOW -OFF ASSEMBLY
SQUARE MARKER
SHALL INCLUDE 1 EA, I
WITH BEVELED CORNERS
MARKER W/ '90' OR
ANCHOR
'MV' CAST,
1'-4'
VALVE MARKER DETAIL
NOT TO SCALE
TWO
30'
Name
Dale
JOHNSTON COUNTY
DcpanmmdofPubticLIUlWas
P.D. eox 2283
SmJthf1eW, NC 27577
TVO
WATER
STANDARD DETAIL
Valve Marker
PAGE
15
Of 47
Drawn B .
4'
THa
Chocked ST.
-A'
LOCKING
mvedH.
SECTIOd
DETAILS FOR CUTTING
Scala:
AND REPLACING
:.
PAVEMENT
JOHNSTON COUNTY
Depedmentof Public UWldaa
P.C. Box 2267
smtmnald, NO 27577
Rev.
Dalai 9Cn
Date
Init.
PAVEMENT OR
FINISHED GRADE
TAMPED BACKFILL
WS' TYPE 304 STAINLESS STEEL
THREADED RODS (MIN, 4 EA.) -
rGm11fE�
SEE VALVE BEK 4' MIN.
INSTALLATION
s. L tT
I�VALV� 1lir 11.
1 BACPFLI: St THREADED COUPLING
G4i 2' BRASS NIPPLE
CONCRETE BLOCKING
j ; T' i�:•_, , 2' BRASS NIPPLE '" '" - �,:a::, - MIN, 1/3 C.Y. AT 3000 S,:
CONCRETE THRT (MIN, 6' IN LENGTH)
COLLAR �'
M.J. CAP W/
US
2' THREADED TAP
5' MIN. 2' BRASS PIPE
(MIN. 12' IN LENGTH)
PAY ITEM
INCLUDES ALL ITEMS
PERMANENT BLOW-OFF ASSEMBLY
NOT TO SCALE
JOHNSTON COUNTY
Capaftani M Publie UWWas
P.O. Box 2283
Sm9Moid,14C 27571
•�E
WATER
STANDARD DETAIL
Permanent Blow Off
Assembly
PAGE
2
of 47
4' -0' i--- I— B ONCRETE THRUST
�I COLLAR (3,000 P.S,TJ
A ;i '
ANCHOR :C . D.I,P,
RIN MAIN
REINFORCING
PIPE DIAMETER
SECTION
ANCHM CLEAR
RINGS REOMM
6' TO 16' MAINS = 12 -NO,
UNDISTURBED
D
7 BARS
SOIL\
61191,12'
20' TO 36' MAINS = 12 -NO,
8 BARS
V -0'
DISCRETE THRUST
COLLAR (3,000 P.S,L)
BARS PLACED AS SHOWN
III,-
- - -
1tlIII Ili:�ll� ill -Ili lil�il_I
1' -0'
F.
ONE
ED'
V-4'
TRENCH WALL
3'
ANCHOR
124'
1'-4'
1' -0'
D,[,P,
TWO
30'
RIN
1-2'
4'
TVO
MAIN
1'-4'
TRENCH
WALL
4'
THa
i COVER
-A'
LOCKING
_TAMPED BACKFILL
SECTIOd
DETAILS FOR CUTTING
PLAN AT 3,000 P.S.I.
AND REPLACING
:.
PAVEMENT
JOHNSTON COUNTY
Depedmentof Public UWldaa
P.C. Box 2267
smtmnald, NO 27577
NOT TO SCALE
WATER
STANDARD DETAIL
CriBcal Bend Raddin g
and Blocking Details
Name
Data
JOHNSTON Y
Dopmtmentof Public UWtlm
P.O.BOX2263
Bnftfleld, NC 27677
WATER
STANDARD DETAIL
Cutting and Replacing
Pavement
PAGE
17
nf47
Drawn By.
2, VALVE BOX SHOULD
�-
NOT CONTACT WATER
s®le:
PLAN
NDISTURBED
scale: I
SOIL
SCHEDULE
PIPE DIAMETER
CONCRETE THRUST COLIAR
ANCHM CLEAR
RINGS REOMM
SEE THRUST BLOCK DETAIL
A
D
C
STADD.TIED wnH 5%
61191,12'
1' -0'
V -0'
e'
ONE
IV
V-4'
1' -0'
F.
ONE
ED'
V-4'
1 -0'
3'
ONE
124'
1'-4'
1' -0'
3'
TWO
30'
L'-4'
1-2'
4'
TVO
36'
1'-4'
P-4'
4'
THa
THRUST COLLAR INSTALLATI ❑N
NOT TO SCALE
Name Data
Drawn By WATER PAGE
Checked B . JOHNSTON COUNTY STANDARD DETAIL
Prove Y. d H Depedmenlof Puma u9Bdna Thrust Collar
Scale: P.O. Box 7397
smlddlald,NO27M Installation nf47
Rev. I DescriPBCn
NnTEi PIPE SHALL BE BEDDED UP
TO SPRING LINE AND MINIMUM 4'
BELOW BOTTOM OF PIPE WHEN WET
AREAS ARE ENCOUNTERED.
HAND PLACED
DENSELY COMPACTED
BACKFILL TO I FT.
ABOVE TOP OF PIPE s _ _- Z ��f-
1..,711L - --�` ��
} UNDISTURBED EARTH
-----ELECTRONIC MARKER BALLS AT 100' ON
PIPE CENTER & AT BENDS. MARKER BALLS SHALL
BEDDED PIPE - D.B. BE INSTALLED AT 1 1/2 TO 2' DEEP,
- NOTE, MARKER BALLS SHALL BE
SHAPED SUBGRADE k ? INSTALLED CONCURRENTLY WITH
PIPE, MARKER BALLS SHALL NOT
SHALL PROVIDE BEARING { III
.l =. BE INSTALLED AFTER TRENCH HAS
ALONG ENTIRE LENGTH - N =IIF III' BEEN COMPLETELY BACKFILLED,
OF PIPE BARREL
/2 PIPE O,D.
24' + O.D. MAX.
12' + O.D. MIN,
I fflTl:_
WA T IJ? HiL iNS WO VA) SMALLER
S} ItA L I IA V.- I UHIMUf i OF :1'
CCIVER, 1dATER MAINS LARGER
IIWA L'C SHALL HAVE A MINHWH
CiF 3`-6' CL'IVF.P,
PIPE LAYING CONDITION
NOT TO SCALE
Name Data
Dram e ' WATER PAGE
Chocked Br, JOHNSTON COUNTY m STANDARD DETAIL 1s
vedH . DopanmantofPublicWiaos Pipe Laying
Scala: P.O. Sax 2263 p Y g
smlmnold. NO 27M Condition nf47
Rev. Oesai Bon Dale In14
AT HYDRANT BONNET AND NOZZLE CAPS
I ERT' REFLECTIVE FIRE HYDRANT PAINT
SILVER MODEL 01440
PUMPING & HOSE CONNECTIONS
EQUAL TO COUNTY STANDARD
BREAK RING TO BE SET WITHIN 2' -4'
FINISHED GRADE OF FINISHED GRADE
VALVE BOX
I I-I-I I i- d I I- J--I-I I I —I I I= HYDRANT TEE
WATERLINE BUR[ IRS =� I i�`! I it I II -I i Ii I I� SEE PLANS SIZE VARIES
SPECIFIED
CONCRETE THRUST BLOCK 1.
1. MIN, OF 4 CU. F7, CONCRETE THRUST BLOCK
STONE (MORE IF
RE411)). GATE: VALVE
2. COLIC, THRUST VALVE SHALL BE PLACED ON THE
BLOCK TO HAVE WATER MAIN SIBE OF ROAD DITCH
NIN. OF 6 SQ, FTB67 STONE FILL
BEARING ON SOLID (4 C,F. MIN.) $ {' TYPE: 304 S,S, THREADED RODS
DANK WORE IF i YDRANT LEG TO DIP MIN, 2 EA. PER SEGMENT
P.EO'D.), OR
3. BRAIN IiUI_ES AND PAY ITEM 'A un -Grip' RINGS OR ROMAC
FLANGES SHALL BE FIRE HYDRANT ASSEMBLY INCLUDES GRIP RINGS MAY BE USED AT
CLEAR [IF CONC, ALL ITEMS EXCEPT MAIN LINE TEE JOINTS IN LIEU OF THREADED RODS
4, FIRE HYDRANT
BARREL SHALL BE
PLUrdB.
EIRE HYDRANT ASSEMBLY
NOT TO SCALE
JOHINUMCOUN Y
Dapmbnsnt of "C UI91tlos
P.O. BOX 2263
3mtthnetd, NC 275x7
RESTRAINED FLANGE ADAPTER
'UNIFLANGE' OR EQUAL
WATER
PAGE
STANDARD DETAIL
A
4
Fire Hydrant
SEE THRUST BLOCK DETAIL
Assembly
or47
wnnESSpRY KIT
'FIELD LOK' GASKET
OR EQUAL
L 3/4' THREADED TYPE 304
OR TYPE 316 S.S. RODS
MIN, 4 EA.
HARNESS RESTRAINT DETAIL
NOT TO SCALE
PAGE
JOHNSTON COUNTY WATER
Dapaktmac orPubuc uteiaaa STANDARD DETAIL 10
P'o' Be` 22M Restraint Harness
Smhhfiald, NO 27577 of 47
CONCRETE BLOCKING
TAPPING VALVE
WITH VALVE BOX
EXIST. WATER MAIN
TAPPING SLEEVE
NEW WATER MAIN
TAPPING SLEEVE & VALE,
NOT TO SCALE
NDTEI TAPPING SLEEVE SHALL. BE
FABRICATED OF TYPE 304 S,S, AND
PROVIDE A 360' SEAL AROUND
EXISTING PIPE WITH FULL
CIRCUMFERENTIAL GASKET.
TM WATER PAGE
STANDARD DETAIL
Mpmtmant of Public UduBaa .
P.D. Box 2293 Tapping Sleeve and -
Smtthnald, NO 275n Valve Assembly 431`47
FOR USE IN PAVED AREAS
W ASPHALTIC
WATER
CO OR AS IN FEAT EDGE
ALVE BOX COVER
SEE THRUST BLOCK DETAIL
FINISHED GRADE
- - MMER Ruda
STADD.TIED wnH 5%
,FINISHED GRADE
_..- PWir.AHU CEMENT
. W
~_
' S.S, THREADED ROD
BU i ~ ~ it SELECTED
BASE COURSE
PIPE RACKFILL TAMPED
LDE -
_ IN LAYERS
�..aIC7 �rll
SECONDARY HIGHWAYS & CITY STREET
GNCRETE
El PLANT MIX
_ _ _
TAMPER BACKFILL
ASPHALT OR SAW TO HEAT E�
cag=c Ira(
` " ' ' ` v'n • +' '.
� rD STING PAVEtefT
ALVE BOX
2
16' 30,779
�.. ;
20' 48,091
CDNCRETE •lei { - -_ -.. I- 6 HD
- - BACKFILL
8
WATER MAI - - -
HOM ALL PAVEMEla SHALL
SELECTED BACKFILL TAMPED - ..
BA 1- SE REPAIRED VIHIN
5 - .' �1 THE SAKE VEER ET IS
ALVE
IN 6' LAYERS CUT.
Li.l��•
eustED Is�a �u
i COVER
PIPE LINE
PRIMARY HIGHWAYS
LOCKING
TRANSVERSE AND LONGITUDINAL CUTS
SECTIOd
DETAILS FOR CUTTING
PLAN AT 3,000 P.S.I.
AND REPLACING
NEITESs
PAVEMENT
JOHNSTON COUNTY
Depedmentof Public UWldaa
P.C. Box 2267
smtmnald, NO 27577
NOT TO SCALE
WATER
STANDARD DETAIL
CriBcal Bend Raddin g
and Blocking Details
Name
Data
JOHNSTON Y
Dopmtmentof Public UWtlm
P.O.BOX2263
Bnftfleld, NC 27677
WATER
STANDARD DETAIL
Cutting and Replacing
Pavement
PAGE
17
nf47
Drawn By.
2, VALVE BOX SHOULD
ChaCked8.
NOT CONTACT WATER
s®le:
Approved Sy.
scale: I
Rev.
Desdi Ban
PROTECTOR RING HAY
InlL
BE USED IN LIEU OF
Rev. I DaSCA Bon I
Dale
nIL
CONCRETE BLOCKING
TAPPING VALVE
WITH VALVE BOX
EXIST. WATER MAIN
TAPPING SLEEVE
NEW WATER MAIN
TAPPING SLEEVE & VALE,
NOT TO SCALE
NDTEI TAPPING SLEEVE SHALL. BE
FABRICATED OF TYPE 304 S,S, AND
PROVIDE A 360' SEAL AROUND
EXISTING PIPE WITH FULL
CIRCUMFERENTIAL GASKET.
TM WATER PAGE
STANDARD DETAIL
Mpmtmant of Public UduBaa .
P.D. Box 2293 Tapping Sleeve and -
Smtthnald, NO 275n Valve Assembly 431`47
FOR USE IN PAVED AREAS
FOR USE IN UNPAVED AREAS
WATER
,,CONCRETE
45' BEND.
ALVE BOX COVER
SEE THRUST BLOCK DETAIL
FINISHED GRADE
R DIMENSIONS 13F BLOCK
IN PAVED ARE
,FINISHED GRADE
THAN 10' SHALL REQUIRE
' S.S, THREADED ROD
IN UNPAVED AREA
BASE COURSE
-7-7
GNCRETE
FAR DIMENSIONS OF BLOCK.
_ _ _
TAMPER BACKFILL
_
_- - ENCASEMENT
- -- AT 3,000 REA.
` " ' ' ` v'n • +' '.
2
ALVE BOX
2
16' 30,779
4
20' 48,091
-
- - BACKFILL
8
WATER MAI - - -
STEEL.
2. CONCRETE SHALL NOT CONTACT BOLTS
ALVE
+ .n ALVE BOX
Li.l��•
VERTICAL
i COVER
TAMPED BACKFILL'
LOCKING
ONCRETE ENCASEMENT
SECTIOd
NOT TO SCALE
PLAN AT 3,000 P.S.I.
NEITESs
Data
JOHNSTON COUNTY
Depedmentof Public UWldaa
P.C. Box 2267
smtmnald, NO 27577
1. D.LP. MAY BE USED
WATER
STANDARD DETAIL
CriBcal Bend Raddin g
and Blocking Details
PAGE
of 47
FOR VALVE BOX
LOCK TYPE
EXTENSIONS,
2, VALVE BOX SHOULD
20' MIN,
NOT CONTACT WATER
s®le:
MAIN OR VALVE.
3. CONCRETE
Rev.
Desdi Ban
PROTECTOR RING HAY
InlL
BE USED IN LIEU OF
ENCASEMENT IN
UNPAVED AREAS,
VALVE AND
VALVE BOX INSTALLATION
NOT AL
Name
Date
JOHNSTON COUNTY
DapmtmemaTPub9cUW111as
P.O. Box =0
Bmlddield, NO 27577
WATER
STANDARD DETAIL
Valve and Valva
Box Installation
PAGE
13
of 47
Drawn By.
Checked Br.
7'
roved B.
I
Scale:
Let
Rev. Dosol Bon
Dale
nIL
NDTEI
ALL TAPS 2' AS SMALLER SHALL BE MADE WITH TAPPING SADDLE. ALL TAPS
LARGER THAN 2' SHALL BE MADE WITH TAPPING SLEEVE AND VALVE, NO
DIRECT TAPS SHALL BE MADE,
TAPPING SADDLE SHALL BE BRASS DR BRONZE FOR 'CC'
THREADS WITH DOUBLE STRAPS, FORD S -90, MUELLER
BR2B OR APPROVED EQUAL.
TAPPING SLEEVE SHALL BE BRASS OR
BRONZE FOR 'CC' THREADS, FORD S -70,
MUELLER H -134, JCH 403 OR APPROVED
EQUAL FOR SDR -21 PVC.
CLASS 2
POLYETHYLENE
CORPORATION STOP SHALL
BRONZE WITH 'CC' THREADS,
MUELLER 0- 25000, FORD FB600,
JCH 403 DR APPROVED EQUAL
DUCTILE IRON PIPE P.V.C. PIPE
(CLASS 50 CEMENT LINED) (CLASS 200)
NOTE ALL TAPS TO BE MADE ON TOP QUARTER OF MAIN.
STANDARD WATER TAP DETAIL
NOT TO SCALE
Name Data
DrawnH• PAGE
Chocked B . JOHNBITON COUNTY WATER
mead B Y. papmtmentofPub9eutWUoa STANDARD DETAIL 19
Scale: P.D. BOX Z103 Standard Water Tap
SmithRold, NC 27677 Of 47
Rev.1 Dased Bon Dole Pall.
#3 REBAR -
2 EA, I�2'
I I
24'
PPROTECTOR RING SHALL
BE 3,000 P.S.I.
CONCRETE,
CONCRETE PROTECTOR RING
NOT TO SCALE
JOHNSTON COUNTY
Dapanmant of Public UWldw
P.D. Box 2267
smllhliald, NO 27577
THRUST BLOCK
WATER
,,CONCRETE
45' BEND.
STANDARD DETAIL
SEE THRUST BLOCK DETAIL
Concrete Protector Ring
R DIMENSIONS 13F BLOCK
PE SEGMENTS LESS
eAT90'
THAN 10' SHALL REQUIRE
' S.S, THREADED ROD
ST BLOCK
METER (US GAL,)
LOCK DETAIL
RO D REQUIREMENTS
FAR DIMENSIONS OF BLOCK.
SIZE Or 45' BEND STATIC THRUST IN-POUNDS
6' 4,328
NUMBER Or RODS REQUIRED
2
8' 7,694
2
12' 17,312
2
16' 30,779
4
20' 48,091
6
24' 69,252
8
GENERAL NOTES
1. RODS AND NUTS SHALL BE OF TYPE 304 OR TYPE 316 STAINLESS
STEEL.
2. CONCRETE SHALL NOT CONTACT BOLTS
OR ENDS OF MECHANICAL
JOINT BENDS.
Li.l��•
VERTICAL
BEND
RODDING
AND
BLOCKING
DETAIL
NOT TO SCALE
J
Name
Data
JOHNSTON COUNTY
Depedmentof Public UWldaa
P.C. Box 2267
smtmnald, NO 27577
MIN, 4' WASHED STONE
WATER
STANDARD DETAIL
CriBcal Bend Raddin g
and Blocking Details
PAGE
of 47
Drawn By:
LOCK TYPE
Checked By.
rovede .
20' MIN,
U
s®le:
N
Rev.
Desdi Ban
Date
InlL
#3 REBAR -
2 EA, I�2'
I I
24'
PPROTECTOR RING SHALL
BE 3,000 P.S.I.
CONCRETE,
CONCRETE PROTECTOR RING
NOT TO SCALE
JOHNSTON COUNTY
Dapanmant of Public UWldw
P.D. Box 2267
smllhliald, NO 27577
LID SHALL BE LABELED 'WATER METER' AND
SHALL BE 'AMR' TYPE WITH METAL FLIP -UP LID AND 2'
PAGE
WATER
STANDARD DETAIL
14
Concrete Protector Ring
w
of 47
LID SHALL BE LABELED 'WATER METER' AND
SHALL BE 'AMR' TYPE WITH METAL FLIP -UP LID AND 2'
UaD
L CONTRACTOR SHALL PLACE METER BOX IN NON TRAFFIC
AREA ONLY
2, PLASTIC METER BOX SHALL BE CENTURY 01015, NDS D1200,
OR APPROVED EQUAL
3, CONTRACTOR SHALL CENTER METER YOKE IN METER BOX,
4, METER YOKE TO MUELLER No, H- 1404-•1 FORD No.
VH -72 -7W OR APPROVED EQUAL.
S. METER TO MEET AWWA C- 700 -71 STDS, AND SPECS.
3/4" & 1" WATER METER SERVICE DETAIL
NOT TO SCALE
Mama Deta
°@ WATER PAGE
ked ST. JOHNBTON COUNTY
STANDARD DETAIL
wed a oepmanant of Public UWiBaa
. 20
I: P.O. sox 2263 3/' and 1'
smldbnWd, NC 275" Water Meter Service of 47
FINISHED GRADE
w
w
—I I
METER (US GAL,)
I-
0
V x
7' MIN,
T
..
z
3'
MIN,
CLEARANCE
Li.l��•
J
i
MIN, 4' WASHED STONE
LOCK TYPE
20' MIN,
U
METER
N
lh
STOP
ANGLE
CL
CHECK
BLOCK SUPPORT OR
n[
VALVE
STONE AS NEEDED
7'
5
Let
' OR 1' CLASS 200
a
v :r•::
— - -r, —
POLYETHYLENE WATER
�,. SERVICE LINE
WIDE BODY OR
DOUBLE STRAP SADDLE -
METER YOKE SHALL BE
COPPERSETTER
MUELLER NO, H- 1404 -2,
(..
%j
FORD NO. VH -72 -7W
OR APPROVED EQUAL FOR
METER YOKE COMPLETE WITH
CORP. STOP
/
�4 SERVICE
DUAL PURPOSE FITTINGS
WATER MAIN
UaD
L CONTRACTOR SHALL PLACE METER BOX IN NON TRAFFIC
AREA ONLY
2, PLASTIC METER BOX SHALL BE CENTURY 01015, NDS D1200,
OR APPROVED EQUAL
3, CONTRACTOR SHALL CENTER METER YOKE IN METER BOX,
4, METER YOKE TO MUELLER No, H- 1404-•1 FORD No.
VH -72 -7W OR APPROVED EQUAL.
S. METER TO MEET AWWA C- 700 -71 STDS, AND SPECS.
3/4" & 1" WATER METER SERVICE DETAIL
NOT TO SCALE
Mama Deta
°@ WATER PAGE
ked ST. JOHNBTON COUNTY
STANDARD DETAIL
wed a oepmanant of Public UWiBaa
. 20
I: P.O. sox 2263 3/' and 1'
smldbnWd, NC 275" Water Meter Service of 47
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104
O O
O IS6' O
O O
CCiPCIf_YFII_fi F�CILYPIdpP1'LFIir=
PLASTIC 14A, IHDUSTRJES
11011EI_ PSI --PF OR APPROVED
9I¢'
lY4• I� 3%'
f- : }❑I__`r`F i-'YI__E1\IL_ PL__AST. i; S1 -E1 =1
Nill, ][I SCALE
Name Dam
Drawn By: SANITARY SEWER PAGE
ChacRed By'. J10FNEIjION COUNTY
�YFld B DopaMont of public UIU005 STANDARD DETAIL 31
Scala: P.D. Sox 2263 Polypropylona Plastic
smkhnald, NO 27577 Manhole Step of 47
Rev. I Desaf Hon Dale rsit.
CAST IRON VALVE BOX
W/ CHARLOTTE HUD
r- CLEANOUT PLUG AND CAP
4' PVC VERTICAL
I
;1 4' SWEEP WYE
STOP AT R/W
SERVICE LINE
PLUG
45-'�i SANITARY TEE
_ (SAME MATERIAL
AS MAIN)
TEE BRANCH •�
SLOPE MIN,
1%
>_ SANITARY SEWER
EEIAS MENT SHALL BE PROVIDED FOR SERVICE MAIN
CONNECTION WHERE SERVICE CONNECTION IS
PLACED OUTSIDE OF R/W DUE TO PHYSICAL
CONSTRAINTS.
TYPICAL SEWER SERVICE CONNECTION
NOT TO SCALE
SANITARY SEWER PAGE
JOHNSTON COUNTY oopamtulnos STANDARD DETAIL
rmnlof PUNIC u 37
P.O. Box 2263 Typical Sewer �7
Smlth6old,NC 27377 9ervlrB Connection
Of 97
- -USE HM, ; E ,',. JIG' ?Ili: ;Lii?
/TJILTS Ti] SECURE I -It,'W 'ill ti:i[;iIOLE
RE l'I1Tl-- TRAl_FIC AREAS 11i'- FJnI,�Ell MANHOLE`.
❑ 17 a
EICIE]QQ
0L7DE3
E70D[7DI7D
UIDl717C][7O
E7 ❑1317❑
❑ n
STD, MANHOLE
RING LABELED Q ❑
'SANITARY SEWER'
F12APIf�__I (;Jl�?f�1V
f 1 23.5'
2. 11.: =i �1•
FINISHED GRADE LSE hl!fl. Ic!k. S1.'8' „I A: {iCR:
'f 116L 1 S 10 SLCUNE, FR!,!:F FR!,!: Ill MANHOLE
LS' MIN. J
BASE COURSE BASE COURSE
STD, MANHOLE
RING L COVER 6• MIN
-11 I� I I�---'
-I f RAM -NEK
-/T SEALANT COMPACTED FILL
COMPACTED FILL •+ • ,p
f PF,P -�I, I;IJIL'( IiF 115ED Nid AFiE:��� it -ia:.
COVET. IS Ill Ei I I.US'i, t, i'1I I
PAVF(I1``I1 "i E}1', ali1CR1TE-
LIJCASENEHT S}-Ifa_L. [dill Rif I!'-'L;; 14
mm-TRA,I-v C t;i: {.AS rMlo A;hi]VL: GRADE
_ IPISI. ALL.AT [I1i l
h1 I� A R D ivi A I'd LI I -�] l_ I-- F f� A I 1 I�7
FNNT TU SCALE
Name bate
Drawn By: SANITARY SEWER PAGE
Checked B),. .JOF94STON COUNTY STANDARD DETAIL 24
0vdd By. Dopawnant of Pubk ULM6u
1 P.D. Box 2263 Standard Manhole
smiwrald,NO 27577 Frame & Cover of47
Rev. Descrl lion Date nIL
HAND PLACED
DENSELY COMPACTED
BACKFILL TO 1 FT. I�I,1i1 -_
ABOVE TOP OF PIPE
BEDDED PIPE PIPE
O.D.
MINIMUM STONE i, - 'tl= R n /tiz3' D/4
EMBEDMENT AS
INDICATED, GREATER IF "
REQUIRED BY
MANUFACTURER
f� RIPE
SHAPED STONE O,D.
TO PROVIDE BEARING 24' + D.D. MAX,
ALONG ENTIRE LENGTH 121 + O.D. MIN.
OF PIPE BARREL SANITARY SEWER
(0' --B' DEPTH)
PIPE LAYING
CONDITION 'A'
PLACED
DENSELY HAND
BACKFILL TO 1 FT,
ABOVE TOP OF PIPE
BEDDED PIPE
_ - D.D. n/2
MINIMUM STONE D /BZ3•
EMBEDMENT AS
INDICATED, GREATER IF
REQUIRED BY
MANUFACTURER
SHAPED STONE PIPE
TO PROVIDE BEARING 24' + O.D. MAX.
ALONG ENTIRE LENGTH 12• + O.D. MIN.
OF PIPE BARREL SANITARY SEWER
(C8' --16' DEPTH)
PIPE LAYING
CONDITION `II'
i'IF'L = l__..A'� [I'�II ; i;l. -.l� I].�.1 _1,1111`,
Name Data
Drawn B • SANITARY SEWER PAGE
Checked BT. JOHNSTON COUNTY
raved B . DopmNnamor PUNIC U�Tidas STANDARD DETAIL 32
Bralo: P.O. Box 2263 Pipe Laying
SrnMRWd. NO 27577 Conditions of47
Rev. Decal tlon bate rtIL
B. (WIRE SHALL Nor BE FASTEHED OR COILED TO VALVE CPERATINO NUr.
SOALGAS BHMN
AI -:! vA Utility Pipe Locatlon Matedais FEEL 742 ­­ �iltil -les = Iari[ia.
6atx r im 2lxsc
STANDARD HANHDLE
RING AND COVER
USE 4 EA. V ANCHOR BOLTS
TO BOLT FRAME TO SPACER,
Ell T' y J USE ROPE MASTIC SEAL
B' MAX, FOR SPACER BETWEEN FRAME AND SPACER.
2'-0', 3' -O' MANHOLE STEPS
OR 4' -0'
16, O.C.
ECCENTRIC
TAPER UNIT
JOINTS SHALL BE SEALED
WITH A RUBBER O -RING
GASKET OR ROPE MASTIC SEAL,
CEMENT GROUT ALL JOINTS
INSIDE AND OUT
RISER UNIT
5' ' -----4' DIA. MIN. —5'
I 112' SLOPE
ON ALL INVERTS BASE UNIT
EXTENDED RASE j O BRICK &MORTAR INVERF
LIE REQUIRED) .,
t Y ®R� ?R' MIN.
WIDTH AS 131: ux it rCi+7 i i` , r�
REQUIRED �.�w ^�Y
MIN, 6' GRAVEL BEDDING
STANDARD PRECAST CONCRETE MANHOLE
NOT TO SCALE
JOFNSIM OOILNTY SANITARY SEWER PAGE
DopanmenlofpuNlaumues STANDARD DETAIL 6
P.O, Box 22113 Standard Precast 2 G
errJU4oid, NO 27377 Manhole of47
HAND PLACED
DENSELY COMPACTED
BACKFILL TO 1 FT.
ABOVE TOP OF PIPE
BEDDED PIPE PIPE
O,D. _
SHAPED SUDGRADE
TO PROVIDE BEARING
ALONG ENTIRE LENGTH
OF PIPE BARREL Jfi PIPE
O.D. 29' + O.D. MAX.
SANITARY SEWER
(DUCTILE IR ❑N
ONLY)
(0' -16' DEPTH)
PIPE LAYING
CONDITION 'C'
HAND PLACED
DENSELY COMPACTED
BACKFILL TO 1 FT. ' L - - - -
ABOVE TOP OF PIPE
BEDDED PIPE M PIPE -~
- D/2
MINIMUM STONE
EMBEDMENT AS t,
INDICATED. GREATER IF
REQUIRED BY
MANUFACTURER PIPE
SHAPED STONE DID,
TO PROVIDE DEARING 24' + O.D. MAX.
ALONG ENTIRE LENGTH 12' + O.D. MIN.
OF PIPE BARREL
SANITARY SEWER
(DUCTILE IRON
ONLY)
016` DEPTH)
PIPE LAYING
CONDITION 'D'
PIPE LAYING CONDIT:IL:.IIjC
NOT TO SCALE
Name Dale
Omwn sr. SANITARY SEWER PAGE
Checked By-, JOFId6TON COUNTY
Approved By. DopaonlofPUNICUURIas STANDARD DETAIL
. ron 33
Scale: ox
RMB22e3 Pipe Laying Vt7
sMIhnold. NO 275" Conditions of47
Rev. I Decal lion bam 1IIL
F1UGH OUTAGE
FLE( =MELTM npEr,
'- RedOVh[lE PWO '
I"STPJJ_ 4WNLL 9 FFIFUF IS FOR FORCE WMIS• .."
AS NEEDED-
4'+—�lY lEIJO
I
GROUND LEVEL NE[FJIIC pit SANrL MN711JUMS IDENTIFIC=ATI01411."M NG TAPE
EARLY V(MrJJIJG TAPE WTH IAEfALUG
IAEfER BOX WiFIE TO E14 PLACED INSIDE PIPE IM A III N.
OE[EGTOR STRIP AND /DR WARE
Or 12' or EXC= VARE - COILEO (TVA.)
Z
I/
/ I
Ili
- `
`M
FINISHED GRADE
I
PLAN
TYPICAL MANHOLE INVERT
NOT TO SCALE
. '•!' J'
�
bale
TRACING SVIRE
SANITARY SEWER
STANDARD DETAIL
Typical Manhole
Invert
1/2' PVG PIPE ITTP.)
vaa�`
Lu
12 THMN
•
'�
COMER SOLID
u
+
WALUE BOX
� ^�,
��,sX Z
(~1I
Ray.
TIPICAL UTILITY PIPE OE O ERIO
r
InIL
=
Q
-
-
r ZS
PVC WATER MAIN
'"i�,
U
Z
OR FCRCE 1,14V
VU
O
S
r1
J'
%�
j:
ALL PVC PIPE. OR OTHER FFPROJED NONRIETAIWC PIPE INSTALLED WITHIN THE
FINISHED ti,>y` jti`
fi%
FLORIDA 'WATER SERVICE'S WATER, :AFIIFNir SEWER. 00 REUSE 1VATER SYSTEHS,
GRADE EARLY
SHALL BE DJSTPLLED WITH 12 THH14 SOLID COPPER TRACING WIRE.
WARNING
n TAPE
THE TRAL910 IVIRE RA76r BE II)STALLED DIRECTLY SULLY THE PIPE AND BROUGHT
TO THE SURFACE AT 500' M1IN110d INTERVALS. PARE SHALL MEND A LRHRAIIM
OF 12" ABOVE GRADE AT EACH INTERVAL AND BE WILED ARD "SO IN A
W
VALVE BOX, RIETER 60X, MANHOLE, CLrANOUT OR OTHER APPLICABLE nWL1 L W_
7RACIIC WARE BEWEEN INTERVALS SHALL BE INSTALLED SD AS TO PROVIDE
v ..�
DON 11NUPU5 CURRENT WHEN LINE LOCATION EOUIPLIENT 15 C,OUNECTED TO THE
`S:A� r?a '�
TRACING WIRE. ZAIRE BRAH0114 G FWI fAAIN LINES SHALL BE LINKED BY A
. r. • • 7
~"`
FLORIDA WATER SEMCE APPROVED CONNECTOR SUCH AS KING $ 2011 SAFETY
HOES
SEALED CONNECTORS OR APPROVED EQUAL
COLOR C1101I11G_
1. ALL U&J1J5 INSTALLED EFT OPEN CUT SHeLL HAVE A -EARLY WARNING` PROTECTION!
TAPE AND /DR VARE IN51ALLEU COMINUOUSLY ALONG THE AUGHUENL THE PROTEGROIT
POTABLE WATER S'fSM4 BLUE
TAPE WALL BE TERRA -TAPE OR EQLLAL. TAPE SHALL BE WrALLED DURIITG aACKFIWRJG
REVSE VMER CTSTEid: LAVENDER
V -12' BELOW FINISHED GRADE DIRECTLY owA rHE PIPE AND SHALL BE CBHTINUOUSLY
SANIYARY COWER FORCE AND LaN PRIMSURE SEIVER fM;I7EF.(F: GREEN
AIARXED FOR THE rrPE OF PIPE (EKAAIPLEI CAUTION, VfATER MIN BURIED BELMr)'
1. FOR LOW PRE-_URE SEINER. POTABLE WATER AND REUSE WATER SSYSTQQ WIRE WALL
THE TAPE 5HAJL HAVE A METALLIC DETECTABLE STRIP INCLUDED AND COLOR CODED AS
BE INSTALLED BELOW ALL EMUS AND SERVICE LINES AND ATTACHED TO VALVES, FifDRANT:,'
FOLLOWS
AND FITTINGS, VARE INSTALLED AWN SERVICE LINES SHALL CONNECT TO THE WIRE
BLUE — POTABLE WATER
INSTALLED BELOW THE I,VJN AND 07EICB TO THE CURB 5rDP.
GREEN — SANITARY FORCE MAIN
FUWLE - DTWE14T REUSE
2. FIRE SPRUIKLER LINES: YAM SHALL CONNECT TO 1HE WIRE INSTALLED SELD017 THE
RED - DEDICATED FIRE LRJE
f IN AND EKWI40 TO THE R15EM CONNZCTION-
2. ALL PVC LIPNIS SH9U. BE A SOW COLOR AS DESCRIBED ABOVE
3. £AWARY SMER FORCE MAJUM WIRE SMALL BE INSTAUJM 9SWU THE FORCE NARJ
AHD ATTACHED TO ALL VALUES AND FI TNGS ANG BROUGHT TO THE SURFACE APO PLACED
3. ALL DUCRLE IRON RM46 SHALL BE AW;APPED WITH COLOR COILED BOBS,
IN A METAL, FWP01D WATER SERVICE APFRDYEG, VALVE WK.
4. ALL RVL POTABLE V(AIER PIPE CHALL BEAR THE RMONAL SANIWTIOFd FOUNDATION
41 DEAD END MAINS; WRE SHALL BE FIZZED IN A PROPERLY IDENTIFIED METAL VALVE
(IISF) SEAL (IF APPROVAL
BOX AT THE END OF THE RUN.
B. (WIRE SHALL Nor BE FASTEHED OR COILED TO VALVE CPERATINO NUr.
SOALGAS BHMN
AI -:! vA Utility Pipe Locatlon Matedais FEEL 742 ­­ �iltil -les = Iari[ia.
6atx r im 2lxsc
STANDARD HANHDLE
RING AND COVER
USE 4 EA. V ANCHOR BOLTS
TO BOLT FRAME TO SPACER,
Ell T' y J USE ROPE MASTIC SEAL
B' MAX, FOR SPACER BETWEEN FRAME AND SPACER.
2'-0', 3' -O' MANHOLE STEPS
OR 4' -0'
16, O.C.
ECCENTRIC
TAPER UNIT
JOINTS SHALL BE SEALED
WITH A RUBBER O -RING
GASKET OR ROPE MASTIC SEAL,
CEMENT GROUT ALL JOINTS
INSIDE AND OUT
RISER UNIT
5' ' -----4' DIA. MIN. —5'
I 112' SLOPE
ON ALL INVERTS BASE UNIT
EXTENDED RASE j O BRICK &MORTAR INVERF
LIE REQUIRED) .,
t Y ®R� ?R' MIN.
WIDTH AS 131: ux it rCi+7 i i` , r�
REQUIRED �.�w ^�Y
MIN, 6' GRAVEL BEDDING
STANDARD PRECAST CONCRETE MANHOLE
NOT TO SCALE
JOFNSIM OOILNTY SANITARY SEWER PAGE
DopanmenlofpuNlaumues STANDARD DETAIL 6
P.O, Box 22113 Standard Precast 2 G
errJU4oid, NO 27377 Manhole of47
HAND PLACED
DENSELY COMPACTED
BACKFILL TO 1 FT.
ABOVE TOP OF PIPE
BEDDED PIPE PIPE
O,D. _
SHAPED SUDGRADE
TO PROVIDE BEARING
ALONG ENTIRE LENGTH
OF PIPE BARREL Jfi PIPE
O.D. 29' + O.D. MAX.
SANITARY SEWER
(DUCTILE IR ❑N
ONLY)
(0' -16' DEPTH)
PIPE LAYING
CONDITION 'C'
HAND PLACED
DENSELY COMPACTED
BACKFILL TO 1 FT. ' L - - - -
ABOVE TOP OF PIPE
BEDDED PIPE M PIPE -~
- D/2
MINIMUM STONE
EMBEDMENT AS t,
INDICATED. GREATER IF
REQUIRED BY
MANUFACTURER PIPE
SHAPED STONE DID,
TO PROVIDE DEARING 24' + O.D. MAX.
ALONG ENTIRE LENGTH 12' + O.D. MIN.
OF PIPE BARREL
SANITARY SEWER
(DUCTILE IRON
ONLY)
016` DEPTH)
PIPE LAYING
CONDITION 'D'
PIPE LAYING CONDIT:IL:.IIjC
NOT TO SCALE
Name Dale
Omwn sr. SANITARY SEWER PAGE
Checked By-, JOFId6TON COUNTY
Approved By. DopaonlofPUNICUURIas STANDARD DETAIL
. ron 33
Scale: ox
RMB22e3 Pipe Laying Vt7
sMIhnold. NO 275" Conditions of47
Rev. I Decal lion bam 1IIL
F1UGH OUTAGE
FLE( =MELTM npEr,
'- RedOVh[lE PWO '
I"STPJJ_ 4WNLL 9 FFIFUF IS FOR FORCE WMIS• .."
AS NEEDED-
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P.O. Box 2263
Smlthfiold, NC 27377
SANITARY SEWER
STANDARD DETAIL
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Description
Dale
InIL
TRENCH WALL
EXISTING STORM PIPE
B' MIN, CLEARANCE
t i 1..... (f �---•
D.I. SANITARY
SEWER
III�I -III
B' MIND
UNDISTUR13ED SOIL
I I— -III —I I —I I. —I hI I �""•"'I � 1 -1 I I —� I I�'
X12' MIN. —12' MIN,
UNIFORM STONE #57
NOTEo
I EA, JOINT OF DUCTILE IRON PIPE SHALL BE
CENTERED UNDER STORM PIPE FOR ALL CROSSINGS,
STORM SEWER CROSSING DETAILS
NOT TO SCALE
Name Dale
Drawn By., SANITARY SEWER PAGE
Checked ST. I JOHNSTON COUNTY
Dopa
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roved B . dmont of Public ULUdas STANDARD DETAIL 36
Scala: P.O. Box 2283 Typical Stolen
SrNUA Nd. NO 27M Sewer Crossing of 47
Rev. basal Don Dam E1=1
9-rf7L FUSSER
OR PLAIMC ti
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9111MILEM Sim aanT DO"P0 FIFE CLO: dP
SALEE2H
CUTNTfpJ PPE
COVA TED JO[lT-
FLEkI1ILE
CONNECTOR
HA�IDL.E iQiliT Lik f7U:.
1. ALL EIITENCR MINTS SHILL BE WOLED (TIP)
Z TPJN EMES5 JGT1T CCfPCLIND FROM INTER ICH VALUS. FLEXMLE CONN. DETAIL
�_HAWWEL TO BE U- •SHAPED,
5).1ODTH, 4.5 HEIGHT DF THE
LARGEST PIPE CIA. WN. TYP
N.gJHDLE
MOUT
- -CUTLET PIPE; .
SLOPEQ TR9WEL FINISH END OF CHARNEL FOR A
••'..x{ : : ; �.: (�[]e_ BENCHING TERMINAL ld.H.
PRECAST MANHOLE
CHANNEL TO OUD..Ef / � , �' ' ' �,�
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1. FlPfrs THROUGH VMLL !fill IN611DE OF NAIJIIME MP L BE SHEDS Z ill) P•V.CP -, I 4
SMVEMf YIELD- CLMTELE RON PIPE TD HE ALLAYED ON A CAEE BY CAE E4'SS.
2. fAAP41OLL SMaLL I£ W D1.41ETEN Mr AiJM1 _ -I '
a. REFER M MP140MM PREMAsr NdtJHOLE DETAJL FOR GENERAL REQUIREMENTS. SLOFE GONG• t3EHCNING TrP-
4- PIPING URCEP THP11 Ile GiA, SHALL HAKE 1ENTER10 =P CWHECIION AMENDLY.
MAGE EtaRPLY OF REMRAII M J01IT DUCTILE IRON. Fr{M *Kll.E FLOW CHANNEL PLAN
S. TCP FEW- TRATIOGI CF FORCE WAIIJ hS WDLIM SHELL HAUTE I;ESTRPJNED CAP
Ili/ T TAP, MTALT Ta TOP_
G. WLL SUPPCRTS FOR RISER IFIM49 AS 1`4 711 BE OETERTAF413 BY THE Er.Xf11EUL
7. RELENRIC FAH FRO 1ST NH UPS-MEAH OF APPLICABLE MALL BE CRATED 717TH 177
APPROVED LI SYSTERf_
!lC&E AkS 9iO11:iI
A, , A DOS MANHOLE DETAIL Fig.. 2-27
Utilities Florida
DIM; 3IIlly 2009
CARO
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Y2" S.S. ANCHOR BOLT W/
3" PROJECTION & NUT
9" EMBED INTO CONC.
PROVIDE 120'
MIN. BEARING
NOTES:
1.
CONTRACTOR SHALL INSTALL CLASS 1 RIP RAP ON THE STREAM SIDE OF
EACH PIER IN ACCORDANCE WITH DRAWING 868.01 OF NCDOT'S "ROADWAY
STANDARD DRAWINGS."
N
GENERAL NOTES:
I .
ALL MATERIALS UTILIZED ON THESE DETAIL SHEETS SHALL CONFORM TO THE APPROPRIATE
SECTIONS OF THE CITY OF RALEIGH PUBLIC UTILITIES HANDBOOK UNLESS NOTED OTHERWISE
2 EREIN.
RESTRAINED JOINT PIPE AND FITTINGS SHALL CONSIST OF BOLTED RETAINER RINGS AND
WELDED RETAINER BARS OR BOLTLESS TYPE WHICH INCLUDE DUCTILE IRON LOCKING SEGMENTS
AND RUBBER RETAINERS. BOLTS FOR RESTRAINED JOINTS (IF APPLICABLE) SHALL CONFORM TO
ANSI 818.2. RESTRAINED PIPE AND F"NGS SHALL BE FLEX -RING OR LOK -RING TYPE JOINTS
AS MANUFACTURED BY AMERICAN CAST IRON PIPE CO.; TI? FLEX AS MANUFACTURED BY US
3 IPE, BOLT -LOX AS MANUFACTURED BY GRIFFEN PIPE PRODUCTS, OR EQUAL.
CONCRETE PROPERTIES SHALL BE AS FOLLOWS:
CONCRETE COMPRESSIVE STRENGTH = 4000 PSI
NOMINAL SLUMP = 4 INCHES
WATER /CEMENTITOUS MATERIALS RATIO = 0.45 (MAX)
AIR CONTENT = 6% * 1.5%
CONCRETE SHALL BE COMPOSED OF CEMENT, WATER, COARSE AGGREGATES, FINE AGGREGATES
AND AIR. CEMENT SHALL BE TYPE 1/11 OR II IN ACCORDANCE WITH ASTM C -150. MATERIAL
REQUIREMENTS FOR ALL FINE AND COARSE AGGREGATES SHALL CONFORM TO ASTM C -33.
COARSE AGGREGATE SHALL BE SIZE ND. 57 OR 67. AN APPROVED CLASS 'F' FLYASH MAY BE
SUBSTITUTED FOR AN EQUAL AMOUNT OF CEMENT BY WEIGHT UP TO 259x.
4.
5LL EXPOSED CONCRETE CORNERS SHALL BE CHAMFERED 3/4 ".
CONVENTIONAL REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60 AND SHALL BE
PLACED IN ACCORDANCE WITH "RECOMMENDED PRACTICE FOR PLACING REINFORCING BARS"
(LATEST EDITION) AS PUBLISHED BY THE CONCRETE REINFORCING INSTITUTE. SPLICES SHALL BE
CLASS 'B' CONFORMING TO THE PROVISIONS OF ACI 318 - "BUILDING CODE REQUIREMENTS FOR
REINFORCED CONCRETE ",
6.
NEOPRENE BEARING PADS SHALL BE FORMED FROM PREVIOUSLY UNVULCANIZED, 100% VIRGIN
NEOPRENE, WITH DUROMETER HARDNESS = 50.
7.
PILES SHALL BE STRUCTURAL, STEEL HP12x53 PILES AND SHALL CONFORM TO THE
REQUIREMENTS OF ASTM A36. PILES SHALL BE DRIVEN TO DEPTHS REQUIRED TO OBTAIN AN
ULTIMATE BEARING CAPACITY OF NOT LESS THAN TWO TIMES THE DESIGN LOADING OF 30
TONS. PILES SHALL PENETRATE A MINIMUM OF FIFTEEN FEET INTO UNDISTURBED SOIL. IN
DRIVING PILES, A METHOD APPROVED BY THE ENGINEER SHALL BE USED WHEREBY THE HEAD
OF THE PILE IS NOT DAMAGED. IF REQUESTED BY THE ENGINEER, PILES SHALL BE TESTED TO
DETERMINE THE ULTIMATE CAPACITY OF THE PILES. THE METHOD OF LOAD TESTING SHALL
CONFORM TO ASTM D1143 AND THE NORTH CAROLINA STATE BUILDING CODE. WHERE PILES
ARE EXPOSED, PILES SHALL BE PAINTED AND /OR COATED IN ACCORDANCE WITH THE CiTY
SPECIFICATIONS.
12"
ANCHOR BOLT DETAIL
1611
CASING
..
11/12jj
TYP.
8 EA. #5 BARS VERT.
EQUALLY SPACED
SECTION A -A
4" x 2" S.S. STRAP W/ 2Y2" LEG
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12 " -12p?
12"
SIDE VIEW
AERIAL SUPPORT DETAIL
SCALE: N.T.S.
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PROVIDE 2" 0 GALV STEEL DRAIN
IN BULKHEAD AT EACH ENO
OF CASING PIPE AND 1/3
CU YD OF CRUSHED STONE
AT DRAIN, WRAP STONE
WITH FILTER FABRIC
EIF
NOTE:
NON - SHRINK GROUT SHALL BE
"EUCO -N -S" BY THE EUCLID
CHEMICAL COMPANY, "MASTERFLOW
713" BY MASTER BUILDERS,
OR EQUAL.
TYPICAL CASING PIPE PLUG
CARRIER PIPE
3/8" STEEL PLATE, TYP ,
3/8 "x4" STEEL \ I
PLATE, TYP -- -
5/8" 0 A325 BOLT —
CASING PIPE
3/16 I" 4
I
1" R ON ALL CORNERS NOTE:
I USE A I.INlItvlUr;l OF SPIDERS PER JOINT
PLACED (N]F FOURTH OF THE PIPE JOINT
LENGTH III FROM BOTH THE BELL AND
PIPE ALIGNMENT GUIDE Pill -OT.
STEEL PIPE SHALL BE EITHER SPIRAL WELDED
OR SMOOTH WALL SEAMLESS WITH A
MIN. YIELD STRENGTH OF 35,000 PSI.
3J-011
DIP CARRIER PIPE SHALL BE SUPPORTED
W /SPIDERS AT EVERY JOINT WITHIN
THE CASING PIPE USING PIPE
ALIGNMENT GUIDE.
1111111 /j,
C A R
.` X55
SEAL
19843
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PROVIDE 2" 0 GALV STEEL DRAIN
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CU YD OF CRUSHED STONE
AT DRAIN, WRAP STONE
WITH FILTER FABRIC
EIF
NOTE:
NON - SHRINK GROUT SHALL BE
"EUCO -N -S" BY THE EUCLID
CHEMICAL COMPANY, "MASTERFLOW
713" BY MASTER BUILDERS,
OR EQUAL.
TYPICAL CASING PIPE PLUG
CARRIER PIPE
3/8" STEEL PLATE, TYP ,
3/8 "x4" STEEL \ I
PLATE, TYP -- -
5/8" 0 A325 BOLT —
CASING PIPE
3/16 I" 4
I
1" R ON ALL CORNERS NOTE:
I USE A I.INlItvlUr;l OF SPIDERS PER JOINT
PLACED (N]F FOURTH OF THE PIPE JOINT
LENGTH III FROM BOTH THE BELL AND
PIPE ALIGNMENT GUIDE Pill -OT.
STEEL PIPE SHALL BE EITHER SPIRAL WELDED
OR SMOOTH WALL SEAMLESS WITH A
MIN. YIELD STRENGTH OF 35,000 PSI.
3J-011
DIP CARRIER PIPE SHALL BE SUPPORTED
W /SPIDERS AT EVERY JOINT WITHIN
THE CASING PIPE USING PIPE
ALIGNMENT GUIDE.
1111111 /j,
C A R
.` X55
SEAL
19843
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WITH INSECT SCREEN
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AT EACH END OF
CASING PIPE
I �1
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PROVIDE PLASTIC SHEET
RP
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CARRIER PEE AND GROUT,
ALL AROUND
PROVIDE 2" 0 GALV STEEL DRAIN
IN BULKHEAD AT EACH ENO
OF CASING PIPE AND 1/3
CU YD OF CRUSHED STONE
AT DRAIN, WRAP STONE
WITH FILTER FABRIC
EIF
NOTE:
NON - SHRINK GROUT SHALL BE
"EUCO -N -S" BY THE EUCLID
CHEMICAL COMPANY, "MASTERFLOW
713" BY MASTER BUILDERS,
OR EQUAL.
TYPICAL CASING PIPE PLUG
CARRIER PIPE
3/8" STEEL PLATE, TYP ,
3/8 "x4" STEEL \ I
PLATE, TYP -- -
5/8" 0 A325 BOLT —
CASING PIPE
3/16 I" 4
I
1" R ON ALL CORNERS NOTE:
I USE A I.INlItvlUr;l OF SPIDERS PER JOINT
PLACED (N]F FOURTH OF THE PIPE JOINT
LENGTH III FROM BOTH THE BELL AND
PIPE ALIGNMENT GUIDE Pill -OT.
STEEL PIPE SHALL BE EITHER SPIRAL WELDED
OR SMOOTH WALL SEAMLESS WITH A
MIN. YIELD STRENGTH OF 35,000 PSI.
3J-011
DIP CARRIER PIPE SHALL BE SUPPORTED
W /SPIDERS AT EVERY JOINT WITHIN
THE CASING PIPE USING PIPE
ALIGNMENT GUIDE.
1111111 /j,
C A R
.` X55
SEAL
19843
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