20130352 Ver 1_Application_20130403

INDIRECT AND CUMULATIVE EFFECTS
LAND USE SCENARIO ASSESSMENT
Proposed Widening and ExtensionProject STIP U-2800 and U-4734,
WBS 34585.1.1 and 36600.1.1
Fed#STP-2601(1)
Macy Grove Road from SR 4319 (Industrial Pa rk Drive)to NC 150 (North Main Street)
Town of Kernersville, Forsyth County
Submitted by: URS Corporation
Date:January 22, 2010
STIP U-2800 & U-4734 Land Use Scenario Assessment –Forsyth County – WBS 34585.1.1 and 36600.1.1
Table of Contents
1.0Future Land Use St udy Ar ea.......................................................................................... 3
2.0Time Horizon.................................................................................................................. 3
3.0Project Overview............................................................................................................ 3
3.1Economic Deve lopment .............................................................................................. 4
3.2Environmental Documentation.................................................................................... 5
4.0Other Transportation and Infrastructure Projects............................................................ 6
5.0Transportation Impact Causing Activities........................................................................ 7
6.0Population Trends/P rojections ........................................................................................ 7
7.0Job Trends/Proje ctions ................................................................................................... 8
8.0Municipal Ut ilities ............................................................................................................ 9
9.0Notable Featur es...........................................................................................................1 0
9.1Human Environment..................................................................................................10
9.2Natural Environment..................................................................................................10
10.0Development Regulations..............................................................................................11
11.0Available Land ...............................................................................................................12
12.0Market for Development................................................................................................13
12.1Current Development Pressures................................................................................13
12.2Development Market Assumptions............................................................................14
13.0Indirect Screening Matr ix Methodolog y..........................................................................14
14.0Screening Matrix Results...............................................................................................14
15.0Probable Development Scenarios .................................................................................17
15.1Probable Developm ent Areas....................................................................................17
16.0Land Use Scenario Assessment Matrix Methodol ogy....................................................19
17.0Scenario Assessm ent Conclu sions ................................................................................22
18.0Summary of Indirect and Cumulative Impacts................................................................22
19.0Sources.........................................................................................................................25
List of Tables
Table 1: Other STIP Projects in the Vicinity of the FLUSA........................................................ 6
Table 2: Population Forecasts................................................................................................... 8
Table 3: Indirect Land Use EffectsScreening Tool – STIP U-2800 & U-4734
Macy Grove Road Improvem ents and Ext ension........................................................16
Table 4: Indirect Land Use Effects Screening Tool – STIP U-2800 & U-4734
Macy Grove Road Improvem ents and Ext ension........................................................21
STIP U-2800 & U-4734 Land Use Scenario Assessment –Forsyth County – WBS 34585.1.1 and 36600.1.1 1
EXECUTIVE SUMMARY
The North Carolina Department of Transportation (NCDOT) is proposing improvements to and
the extension of SR 2601 (Macy Grove Road) in Forsyth County, North Carolina. The proposed
project is located east of the Town of Kernersville, about 1.5 miles from the downtown center,
west of theForsyth and Guilford County line.State Transportation Improvement Program
(STIP) project U-2800 consists of widening the existing Macy Grove Road, creating an
interchange with I-40 Business, and extending on new location from SR 2042 (Old Greensboro
Road) to north of SR 1005 (Old US 421/East Mountain Street). This portion of the project
consists of widening the existing SR 2601 (Macy Grove Road) from a two-lane typical section to
a four-lane, median-divided, curb and gutter typical section. This would widen the right of way
from 60 feet to 260 feet. STIP project U-4734 includes extending Macy Grove Road on new
location from north of East Mountain Street to NC 150 (North Main Street), and would be a
median-divided, four-lane curb and gutter typical section. The right of way for the road would be
110 feet.Both portions of the project would be partial control of access.
The project will likely result in a moderatedecrease in total travel time (five toten minutes), an
increase in property accessdue to the new location north/south roadway and the proposed
interchange at I-40 Business and Macy Grove Road (currently a grade separation), and the
creation of a major transportation node at I-40 Business and Macy Grove Road. This
transportation node will provide more direct access tosurrounding parcels (proposed industrial
and commercial uses). The portion of the project on new location will create a transportation
node at NC 150 and Macy Grove Road, and encourage development of non-residential uses in
the northern and middle portions of the study area.
Based on the information gatheredin the Indirect Land Use Screening Report, the majority of
the categories on the screening tool reflected mo derate to higher (not high)concern for indirect
and cumulative effects potential. The overall result, considering scope of the project, annual
population growth in the Future Land Use Study Area (FLUSA) andthe amount of economic
growth expected in the areasuggest that further examinationby an Indirectand Cumulative
Effects (ICE) Land Use Scenario Assessmentwaswarranted.
The FLUSAfor this project includes approximately 4,934 acres, with 1,725acres of
undeveloped land (35%). The time horizon for the study is2035. Notable features in the area
include residential areas in the northern portion of the project that exhibit signs of community
cohesion, Triad Park (which is traversed by the U-4734 portion of the project), and several
streams and their associated wetlands.
Both Forsyth and Guilford Counties are expected to grow by between 10% and 15% each
decade, though this is slightly less than the average growth for North Carolina. Kernersville,
however, is expected to have an annual growth rate of 5.3% until 2020.The Triad Business
Parkand Kernersville Medical Park (both areas currently under construction) are anticipated to
become an important job base for Kernersville and the surrounding area. Federal Express
recently began construction of a new 400,000 square foot FedEx Regional Distribution Hubin
the Triad Business Park. It is expected to open in 2010 and employ 750 people. According to
the Town’s Development Plan, the FedEx Regional Distribution Huboffers an opportunity to
stimulate and further diversify Kernersville’s economy. The close physical location of
Kernersville to the Piedmont Triad International Airport, the existing trucking industry, the
availability of industrial buildings and land, and accessibility to interstates and rail gives
Kernersville an advantage to attract future businesses to the Triad Business Park. The
STIP U-2800 & U-4734 Land Use Scenario Assessment –Forsyth County – WBS 34585.1.1 and 36600.1.1 2
proposed project would help acceleratethis growth by providing more efficient transportation
options,including increased access from the proposed interchange.
The majority of development with or without the project is expected to occur near the proposed
interchange, as well as south of the project near NC 66 and Old Salem Road. Development will
likely be at a slower rate without the proposed project, due to lack of direct access to I-40
Business. Fairly stringent development regulations in the area address this future land useand
will likely negate effectsto water resources. Kernersville uses both special use district zoning
and zoning overlay districts as implementation tools for its Land Use Planin coordination with
the Town’s Unified Development Ordinance (UDO). Kernersville has adopted the NC66/Old
Salem Road Area Metro Activity Center Guidelines (2001) to guide development along NC66 in
the western portion of the FLUSA. The Town’s UDO includes a Watershed Protection
Ordinanceand is covered by Phase II stormwater requirements. TheWest Fork Deep River
watershed is subject to the Randleman Lake Watershed Protection Rulesand Reedy Fork
Creek is subject to the Jordan Lake Buffer Rules.The Floodway Ordinance includes standards
for development in the floodway or floodway fringe. The Stormwater Ordinance includes
standards for managing stormwater from construction and post-construction sites, and is
designed to comply with the Town’s National Pollutant Discharge Elimination System (NPDES)
permit.The Winston-Salem/Forsyth County UDO also applies to the area within the FLUSA. It
includes the Zoning Ordinance, the Environmental Ordinance, and the Subdivision
Ordinance/Regulations.
The proposed project is unlikely tohave significant impact to stormwater run-off or water quality
in the watershed.The anticipated industrial development will occur with or without the proposed
project. Triad Business Park and the Kernersville Medical Center have already been planned
and are currently under construction. Waters within the watershed are subject to the
Randleman and Jordan Lake Buffer Rules which require a 50-foot vegetated buffer be
maintained along all intermittent and perennial streams, lakes, ponds, and estuarine waters.
The project will not directly affect 303(d) waters,Outstanding Resources Water (ORW) or High
Quality Waters (HQW); nor is induced development from the project likely to have a negative
impact considering the buffer rules and watershed requirements inplace for the purpose of
protecting water quality.
The development pressures being experienced within the proposed project’s FLUSA stem
primarily from past and current economic growth. If constructed, the Macy Grove project would
reduce travel times from those potentially developable parcels of land to the FLUSAand hence
is anticipated to attract more non-residential development to the study area.
Past and future actions including prominent non-residential development and infrastructure
improvements within the FLUSA have the potential to cumulatively alter or fragment natural
habitats and wildlife regime, especially within Triad Park. The potential for the degradation of
water quality also exists through erosion and stream sedimentation in the absenceof
stormwater management regulations requiring Best Management Practices. Yet, any direct
natural environmental impacts by NCDOT projects would be addressed by avoidance,
minimization, consistent with programmatic agreements with the natural resource agencies
during the Merger and Permitting processes.
STIP U-2800 & U-4734 Land Use Scenario Assessment –Forsyth County – WBS 34585.1.1 and 36600.1.1 3
1.0FUTURE LAND USE STUDY AREA
The Future Land Use Study Area (FLUSA) is the area surrounding a construction project that
could possibly be indirectly affected by the actions of others as a result of the completion of the
project and combined projects. This FLUSAencompasses all of the areas examined for
potential increases in development pressureas a result of project construction.The area
outlined in black on Figure 1representsthe FLUSA.This area has been chosen to include
planned/potential future development areas, including Triad Business Park, the Kernersville
Medical Park, and potential industrial/commercial/non-residential development areas; major
mixed-density residential neighborhoods west and north of the proposed project; rural
residential areas east of the project; all of Triad Park; and much of the proposed Kernersville
Loop Road System. The FLUSA runs along road and property lines to incorporate the above
areas, as well as watershed boundaries/ridgelineswhere appropriate (such as along NC 66).
2.0TIME HORIZON
The time horizon for this analysis is 2035.The Census data and population projections reach
from 2000 to2030, and employment projections fromregional plans reach to2035.Adopted
local andregional plans relevant to the project have future planning years ranging from 2015 to
2035. Finally, the 2030 Winston-Salem Urban Area Long Range Transportation Plan (2005) has
been developed for 2030.Therefore, a range from 2000-2035 encompasses all relevant plans
and data.
3.0PROJECT OVERVIEW
NCDOT is proposing improvements to and extension of SR 2601 (Macy Grove Road) in Forsyth
County as part of NCDOT’s State Transportation Improvement Program (STIP) projects U-2800
and U-4734.The proposed widening andextension of Macy Grove Road is also included in the
Draft 2009-2015 Metropolitan Transportation Improvement Program (MTIP) as projects U-2800
and U-4734(Winston-Salem Urban Area MPO, 2008). For U-2800, right of way will be acquired
in 2011 and construction is planned to begin in 2013. U-4734 is not yet funded. The primary
purpose is to provide a link between I-40 Business and NC 150 north of Kernersville.
U-2800 consists ofwidening the existing Macy Grove Road from a two-lane typical section to a
four-lane, median-divided, curb and gutter typi cal section. This would widen the right of way
from 60 feet to 260 feet. The project would create an interchange with I-40 Business, replacing
the existing grade separation (Bridge No. 370). Macy Grove Road wouldthen be extended on
new location from SR 2042 (Old Greensboro Road) to north of SR 1005 (Old US 421/East
Mountain Street). Grade separations are also proposed on new location crossing the Norfolk
Southern Railroad andOldUS421/East Mountain Street. Access toEast Mountain Street
would be maintained via service roads.
U-4734 includes extending Macy Grove Road on new location from north of East Mountain
Street to NC 150 (North Main Street). The new location would pass through the western portion
of TriadPark, connect with Smith Edwards Road, and then continue on new location to
terminate at NC150. The proposed Macy Grove Road extension would be a median-divided,
four-lane curb and gutter typical section. The right of way for the road would be 110 feet.
Motorists coming from areas north of Kernersville use NC 66/NC 150 to get to I-40 Business.
According toprevious forecasts done by NCDOT, this segment of NC 66/NC 150 had 16,000
annual average daily traffic (AADT) in the year 2000.It is projected that this same segment will
STIP U-2800 & U-4734 Land Use Scenario Assessment –Forsyth County – WBS 34585.1.1 and 36600.1.1 4
carry 32,600 AADT in the year 2025 with an anticipated 13,000 AADT on the proposed Macy
Grove Road extension.
This project is a part of the future proposed Kernersville Loop Road System, whichis included in
the Townof Kernersville’s Land Use Plan (2004) and Thoroughfare and Street Plan section of
the KernersvilleDevelopment Plan (2005). The Town has existing plans(including preliminary
designs and cost estimates)to extend the proposed Macy Grove Road/Loop Road from NC 150
to Piney Grove Road. In an interview with the Planning Directorfor the Town of Kernersville, this
section (U-4734 project) was described as the “missing link” between I-40 Business and
residential areas north or Kernersville.
The project is intended to help relieve traffic congestion in and around Kernersville. Growthand
development within and north of the townhave led to traffic congestion in the downtown area.
Under existing conditions traffic from these residential areas must funnel through the downtown
area to reach employment centers to the east (Greensboro areas) and west (Winston-Salem
areas). According to the Kernersville Development Plan (2005), sections of NC 150and NC 66
are currently over capacity, while East Mountain Street is projected to be overcapacity by 2011.
In addition, large planned industrial and commercial development areas around the existing
Macy Grove Road/I-40 Business intersection would be served by this project.
Overall, the Town intends for the Kernersville Loop RoadSystemto provide a bypass of the
downtown area, thereby increasing mobility for travelers going to areas north and east of the
downtown area, and reducing congestion in the central town areas.
3.1ECONOMIC DEVELOPMENT
Kernersville is uniquely positioned for economic development with itscentral location in the
Triad, within the Piedmont Triad International Airport growth area and the Norfolk Southern rail
corridor. Kernersville’s Land Use Plan (2004) recommends an employment center that supports
industrial, office, and commercial growth in this area. The Kernersville Development Plan (2005)
states the interchange at I-40 Business/Macy Grove Road will permit such businesses, which
need highway exposure, to develop and prosper.
In keeping with these plans, large areas of non-residential development (currently zoned
industrial and commercial) are proposed around the interchange of Macy Grove Road and I-40
Business. Northeast of the interchange is the planned Triad Business Park (570 acres); north of
the interchange is a potential non-residential area (225 acres); southwest of the interchange is a
potential industrial park (234 acres); south of the interchange is the planned Kernersville
Medical Park, which includes a new hospital (189 acres); and southeast of the interchange is a
potential commercial/retail area (550 acres). All of these areas are within the FLUSA and are
shown in Figure 1.
The project would support the futureindustrial/commercial development areas described above
through increased efficiency of transporting goods and increased access to I-40 Business.
According to town planners, the planned develop ment areassuch as the Triad Business Park
and Kernersville Medical Park, will proceed regardless of the proposed project, and are
currently under construction. The potential development areas, including the industrial park and
commercial/retail area,are still under consideration.
In addition, the project wouldprovide greater access from Kernersville to the Piedmont Triad
International Airport located about 10miles east of the project. It is stated in the Development
Plan that the industrial and office development around the Macy Grove Road interchange can
STIP U-2800 & U-4734 Land Use Scenario Assessment –Forsyth County – WBS 34585.1.1 and 36600.1.1 5
be directly linked to airport-related growth. Many trucks travel to the Kernersville industrial areas
daily from the airport.
3.2ENVIRONMENTAL DOCUMENTATION
Due to the level of perceived environmental impacts, the project will require an Environmental
Assessment (EA) for permitting.The content of the EA will conform to the Council on
Environmental Quality (CEQ) guidelines, which provide direction regarding implementation of
the procedural provisions oftheNational Environmental Policy Act (NEPA), and the Federal
Highway Administration’s (FHWA’s) Guidance for Preparing and Processing Environmental and
Section 4(f) Documents (Technical Advisory T6640.8A, 1987).This document can generally be
classified as a “moderate” level environmental analysis for documentation under NEPA.
STIP U-2800 & U-4734 Land Use Scenario Assessment –Forsyth County – WBS 34585.1.1 and 36600.1.1 6
4.0OTHER TRANSPORTATIONAND INFRASTRUCTURE
PROJECTS
Other transportationprojects in and around the vicinity of the proposedproject are listed in
Table 1.These projects, together and in conjunction with the proposed project, may cause
cumulative effects related to land use, transportation, human demographics, and the
environment.
Table 1: Other STIP Projects in the Vicinity of the FLUSA
ID No.*Description Schedule (Fiscal Years)
I-4924 I-73/74 Connector – Winston-Salem Beltway north of
Kernersville to NC 68 west of Greensboro.Multi-lane
freeway on new location.
Programmed for planning and environmental study
only.
Future North Carolina Turnpike Authority Project.
B-4510 I-40 Business/US 421 – West of US 158 in Forsyth
County to west of SR 1850 in Guilford County.Pavement
and bridge rehabilitation.
ROW – unfunded
Construction – unfunded
R-0609 US 311 Bypass – High Point, Southof SR 1920 East of
Archdale to West of High Point Reservoir.Four lanes
divided, new location.
Under construction
R-2611 SR 1008 (West Market Street) – SR 2007 at Colfax to NC
68.Widen to multi-lanes.
ROW – FY 09
Construction – FY 11
R-2577 US 158 – Multi-lanes north of US 421/I-40 Business in
Winston-Salem to US 220.Widen to multi-lanes.
Programmed for planning and environmental study
only.
ROW – unfunded
Construction – unfunded
R-2247 New route – Winston-Salem Northern Beltway. Four lane
expressway on new location.
ROW – unfunded
Construction – unfunded
R-2413 US 220-NC 68 – SR 2113 (Pleasant Ridge Road) to US
220-NC 68.Multi-lane connector on new location, NC 68
to US 220 and multi-lane US 220 to NC 68.
Planning/design – in progress:
ROW – 2011
Construction - 2015
U-3617 SR 2045 (East Mountain Street/Old US 421), SR 1005,
SR 1008, NC 66 in Kernersville (Forsyth County) to SR
2001 (Guilford County).Widen to multi-lanes.
ROW – unfunded
Construction – unfunded
U-2579 Winston-Salem Northern Beltway, Eastern section
(Future I-74), US 52 to US 311.Multi-lane freeway on
new location.
Planning/design – in progress
ROW – FY 08 (Section B)
Construction – FY 13 (Section B)
U-4909 SR 2643 (Union Cross Road), SR 2691 (Wallburg Road)
to SR 2632 (Sedge Garden Road).Widen to multi-lanes.
ROW – In progress
Construction - 2012
U-2826 US 52, I-40 Bypass to proposed western loop
interchange.Widen and upgrade roadway and
interchanges.
Planning/Design – In progress
ROW – unfunded
Construction - unfunded
U-3615 SR 1003-SR 1820 (Skeet Club Road), US 311 to NC 68
(Eastchester Drive).Widen to multi-lanes.
ROW – unfunded
Construction – unfunded
U-2524 Western Loop, North of I-85 to Lawndale Drive.Construct
freeway on new location.
ROW – unfunded
Construction – unfunded
Winston-Salem Urban Area Long Ra nge Transportation Plan**
B32 N. Main St./Piney Grove Rd. Connector – new 4-laned
divided roadway.
N/A
C23 Macy Grove Road extension south – NC 66 to Industrial
Park Drive.
N/A
Source: North Carolina Department of Transportation Draft 2009-2015 State Transportation Improvement Program, Divisions 7 and
9.
* I – Interstate Projects.R– Rural Projects.U– Urban Projects.B– Bridge Projects.
** List includes those projects not already noted under STIP projects.
STIP U-2800 & U-4734 Land Use Scenario Assessment –Forsyth County – WBS 34585.1.1 and 36600.1.1 7
5.0TRANSPORTATION IMPACT CAUSING ACTIVITIES
The proposed project would affect travel patterns, travel time, property access, and property
exposure within the FLUSA.
Connectivity around the eastern side of Kernersville wouldincrease, particularly between
existing Macy Grove Road, Industrial Park Drive, NC 66, NC 150, I-40 Business, and East
Mountain Street. Thiswould result in changing travel patterns such as reduced use of NC 150
and NC 66 through downtown Kernersville as the main north-south route.Pass-by traffic
through the downtown would therefore decrease.As sections of NC 150 and NC66 are
currently over capacity according to NCDOT traffic counts (Kernersville Land Use Plan, 2004),
this would be a benefit.
Travelers goingfrom north/northeastern residential areassouthto I-40 Business,would bere-
routed to circumvent congested downtown areas. Due to the existing congestion in the areas
and the more direct travel north-south travel route that would be created,traveltime savings is
anticipated.Because the project is less than two miles, it is likely the time travel savings would
be less than ten minutes.
The new location of Macy Grove Road would create new access to a number of parcels.
Residents along Smith EdwardsRoad, as well as neighborhoods west and east of Smith
EdwardsRoad would have direct access to the extended Macy Grove Road, and a faster
connection to I-40 Business. This may reduce traffic on Gralin Street. In addition, traffic may be
reduced on rural Crosscreek Road, as fewer commuters would continue to use it as a north-
south route.Travel patterns and times for businesses and residents along Old Greensboro
Road and East Mountain Street would change through improved, more direct access to both
directions of I-40 Business. East Mountain Street is projected to be over capacity in 2011
according to NCDOT traffic counts (Kernersville Land Use Plan, 2004), as this is currently the
primary route to access I-40 Business via NC 66.Commercial businesses in this area would
benefit from enhancedvisibility and access for cu stomers. Industrial businesses would benefit
from improved efficiency in transporting goods.
The project would create a transportation node at I-40 Business and Macy Grove Road, due to
the amount of traffic expected to utilize the proposed intersection to access I-40 Business.
Access to parcels around this node would increase, which is likely to stimulate growth and
indirectly support industrial and commercial development. Smaller transportation nodes would
be created at NC 150 and Macy Grove Road, and East Mountain Street and Macy Grove Road.
6.0POPULATION TRENDS/PROJECTIONS
Population trends show that the Town of Kernersville has been growing significantly over the
last several decades. Between 1990 and 2000, the population of Forsyth County grew byabout
1.5% per year,Guilford County grew by about 2.1% per year, andKernersville grewby about
4.4% per year (US Census Bureau, 1990 and 2000). Between 2000 and 2007, Forsyth County
grew about 1.0%per year (307,000 to 339,000)and Guilford County by about 0.9% (422,000 to
461,000) (NC State Demographics Unit).
Table 2 compares population forecasts for the state and the two counties included in the FLUSA
(Guilford and Forsyth)between 2000 and 2030, in 10-year increments.Both counties are
expected to grow by between 10% and 15% each decade, though this is slightly less than the
average growth for North Carolina. Kernersville, however,is expected to grow by 53% each
STIP U-2800 & U-4734 Land Use Scenario Assessment –Forsyth County – WBS 34585.1.1 and 36600.1.1 8
decade.This number was developed by the Kernersville Planning Department and is based on
historical trends.
Table 2: Population Forecasts
Area Population Growth
2000 2010 Difference % Change
Kernersville*17,12626,2039,07753%
Guilford County 421,048480,02858,98014.0%
ForsythCounty 306,063352,81046,74715.3%
North Carolina 8,046,8139,502,9041,456,09118.1%
2010 2020 Difference % Change
Kernersville*26,20340,09113,88853%
Guilford County 480,028539,33559,30712.4%
Forsyth County 352,810401,01948,20913.7%
North Carolina 9,502,90410,966,9561,464,05215.4%
2020 2030 Difference % Change
Kernersville*40,091Not availableNot availableNot available
Guilford County 539,335600,19260,85711.3%
Forsyth County 401,019451,35050,33112.6%
North Carolina 10,966,95612,465,4781,498,52213.7%
Source: North Carolina State Demographics Unit(2008)and (*) Kernersville Development Plan
Due to the location of the FLUSA with about half within Kernersville and the half is split between
Forsyth and Guilford Counties, itis likely that population in the FLUSA will grow at a rate
between that of Kernersville(projected to growabout 5.3% annuallyup to 2020),Forsyth
County(projected to growabout 1.4% annually up to 2020), and Guilford County (projected to
grow at about 1.2% annually up to 2020).
7.0JOB TRENDS/PROJECTIONS
According to the Kernersville Development Plan (2005), the Triad areajob base was expected
to increase 37% between 1994 and 2025. Data from the NC Employment Security Commission
(ESC) shows total employment in Forsyth County has grown 5.7% between 2002 and 2006 (an
average of 1.14% per year). However, data from the ESC shows that total employment for the
Northwest Piedmont Workforce Development Board(WDB)region(including the counties of
Davie, Forsyth, Rockingham, Stokes, Surry, and Yadkin), has grown by an average of just
0.18% per year between 2000 and 2008. Job growth in theFLUSA, however,is more likely
represented by the average 1.14% job growth seen in Forsyth County rather than the 0.18%
seen in the region. This is due to the project’s central location in theTriadarea, between
Greensboro and Winston-Salem and near a major regional airport, as well as thelikelyincrease
in jobs from the planned Triad Business Park and Kernersville Medical Park/hospital.
According to the NCEconomic Development Intelligence System (EDIS),healthcare is the
largest employment sector for Forsyth County (18%), with manufacturing the second largest
employment sector (13.4%), andretail thethird largest (11.8%) (EDIS, 2008). For Kernersville,
retail is the largest employment sector (22.6%), while manufacturing is second (21.3%), and
wholesale trade is third (12.2%) (data from the 2002 Economic Census, Geographic Data
Series). Similar trends exist for the greater Northwest Piedmont economy, which includes much
of the Triad: 15% is manufacturing, 12% is retail, and 4% is wholesale trade.
STIP U-2800 & U-4734 Land Use Scenario Assessment –Forsyth County – WBS 34585.1.1 and 36600.1.1 9
From a regional perspective, however, growth in themanufacturing/industrial sector isdeclining.
Manufacturing did fall within the top ten“industries with growing employment” according to a
report by the Northwest Piedmont WDB.The food services/drinking industry, however, ranked
third in projected future growth while hospitals ranked eighth. According to the ESC, similar
trends were reported for theGreensboro/High Point/Guilford County WDB area, and the
Northwest Piedmont WDB reportedan annual decrease inmanufacturing jobs for six of the
seven years between 2000 and 2007. An annual increase in retail and health care/social service
jobs was reported for this area during the same period. This suggests the potential
commercial/retail center southeast of the proposed Macy Grove Road/I-40 Business
interchange and the Kernersville Medical Park/hospital will provide important long-term job
bases for the town.
The Triad Business Park is also anticipated to become an important job base for Kernersville
and the surrounding area. Federal Express recently began construction of a new 400,000
square foot FedEx Regional Distribution Hubin the Triad Business Park. It is expected to open
in 2010and employ 750 people. According to the Town’s Development Plan, the FedEx
Regional Distribution Huboffers an opportunity to stimulate and further diversify Kernersville’s
economy. The close physical location of Kernersville to the airport, the existing trucking industry,
the availability of industrial buildings and land,and accessibility to interstates and rail gives
Kernersville a strategic advantageto attract futurebusinessesto the Triad Business Park. The
proposed project would help support this growth by providing more efficient transportation
options.
8.0MUNICIPAL UTILITIES
Sewer serviceis primarily provided within Kernersville, as shown on Figure 2. Extensions of
sewer beyond the town limits occur for a neighborhood in the northern part of the FLUSA, for
Triad Park, and for Industrial Park Drive. Water is provided to the county line, outside of town
limits.
As shown in Figure 2, existing water and sewer lines cross the proposed project alignment in
several places. Neighborhoods in the northwest portion of the FLUSAhave water and sewer
connections, as do the industrial and commercial areas north of I-40 Business. A sewer line
runs from the northwestern neighborhoods across the proposed Macy Grove Roadalignment
south of Smith Edwards Road to end at a sewer pump on Reedy Fork Creek. Sewer lines cross
the proposed alignment in several other places: Huntington Run Lane (lines run just up to Smith
Edwards Road), East Mountain Street, Old Greensboro Road, Industrial Park Drive near the
intersection with Macy Grove Road, and I-40 Business (between NC 66 and the proposed Macy
Grove Road interchange).
Tim Shields, Public Works Director for the Town of Kernersville, stated that several sewer and
water extensions are currently being planned. These includethe following areasin the
middle/southern portion of the FLUSA:
Sewer for the Triad Business Park will be installed by 2010. This will extend to the proposed
I-40 Business/Macy Grove Road interchange.
Sewer andwater is expected to be installed within 1,500 feet from the proposed I-40
Business/Macy Grove Road interchange to support industrial development.
STIP U-2800 & U-4734 Land Use Scenario Assessment –Forsyth County – WBS 34585.1.1 and 36600.1.1 10
Sewer for the planned Kernersville Medical Park/hospital is currently under constructionand
will be completed by late 2009. This will also serve the residential neighborhoods of this
area.
9.0NOTABLE FEATURES
9.1HUMAN ENVIRONMENT
Areas of community cohesion are evidentin the FLUSA. Most notably, several neighborhoods
exist in the northern section of the project, on and around Smith Edwards Road. These
neighborhoods are connected to eachother through a network of residential streets and Smith
EdwardsRoad, currently a quiet, rural area with signs of neighbor interaction and cohesion.
Nearby are two churches, at whichmany people were seen to congregate during the field visit,
a sports complex (used for Kernersville Little League, among other things), and some lower-end
retail. The general store at the intersection of NC 150 and County Line Road may also provide
an area where local residents congregate, as observed during field visits.
Neighborhoods in the southern section of the FLUSA, south of Industrial Park Drive, are older,
mixed-density, and relatively quiet. Fewer signs of community cohesion and interaction were
seen in this area.
The Piedmont Greenway is a proposed project identified in the Winston-Salem Forsyth County
Greenway Plan (2003) for Winston-Salem and Forsyth County and the Parks and Open Space
Plan for Winston-Salem and Forsyth County (2006). The greenway will run from Salem Lake to
Triad Park, thus connecting downtown Kernersville and surrounding neighborhoods with Triad
Park. The extension of Macy Grove Road on new location will run through Triad Park, and
across the future greenway. A culvert would therefore be needed to allow the greenway to run
beneath the extended Macy Grove Road.Triad Park will provide a parking lot and access to the
greenway from pedestrian and bicycle facilities on the extended Macy Grove Road.
Much industrial and office development currently exists in the central portionof the FLUSA,
along East Mountain Street, Old Greensboro Road, and Industrial Park Drive. The
industrial/office development surrounds the few residential enclaves that exist in these areas.
The major plannedbusiness/industrial activities in the FLUSA include the Triad Business Park
on East Mountain Street and Kernersville Medical Park on Macy Grove Road. In addition, large
areas of potential non-residential development (currently zoned industrial and commercial) have
been identified around thefutureinterchange of Macy Grove Road and East Mountain Street,
and north of the intersection of Smith Edwards Road and NC150. South of the interchange are
several areas of potentialindustrial and commercial/retail development. All development areas
are shown in Figure 1.
9.2NATURAL ENVIRONMENT
As mentioned, the project will cross through Triad Park, a regional natural and recreation area
jointly owned by Forsyth and Guilford Counties. The area where the project crosses the park
supports a stream (Reedy Fork Creek) and associated wetland system. A minimum
hydraulically-required bridge will be used tocross the system.
All subbasins and water features are shown on Figure 3. Streams within the FLUSA include
Reedy Creek, WestFork Deep River, Abbotts Creek, and East Belews Creek. With the
exception of Belews Creek, each of these streams represents a protected water supply
STIP U-2800 & U-4734 Land Use Scenario Assessment –Forsyth County – WBS 34585.1.1 and 36600.1.1 11
watershed. ReedyCreek is classified as WS-III Nutrient Sensitive Water (NSW). This means it
is protected as a water supply in a low to moderately developed watershed, andneeds
additional nutrient management to stay healthy.The West Fork Deep River is classified as
WS-IV (water supply in a moderately to highly developed watershed). It is also a “Critical Area,”
indicating the existence of more stringent development and permitting rules for the watershed,
including the North Carolina Division of Water Quality’s (NCDWQ) Randleman Lake watershed
rules (NCDWQ “Redbook,” 15A NCAC 02B .0248). Streamside riparian zones for Reedy Creek
and all of its Unnamed Tributaries(UTs)within the FLUSAare protected under provisions of the
Jordan Lake Water Supply Watershed Buffer Rules administered by NCDWQ (15A NCAC 2B
.0267). Abbotts Creek is designated WS-III, and drains to Randleman Lake(also subject to
buffer rules). Belews Creek is not a water supply watershed.
A section of the West Fork Deep Riverimmediately downstream of the FLUSAwaslisted on the
Final North Carolina Water Quality Assessment and Impaired Waters List (NCDWQ, 2007).No
Outstanding Resources Water (ORW) or High Quality Waters (HQW) existswithin or near the
FLUSA. A section of Reedy Creekimmediately downstream of the study area was listed on the
state’s 303(d) list of impaired waters in 2008, but no water bodies within the FLUSA are listed.
Since 1993 the Town of Kernersville has adopted and implemented a Water Supply Watershed
Protection Ordinance which places limits on the type and amount of development/impervious
surface that may occur near surface waters classified as water supplies.
A10-acre Voluntary Agricultural District (VAD) is located just north of the Triad Park property
near the intersection of Crosscreek Road and County Line Road (Figur e 1). Lands under VAD
protection have a conservation agreement between the landowner and the county or local
municipality that prohibits non-farm use or dev elopment for a period of at least ten years.
10.0DEVELOPMENT REGULATIONS
Kernersville usesboth special use district zoning and zoning overlay districts as implementation
tools for its Land Use Plan (2004).Thesezoning districts and overlaysare also discussed in
Kernersville’s Development Plan (2005), and arecoordinated under the Town’s UDO(2006).
Special use district zoning allows a developer to present a limited list of uses and a specific site
layout that complies with community plans and goals. The Zoning Overlay Districtstandards
apply to sites within the district and require a minimum design standard forbuildings,
landscaping, sidewalks, parking, and signage. Zoningoverlaydistricts that accommodate
industrial and business parks such as thos e planned and proposed within the FLUSA include
Corporate Park Office, Corporate Park Industrial, General Industrial, Limited Industrial, and
Campus. Each of these has a set of development regulations associated with it.
Kernersville
Kernersvillehas adopted the NC 66/Old Salem Road Area Metro Activity Center Guidelines
(Town of Kernersville, 2001) to guide development along NC 66 in the westernportion of the
FLUSA. These guidelines provide specific development standards for all commercial,
residential, and office development within ¼-mile around the metro activity center.
The Town’s UDOincludes an environmental ordinancethat addresses watershed protection,
stormwater runoff, and floodways. TheWater shed Protection Ordinance, adopted in 1993,
applies to all designated water supply watersheds in the town. It includesa 100-foot riparian
buffer for high density development, a 30-foot riparian buffer forlow density development, and
STIP U-2800 & U-4734 Land Use Scenario Assessment –Forsyth County – WBS 34585.1.1 and 36600.1.1 12
other developmentandland use regulations. The West Fork Deep River has been designated a
“Critical Area” by the state. The Randleman Lake Watershed Protection Rules andJordan Lake
Buffer Rules providea set of more stringent development and permitting rules for the
watersheds within the FLUSA.The Floodway Ordinance includes standards for development in
the floodway or floodway fringe. The Stormwater Ordinance includes standards for managing
stormwater from construction and post-construction sites, and is designed to comply with the
Town’s National Pollutant Discharge Elimination System (NPDES) permit.
The Winston-Salem/Forsyth County UDO applies to areasofthe FLUSAthat are in Forsyth
County and outside the town limits.This UDOincludes a Zoning Ordinance, anEnvironmental
Ordinance, and a Subdivision Ordinance/Regulati ons.The Environmental Ordinance is similar
to that of the Town of Kernersville, with articles on Floodways/Floodway Fringes, Watershed
Protection (similar riparian buffer distances), and Erosion Control.
Forsyth County
The Legacy Comprehensive Plan is Forsyth County’s comprehensive planadopted in 2000.
Within this plan is a Growth Management Plan ,which was designed to guide and manage
growth within the county. The Growth Management Plan classifies land area in the county as
City/Town Center, Urban Neighborhood, Suburban Neighborhood, Future Growth Area, and
Rural Area. It also identifies the limits of municipal services (water and sewer). The proposed
project borders between theSuburban Neighborhood and Future Growth Area limitidentified in
the Growth Management Plan .
The Guilford County Development Ordinanceapplies to areas of the FLUSA that are in Guilford
County and outside the town limits. This ordinanceincludes azoning map, development
standards, and environmental regulations. The environmentalregulationsaresimilar to the
Environmental Ordinancesof the Town of Kernersvilleand Forsyth County, with sectionson
stormwater management/watershed protection, illicit and illegal discharges, soil erosion and
sedimentation control, and flood damage prevention.
Guilford County
Guilford County updated and adopted their Comprehensive Plan in 2006(Guilford County,
2006). Within this plan are several areaplans, including the Airport Area Plan (including a
Future Land Use Map)for areas around Piedmont Triad Airport. Some parts of the FLUSA are
within the area of the Airport Area Plan . The planhas identified areas southeast of the Macy
Grove/I-40 Business interchange as “non-residential,” which is consistent with Forsyth County’s
plan to make it commercial/retail.
The watershed and storm water protection rulesincluded in the above-discussed ordinanceswill
helpmoderate environmental impactsof the proposed project. Additionally, the zoning overlay
districts and special use districts will only allow development that has been planned for by the
town, as given by the zoning.
11.0AVAILABLE LAND
The FLUSA includes approximately 4,934 acres of land. Of this, approximately 1,725acres
(35%) are considered developable.
STIP U-2800 & U-4734 Land Use Scenario Assessment –Forsyth County – WBS 34585.1.1 and 36600.1.1 13
Developable land was determined to include undeveloped parcels of land (those without
building structures), larger rural lots that could be subdivided, and agricultural land that is within
the “Future DevelopedArea” as determined by Forsyth County’s Growth Management Plan
(2006). It also includes areas listed for “potential” commercialor industrial development, as this
is not yet planned development.
Developable land does not include protected lands such as parks(i.e, Triad Park)or VADs. No
other public lands or lands managed for conservation and open space were identified within the
FLUSA. Jordan Lake and Randleman Lake Buffer rules apply to most of the streams within the
FLUSA. These dictate a 50-foot vegetated buffer be maintained along streams within the
abovementioned drainages. Since the applicability of buffer rules is dependent on the type of
development and the possibility of mitigation, buffer areas have not been excluded from
developableparcels.However, the rules could lessen the developable acres in some instances.
Developable landdoes not include agricultural land that is outside of the Future Developed
Area. It does not include areas listed for “proposed” development (medical park and Triad
Business Park), as this is development that is already planned for the near future.
Figure 1 shows the potential and proposed future development referenced above. These areas
were determined from maps provided by Kernersville’s Planning Department and Public Works
Department, and are included in their Land Use Plan .
12.0MARKET FOR DEVELOPMENT
12.1CURRENT DEVELOPMENT PRESSURES
Within the FLUSA, the major current development pressures stem from the area around the
proposed Macy Grove Road and I-40 Business interchange, as discussed in the Economic
Development section above. Triad Business Park and the Kernersville Medical Park are both
planned developments that are currently under construction. These developments are occurring
regardless of the proposed project. An industrial park and commercial/retail development are
proposed south of the interchange, while other non-residential development is proposed north of
the interchange.These developments would be more dependent on the proposed project,due
to limited existing access, and have beenproposed with some anticipation of the project and a
future Kernersville Loop Road.
Little residential development pressure exists or is expected inthe future. In a meeting with the
Kernersville Planning Director, it was suggestedthat rather than create new residential
development areas, the expansion of industrial and commercial businesses along the East
Mountain Street/Macy Grove Road corridors will result in redevelopment and infill of existing
residential areas. The reason forthis is the limited land available for (zoned) residential
development that is within the town’s service areas (water/sewer). Most of the areas of available
land are either outside of the current town serv ice area, or have been reserved (via zoning) for
industrial/commercial development.
Annexation has been identified as a preferred method for generating tax revenue to cover
expansions in public infrastructure and services as Kernersville continues to grow. Annexation
history shows the town has averaged a 62% increase in geographic area per decade. It is
estimated that annexations will account for 31% of the 53% increase in population per decade.
Areas likely to be annexed by Kernersvillein the future include “Future Growth Areas” identified
in the ForsythCounty Growth Management Plan (2006), and “Areas of Consideration for Future
Annexation” identified in the Kernersville Development Plan (2005). In relation to the project,
STIP U-2800 & U-4734 Land Use Scenario Assessment –Forsyth County – WBS 34585.1.1 and 36600.1.1 14
these include the northern and southern sections of the FLUSA. However, with the existing
industrial areas and hospital/medical center already underway, annexation is likely to reach the
middle and southern areas of the project first. Annexationmay increase residential development
pressure through the provision of water and sewer to newly-annexed areas; however, the
current zoning of these areas supports the non-residential development proposed by the town,
so residential development pressure likely will be less than industrial/commercial development
pressure.
12.2DEVELOPMENT MARK ET ASSUMPTIONS
According to the Kernersville Development Plan, commercial and industrial development has
grown each year for several decades. From 1995-2004, an average of ninecommercial and
sevenindustrial building permits were issued each year. During the same time period, an
average of 137,000 square feet of commercial and 132,000 square feet of industrial space was
added each year. By 2004, nearly 19% of land in Kernersville was dedicated to Industrial and
Business Park/Office land use in 2004 (Kernersville Land Use Plan).
As described in the above sections, Kernersv ille supports continued economic development in
these sectors which will require furtherdevelopment of land. Given the available land and
current development pressures, it is likely that the commercial/industrial development trends
describedwill continue over the next several decades.
13.0INDIRECT SCREENING MATRIXMETHODOLOGY
The categories listed on the Indirect Screening Matrix (Table 3) have been shown to influence
land development decisions in numerous areas statewide and nationally.The measures used to
rate the impacts from a high concern for indirect effects potential to less concern for indirect
effects potential are supported by the discussions presented in this document. Each
characteristic is assessed individually and the results of the table are looked at comprehensively
to determine the indirect effects potential of the proposed project.The scope of the project and
change in accessibility categories are given extra weight to determine if future growth in the
area is related to the project modifications.
14.0SCREENING MATRIX RESULTS
Based on the information gathered, the majority of the categories on the screening tool reflected
moderate to higher (not high)concern for indirect and cumulative effects potential. A summary
of justification for each category rating follows.
Scope of Project -The project includes a section ofnew location and a new interchange, in
addition to improvements to an existing road, so this category was rated medium-high.
Change in Accessibility -The project would result in some travel time savings and greater
accessibility to I-40 Business, so thiscategory wasrated medium.
Forecasted Population Growth -While population forecasts for the town and counties
suggest a possible annual growth rate of over 3%, the town is promoting non-residential
(commercial and industrial) development around the project. Thus, the actual growth for this
area is likely to be somewhat lessthan 3%, so this category was rated medium-high.
STIP U-2800 & U-4734 Land Use Scenario Assessment –Forsyth County – WBS 34585.1.1 and 36600.1.1 1 5
Forecasted Employment Growth -Triad Business Park and Kernersville Medical Park will
bring a number of new jobs to the area. Other commercial and industrial areas are
proposed, but are not yet underway. Thus, this category was rated medium-high.
Available Land-It was calculated that fewer than 2,000 acres of land are available for
development, so this category was rated medium-high.
Water and Sewer Availability -About half of the FLUSAis served by sewer and all is served
by water. While plans exist to extend sewer to the Triad Business Parkand Medical Park,
there are not plans to extend sewer further. Thus, this category was rated medium.
Market for Development -The majorplanneddevelopments are the Triad Business Park
and Medical Park; other commercialand industrial areas are proposed, but are not yet
underway. Residential development is limited by the availability of sewerand by zoning.
Thus, this category was rated medium.
Public Policy -Standard town and county ordinances exist thatprovide development and
environmental regulations. Special regulations existsuch asthe Randleman Lake
Watershed rules (which pertain to development within the West Fork Deep River watershed)
and the Jordan Lake Buffer rules (which pertain to development within the ReedyCreek
watershed).At the time of the indirect screening, only the Randleman Lake Watershed rules
were in effect, and the category was rated medium. Due to the recent inclusion of the
Jordan Lake Buffer rules, pertaining to the ReedyCreek Watershed andits associated
tributaries (the majority of water features in the FLUSA), the category was reduced to a low
rating.
Notable Environmental Features -
The overall result, considering scope of the project, annual population growth in the FLUSA,and
the amount of economic growth expected in the area, suggeststhat further examination is
warranted.
Stream and wetland systems exist within Triad Park that
would be crossed by the project. However, bridges would be used to cross these areas, and
only a small portion of the park would be affe cted, so thiscategory was rated medium.
The indirect screening tool noted that land use an d development decisions in this area could be
altered by construction of the project as currently proposed. This report will nowexaminethe
probablegrowth scenarios to determine if impacts to notable features, including waterways, are
likely. The examinationwill look at the changes that could occur in the area with the proposed
project (Build) and look at the changes that could occur inthe area without (No-Build) the
proposed project.
ST
I
P

U
-
2
8
0
0

&

U
-
4
7
3
4

L
a
n
d

U
s
e

S
c
e
n
a
r
i
o

A
s
s
e
s
s
m
e
n
t

–
F
o
r
s
y
t
h

C
o
u
n
t
y

–

W
B
S

3
4
5
8
5
.
1
.
1

a
n
d

3
6
6
0
0
.
1
.
1
1 6
Ta
b
l
e

3
:

I
n
d
i
r
e
c
t

L
a
n
d

U
s
e

E
f
f
e
c
t
s

S
c
r
e
e
n
i
n
g

T
o
o
l

–

S
T
I
P

U
-
2
8
0
0

&

U
-
4
7
3
4

Ma
c
y

G
r
o
v
e

R
o
a
d

I
m
p
r
o
v
e
m
e
n
t
s

a
n
d

E
x
t
e
n
s
i
o
n
Ra
t
i
n
g
Sc
o
p
e
of

Pr
o
j
e
c
t
Ch
a
n
g
e

i
n

Ac
c
e
s
s
i
b
i
l
i
t
y
Fo
r
e
c
a
s
t
e
d

Po
p
u
l
a
t
i
o
n

Gr
o
w
t
h
Fo
r
e
c
a
s
t
e
d

Em
p
l
o
y
m
e
n
t

Gr
o
w
t
h
Av
a
i
l
a
b
l
e

La
n
d
Wa
t
e
r
/
S
e
w
e
r

Av
a
i
l
a
b
i
l
i
t
y
Ma
r
k
e
t

f
o
r

De
v
e
l
o
p
m
e
n
t
Pu
b
l
i
c

Po
l
i
c
y
No
t
a
b
l
e

En
v
i
r
o
n
m
e
n
t
a
l

Fe
a
t
u
r
e
s
Re
s
u
l
t
Mo
r
e

Co
n
c
e
r
n
Ma
j
o
r

Ne
w

Lo
c
a
t
i
o
n
>
1
0

m
i
n
u
t
e

tr
a
v
e
l

t
i
m
e

sa
v
i
n
g
s
>3
%

a
n
n
u
a
l

po
p
u
l
a
t
i
o
n

gr
o
w
t
h
Su
b
s
t
a
n
t
i
a
l

#

of

N
e
w

J
o
b
s

Ex
p
e
c
t
e
d
20
0
0
+

Ac
r
e
s

o
f

La
n
d
Al
l

s
e
r
v
i
c
e
s

ex
i
s
t
i
n
g
/
av
a
i
l
a
b
l
e
De
v
e
l
o
p
m
e
n
t

ac
t
i
v
i
t
y

ab
u
n
d
a
n
t
Le
s
s

st
r
i
n
g
e
n
t
,

n
o

gr
o
w
t
h

ma
n
a
g
e
m
e
n
t
Pr
o
t
e
c
t
e
d

a
n
d

Im
p
a
i
r
e
d

Re
s
o
u
r
c
e
s
x
x
x

x

Li
k
e
l
y

In
d
i
r
e
c
t

Sc
e
n
a
r
i
o

As
s
e
s
s
m
e
n
t
x
x

x

x
x
Le
s
s

Co
n
c
e
r
n
Ve
r
y

Li
m
i
t
e
d

Sc
o
p
e
No

t
r
a
v
e
l

ti
m
e

s
a
v
i
n
g
s
No

po
p
u
l
a
t
i
o
n

gr
o
w
t
h

o
r

de
c
l
i
n
e
No

n
e
w

J
o
b
s

or

J
o
b

Lo
s
s
e
s
Li
m
i
t
e
d

La
n
d
Av
a
i
l
a
b
i
l
i
t
y
No

s
e
r
v
i
c
e

av
a
i
l
a
b
l
e

no
w
o
r

i
n

fu
t
u
r
e
De
v
e
l
o
p
m
e
n
t

ac
t
i
v
i
t
y

la
c
k
i
n
g
Mo
r
e

st
r
i
n
g
e
n
t
,

gr
o
w
t
h

ma
n
a
g
e
m
e
n
t
Fe
a
t
u
r
e
s

in
c
o
r
p
o
r
a
t
e
d

i
n

lo
c
a
l

p
r
o
t
e
c
t
i
o
n
STIP U-2800 & U-4734 Land Use Scenario Assessment –Forsyth County – WBS 34585.1.1 and 36600.1.1 1 7
15.0PROBABLE DEVELOPMENTSCENARIOS
To determine thetypeof development that could occur in the FLUSA, with and without the
project, a number of sub-areas will be examined. Development pressures and regulations,
proposed future land use, infrastructure, and proximity to proposed economic centers will
regulate how areas within the FLUSA will develop. Predictions of the type of development
within recognized probable development areas will determine the amount of impacts to notable
features and waterways will be developed for each sub-area with and without the project.
15.1PROBABLE DEVELOPMENTAREAS
All sub-areas discussed below are graphically represented on Figure 4.
1) NC 150/Smith Edwards Road Area
This sub-area is located at the northern terminus of the proposed project and encompasses
approximately 167 acres of land between NC 150 and Piney Grove Road.The landuse in this
area consists of low-density residential areas, vacant/agricultural land, and mobile home parks,
andis actively marketed. The land is currently designated for mixed residential use, but willbe
revised in an update to the Town of Kernersville’s Future Land Use Plan as a light industrial
complex.
Thenorthern terminus of the proposed project is located within this area;therefore the demand
and market for commercial and/or industrial services in this area will growwith additional
access. This area will be actively pushed for development, as it is centrally located between
residential areas in northern Kernersville, and the dense commercial and industrial districts
occurring at the proposed interchange between I-40 Business and Macy Grove Road (U-2800
portion of project).
No-Build : Commercial and/or industrial development in this areais likely due to the rezoning of
this area by Kernersvilleas a non-residential area.Without direct access to I-40 Business, the
transition of this area from vacant land to industrial land may be slow.
Build
2) Berry Garden Road/East Mountain Street Area
: The extension of Macy Grove Road to NC 150 will increase access to I-40 Business,
thereforeincreasingaccess to this area. This would make thearea moreattractive to intensified
industrial development. Change in access would make this area more similar to the developing
areas around the proposed I-40 Business interchange with Macy Grove Road. The roadway will
increase exposure to area business, likely intensifying commercial development along NC 150,
such as the vacant commercial areaalong NC 150 and Gralin Street.
This sub-area is located to the west of Triad Park and encompasses approximately 225acresof
land north and south of East Mountain Street. This area is currentlyoccupied by
commercial/industrial complexes.There also exists a small tomedium density (average of 1/3
acre) residential neighborhood off of Floyd Berrier Drive.
This proposed extension of Macy Grove Road is located within this area, therefore the demand
and market for commercial and/or industrial services in this area will grow with additional
access. This area will be actively pushed for development, as it is centrally located between
residential areas in northern Kernersville, and the dense commercial and industrial districts
STIP U-2800 & U-4734 Land Use Scenario Assessment –Forsyth County – WBS 34585.1.1 and 36600.1.1 18
occurring at the proposed interchange between I-40 Business and Macy Grove Road (U-2800
portion of project).
No-Build : Commercial and/or industrial development on this property is likely due to the
designation of this area by the Town as an industrial land use. Without direct access to I-40
Business, the transition of this area from vacant land to industrial land may not be as intense as
there would be with more direct access to I-40 Business, with less potential for job generation.
Build
3) Triad Business Park
: The extension of Macy Grove Road to NC 150 directly through this area will increase
access to I-40 Business. This would make this area more attractive to intensified industrial
development. This change in access would make this area more similar to the developing
areas around the proposed I-40 Business interchange with Macy Grove Road. The roadway will
increase exposure to area business.
TheTriad Business Parkis located east of the proposed interchange and is bordered by East
Mountain Street/West Market Street, I-40 Business, and Macy Grove Road. The entire area
designated as the business park includes570 acres. It is zoned business industrial, and has
been included in land use plans developed by the Kernersville Planning Department and Public
Works Department. Construction of the FedEx Regional Distribution Hub is currently underway
and is expected to be open for business in 2010.
No-Build :Industrial development on this property is currently underway, but will likely develop
at a slower rate without the proposed project. Without direct access to I-40 Business, it is likely
that lower-tier warehousing and less traffic demanding facilities will develop on this site.
Build
4) I-40 Business/I-40/Macy Grove Road Area
: The extension of Macy Grove Road to NC 150 and the proposed interchange with I-40
Business will make this area more attractive to intensified industrial development, and could
potentially become a major economic and employment center. As discussed in Section 7.0, the
close physical location of Kernersville to the airport, the existing trucking industry, the availability
of industrial buildings and land, as well as future accessibility to the interstate via the proposed
interchange will attract future businesses to the Triad Business Park. The proposed project
would help support this growth by providing more efficient transportation options.
This sub-area is located east of theexisting portion of Macy Grove Road, between I-40
Business and I-40 and encompasses approximately 550 acres of land. Land in this area
currently consists of vacant/agricultural land and low-density residential areas. It is marketed as
a potential commercial/retail area, and has been identified by the Town of Kernersville as
suitable for this type of use. Thearea’s development is dependent on the construction of the
proposed interchange, as access is limited to this area. According to the Town of Kernersville’s
planning director, further development in this area without the interchange is unlikely.
No-Build :Large-scale development on this property is less likely without the proposed project.
Some commercial development is likely due to the available acreage and current access to
Macy Grove Road, as well as its proximity to the Kernersville Medical Park and residential
developments. According to the Town of Kernersville planning director, an annexation
agreement exists between the Town of Kernersvilleand the City of High Point to extend sewer
to this area for non-residential development. Access to I-40 Business, as well as I-40, is limited
without the proposed project; therefore development pressure in this area is low.
STIP U-2800 & U-4734 Land Use Scenario Assessment –Forsyth County – WBS 34585.1.1 and 36600.1.1 19
Build
5) Industrial Park Driv e / Macy Grove Road Area
: The extension of MacyGrove Road to NC 150 and the proposed interchange with I-40
Business will make this area more attractive to intensified development, and could potentially
become a major economic and employment center.
Industrial development is already present in this area. It is located east of NC 66, south of the
proposed interchange with I-40 Business and Macy Grove Road. Current access is provided
via Industrial Park Drive, from Macy Grove Road or NC 66. The area is 123 acres and consists
of large warehouses and businesses with few employees.Higher intensity businesses and
industrial tenants would be likely if access is improved. It is zoned business industrial, and has
been included in land use plans developed by the Kernersville Planning Department and Public
Works Department.
No-Build : Industrial development on this property exists. Further development is likely, but will
likely develop at a slower pace, if at all, without the proposed project. The proposed project will
provide direct access to the area via I-40 Business. Without the project it is likely that lower-tier
industry and less traffic demanding facilities will develop on this site.
Build
6) Kernersville Medical Park
: The proposed project will improve access to the industrialarea and encourage
development. Better access will allow for business development that will employmore
employees compared to the existing warehouses; which will increase the job base in the area
and will likely increase property values. Development in the area will intensify with the
construction of the proposed project. Similar to Triad Business Park, the proximity of the area to
the airport, the existing trucking industry, the availability of industrial buildings and land, as well
as future accessibility to the interstate via the proposed interchange will attract future
businesses.
Construction of the 189-acre Kernersville Medical Park is currently underway.The Kernersville
Medical Park is located north of I-40 and access is provided via Macy Grove Road. The site
was partially chosen based on the project being built in the future. Construction of the proposed
project would improve access, but will not affect the type of development of the land.
No-Build :Construction of the Medical Park is currently underway, and will continue without the
project.The construction of the project will not impact the type of development occurring at the
site or the rate of development. However, the proposed project will allow for better access of
the property.
Build
16.0LAND USE SCENARIO ASSESSMENTMATRIX
METHODOLOGY
: The extension of Macy Grove Road to NC 150 and the proposed interchange with I-40
Business will improve access to the medical facility and will also improve response time for
emergencies. The proposed project will increase the number of routes available to access the
Medical Park and allow patients and emergency vehicles more direct access from both the
northern and southern portions of Kernersville.
The categories listedon the Scenario Assessment Tool (Table 4)havebeen shown to have a
direct relationship to future quality of life and resource impacts. The measures used to rate the
impacts from a high concern for quality of life and resource impacts to less concern for quality of
STIP U-2800 & U-4734 Land Use Scenario Assessment –Forsyth County – WBS 34585.1.1 and 36600.1.1 20
life and resource impacts are also supported by documentation and case studies. Each
characteristic is assessed individually, for the Build Scenario and the No-Build Scenario, and the
results of the table represent a comprehensive determination as to whether greater quality of life
or resource impacts are expected to result from the project. In general, the more the Build
Scenario and the No-Build Scenario diverge the greater the potential for future quality of life or
resource impacts.
ST
I
P

U
-
2
8
0
0

&

U
-
4
7
3
4

L
a
n
d

U
s
e

S
c
e
n
a
r
i
o

A
s
s
e
s
s
m
e
n
t

–
F
o
r
s
y
t
h

C
o
u
n
t
y

–

W
B
S

3
4
5
8
5
.
1
.
1

a
n
d

3
6
6
0
0
.
1
.
1
21
Ta
b
l
e

4
:
I
n
d
i
r
e
c
t

L
a
n
d

U
s
e

E
f
f
e
c
t
s

S
c
r
e
e
n
i
n
g

T
o
o
l

–

S
T
I
P

U
-
2
8
0
0

&

U
-
4
7
3
4

Ma
c
y

G
r
o
v
e

R
o
a
d

I
m
p
r
o
v
e
m
e
n
t
s

a
n
d

E
x
t
e
n
s
i
o
n
Ra
t
i
n
g
Pr
e
s
s
u
r
e
/
D
e
m
a
n
d

f
o
r

Ty
p
i
c
a
l
l
y

H
i
g
h
e
r

I
m
p
a
c
t

De
v
e
l
o
p
m
e
n
t
Fu
t
u
r
e

S
h
i
f
t

o
f

Re
g
i
o
n
a
l

Po
p
u
l
a
t
i
o
n

Gr
o
w
t
h

t
o

t
h
e

Pr
o
j
e
c
t

A
r
e
a
Pr
e
s
s
u
r
e

f
o
r

L
a
n
d

De
v
e
l
o
p
m
e
n
t

Ou
t
s
i
d
e

R
e
g
u
l
a
t
e
d

Ar
e
a
s
Pr
e
s
s
u
r
e

f
o
r

L
a
n
d

De
v
e
l
o
p
m
e
n
t

Ou
t
s
i
d
e

P
l
a
n
n
e
d

Ar
e
a
s
De
v
e
l
o
p
m
e
n
t

Pa
t
t
e
r
n
Pl
a
n
n
e
d
/
M
a
n
a
g
e
d

L
a
n
d
Us
e

a
n
d

I
m
p
a
c
t
s
Mo
r
e

Co
n
c
e
r
n
Co
m
m
e
r
c
i
a
l
/
I
n
d
u
s
t
r
i
a
l

De
v
e
l
o
p
m
e
n
t

w
i
t
h

L
a
r
g
e

Pa
r
k
i
n
g

L
o
t
s

L
i
k
e
l
y

St
r
o
n
g

A
t
t
r
a
c
t
i
o
n

of

D
e
v
e
l
o
p
m
e
n
t

i
n

th
i
s

A
r
e
a
A
L
a
r
g
e

N
u
m
b
e
r

o
f

Ac
r
e
s

i
n

t
h
e

P
r
o
b
a
b
l
e

Gr
o
w
t
h

A
r
e
a
s

a
r
e

Ou
t
s
i
d
e

a

R
e
g
u
l
a
t
e
d

Ar
e
a
A
L
a
r
g
e

N
u
m
b
e
r

o
f

Ac
r
e
s

i
n

t
h
e

P
r
o
b
a
b
l
e

Gr
o
w
t
h

A
r
e
a
s

a
r
e

Ou
t
s
i
d
e

a

P
l
a
n
n
e
d

Ar
e
a
St
r
i
p

o
r

S
p
r
a
w
l
i
n
g

De
v
e
l
o
p
m
e
n
t

Li
k
e
l
y
La
n
d

D
e
v
e
l
o
p
m
e
n
t

a
n
d

St
o
r
m

W
a
t
e
r

M
a
n
a
g
e
m
e
n
t

Go
a
l
s

N
o
t

S
e
t

Bu
i
l
d

S
c
e
n
a
r
i
o

Bu
i
l
d

S
c
e
n
a
r
i
o
No
-
B
u
i
l
d

S
c
e
n
a
r
i
o

No
-
B
u
i
l
d

S
c
e
n
a
r
i
o

B
u
i
l
d

S
c
e
n
a
r
i
o

No
-
B
u
i
l
d

S
c
e
n
a
r
i
o

Bu
i
l
d

S
c
e
n
a
r
i
o

No

B
u
i
l
d

S
c
e
n
a
r
i
o
Bu
i
l
d

S
c
e
n
a
r
i
o

No

B
u
i
l
d

S
c
e
n
a
r
i
o

Bu
i
l
d

S
c
e
n
a
r
i
o

No

B
u
i
l
d

S
c
e
n
a
r
i
o

Le
s
s

Co
n
c
e
r
n
Co
m
m
e
r
c
i
a
l

D
e
v
e
l
o
p
m
e
n
t

an
d
/
o
r

L
a
r
g
e

R
e
s
i
d
e
n
t
i
a
l

De
v
e
l
o
p
m
e
n
t
s

N
o
t

L
i
k
e
l
y
No

P
o
p
u
l
a
t
i
o
n

Sh
i
f
t

L
i
k
e
l
y
Al
l

P
r
o
b
a
b
l
e

G
r
o
w
t
h

Ar
e
a
s

i
n

a

R
e
g
u
l
a
t
e
d

Ar
e
a
s

Al
l

P
r
o
b
a
b
l
e

G
r
o
w
t
h

Ar
e
a
s

i
n

a

P
l
a
n
n
e
d

Ar
e
a
s

Li
k
e
l
y

t
o

S
u
p
p
o
r
t

Pl
a
n
n
e
d

a
n
d

Cl
u
s
t
e
r
e
d

De
v
e
l
o
p
m
e
n
t
Gr
o
w
t
h

A
r
e
a
s

a
r
e

Co
n
s
i
s
t
e
n
t

w
i
t
h

L
a
n
d

De
v
e
l
o
p
m
e
n
t

a
n
d

S
t
o
r
m

Wa
t
e
r

M
a
n
a
g
e
m
e
n
t

G
o
a
l
s
STIP U-2800 & U-4734 Land Use Scenario Assessment –Forsyth County – WBS 34585.1.1 and 36600.1.1 22
17.0SCENARIO ASSESSMENT CONCLUSIONS
Examination of the probable development areas shows that the Macy Grove Road
Improvements project, which includes an interchange at I-40 Business and Macy Grove Road,
as well as a new location extension of Macy Grove Road to NC 150, could encourage more
industrial and commercial development in the area. Six probable development areas have been
identified. Areas1 through 5 are very dependenton the construction of the proposed project.
Area 6 (Kernersville Medical Park) is under construction and will not be directly affected by the
project.
Buffer rules and water quality regulations pertaining to waters within the Randleman and Jordan
Lake watershed areas will likely decrease development pressures in currently forested areas
containing surfacewaters.Existing industrial and commercial areas will continue to grow, and
planned developments will follow through.
The new location roadway and interchange is not expected to increase the pressure for
development outside of planned development areas. Little residential development pressure
exists or is expected in the future. In a meeting with the Kernersville Planning Director, it was
suggested that rather than create new residential development areas, the expansion of
industrial and commercial businesses along the East Mountain Street/Macy Grove Road
corridors will result in redevelopment and infill of existing residential areas. The reason for this is
the limited land available for (zoned) residential development that is within the town’s service
areas (water/sewer). Most of the areas of available land are either outside of the current town
service area, or have been reserved (via zoning) for industrial/commercial development.
18.0SUMMARY OF INDIRECT AND CUMULATIVE IMPACTS
Indirect Assessment
The widening and extension of Macy Grove Road and the addition of the interchange with I-40
Business will improve travel time in the area. Industrial and residential in-filling is expected to
continue in the area with or without the proposed project. However, growth will occur more
rapidly if the proposed project is constructed and access is improved to current and future
industrial areas.
The Jordan Lake and Randleman Lake Watershed Buffer Rules regulate destruction of forested
buffers throughout most of the FLUSA.Both sets of rules require that a 50-foot vegetated buffer
be protected and maintained on both sides of intermittent and perennial streams, lakes, ponds,
and estuarine waters. In addition, streams within the FLUSA are located within protected water-
supply watershed areas.
Construction of the proposed project will increase development pressure around the new
interchange area, namely in the industrial sector. Industrial development is planned in the
southern portion of the FLUSA and may sprawl more rapidly with the construction of the
proposed project as a result of improved access.
Cumulative Assessment
Indirect effects in the form of change in land use as a result of the extension of Macy Grove
Road and the construction of the new intersectionmay occur in the form of increased
commercial and industrial development and redevelopment. Impacts to stormwater runoff and
STIP U-2800 & U-4734 Land Use Scenario Assessment –Forsyth County – WBS 34585.1.1 and 36600.1.1 23
downstream water quality are not expected from this change in development patterns due to
local regulations and policies. The proposed project alone will not have significant indirect or
cumulative impacts. However, if the other sections of the Kernersville Loop Road are
constructedas presented in local and regional transportation plans,there is a possibility for
increased traffic, commercial, and industrial development as well as associated sprawlin areas
outside of the FLUSA.
Water Quality Statement
The proposed project is unlikely to have significant impact to stormwater run-off or water quality
in the watershed.Triad Business Parkand the Kernersville Medical Center have been in
planning documentsand will continue to develop; however the rate of development may be
impacted by the project. Waters within the watershed are subject to the Randleman and Jordan
Lake Buffer Rules which require a 50-foot vegetated buffer be maintained along all intermittent
and perennial streams, lakes, ponds, and estuari ne waters.Neither the project, nor induced
development is likely to directly or indirectly affect nor 303(d) waters,ORW or HQW.
Cumulative Effects Statement
Cumulative impactsare environmental impactsresulting from the incremental effects of an
activity when added to other past, present and reasonably foreseeable future activities
regardless of what entities undertake such action. These effects can result from individually
minor but collectively significant activities taking place over time and over a broad geographical
scale, and can include both direct and indirect impacts (40 CFR 1508.7).
The development pressures being experienced within the proposed project’s FLUSA stem
primarily from past and current economic growth. Recent non-residential development along
Macy Grove Road, Industrial Park Drive, NC 66, NC 150, 1-40 Business, andEast Mountain
Street provides evidence of this pattern. The development of the Triad Business Park and the
Kernersville Medical Center indicate economic pressure is being experienced along Macy Grove
Road now and into the foreseeable future.
In addition to the availability of developable land, an important generator of probable cumulative
effects in the FLUSA is its proximity to the Piedmont Trial International Airport and the Norfolk
Southern rail corridor.
If constructed, the Macy Grove project would reduce travel times from those potentially
developable parcels of land to the FLUSAand hence is anticipated to attract more non-
residential development to the study area.
The proposed project when considered incrementally with the future widening of SR 2045 (East
Mountain Street/Old US 421 (U-3617) could notably improve accessibility to potentially
developable land in the northern and middle portions of the FLUSA. Kernersville is currently
looking at potential build sites for industrial commercial and retail sites that typically depend
heavily on available transportation infrastructure (See Figure 1). Improvements such as the
proposed project and U-3617 could influence the location decisions of such sites.
Past and future actions including prominent non-residential development and infrastructure
improvements within the FLUSA have the potential to cumulatively alter or fragment natural
habitats and wildlife regime, especially within Triad Park. The potential for the degradation of
water quality also exists through erosion and stream sedimentation in the absence of
STIP U-2800 & U-4734 Land Use Scenario Assessment –Forsyth County – WBS 34585.1.1 and 36600.1.1 24
stormwater management regulations requiring Best Management Practices. Yet, any direct
natural environmental impacts by NCDOT projects would be addressed by avoidance,
minimization, consistent with programmatic agreements with the natural resource agencies
during the Merger and Permitting processes.

STIP U-2800 & U-4734 Land Use Scenario Assessment –Forsyth County – WBS 34585.1.1 and 36600.1.1 2 5
19.0SOURCES
City-County Planning Board for Forsyth County and Winston-Salem, NC. “Winston-Salem –
Forsyth County Greenway Plan.” June 2003
City-County Planning Board for Forsyth County and Winston-Salem, NC.“Parks & Open Space
Plan.” March 2006.
City-County Planning Board for Forsyth County and Winston-Salem, NC. Legacy
Comprehensive Plan – Growth Management Plan. November 2006.
City-County Planning Board for Forsyth County and Winston-Salem, NC.Legacy
ComprehensivePlan Update.2007.
City of Winston-Salem, Department of Transportation. “2030 Long RangeTransportation Plan.”
July 2005.
Federal Highway Administration, Guidance for Preparing and Processing Environmental and
Section 4(f) Documents, Technical Advisory T6640.8A, 1987.
Guilford County. “Guilford County Comprehensive Plan.” 2006.
North Carolina Department of Commerce – Economic Development Intelligence System (EDIS,
2008).“Forsyth County (NC).” December 2008.Available:
https://edis.commerce.state.nc.us/docs/countyProfile/NC/37067.pdf.Accessed: January 12,
2009.
North Carolina Department of Environment and Natural Resources, Division of Water Quality.
“Redbook,” Surface Waters and Wetlands Standards. NC Administrative Code 15A NCAC
02B.0100, .0200 & .0300. Amended Effective May 1, 2007.
North Carolina Department of Environment and Natural Resources, Division of Water Quality.
2007.Final North CarolinaWater Quality Assessment and Impaired Waters List (2006
Integrated 305(b) and 303(d) Report). North Carolina Department of Environment and Natural
Resources, Division of Water Quality.Approved May 17, 2007.
North Carolina Department of Transportation. State Transportation Improvement Program,
2009-2015: Division 7. Available:
http://www.ncdot.org/PLANNING/development/tip/TIP/Trans/division7.html.Accessed:
December5, 2008.
North Carolina Department of Transportation.State Transportation Improvement Program,
2009-2015: Division 9.Available:
http://www.ncdot.org/PLANNING/development/tip/TIP/Trans/division9.html.Accessed:
December 5, 2008.
North Carolina Employment Security Commission, Available: www.ncesc.com.Accessed:
December 28, 2008.
STIP U-2800 & U-4734 Land Use Scenario Assessment –Forsyth County – WBS 34585.1.1 and 36600.1.1 2 6
North Carolina State Demographics Unit.Available:
http://www.osbm.state.nc.us/ncosbm/facts_and_figures/socioeconomic_data/population_estimat
es.shtm.Accessed: December 7, 2008.
Personal communication.Jeff Hatling, Planning Director, Town of Kernersville Community
Development & Planning Department.December 3, 2008.Phone number: 336-992-0704.
Personal communication.Tim Shields, Public Works Director, Town of Kernersville Public
Works Department.December 15, 2008.Phone number: 336-992-0005.
Town of Kernersville. “NC 66/Old Salem Road Area Metro Activity Center Guidelines.”August
2001.
Town of Kernersville. “Land Use Plan.”March 2004.
Town of Kernersville. “Kernersville Development Plan.”January 2005.
Town of Kernersville – Community Development Department.“Unified Development
Ordinance.” July 2006.
US CensusBureau2000, American Fact Finder, Summary File 1.Available:
http://factfinder.census.gov/servlet/Datas etMainPageServlet?_program=DEC&_submenuId=dat
asets_1&_lang=en.Accessed: December 10, 2008.
US CensusBureau1990, American Fact Finder, Summary File 1.Available:
http://factfinder.census.gov/servlet/Datas etMainPageServlet?_program=DEC&_submenuId=dat
asets_1&_lang=en.Accessed: December 10, 2008.
Winston-Salem Urban Area Metropolitan Planning Organization.2008.Draft Metropolitan
Transportation Improvement Program, 2009-2015.Available:
http://www.cityofws.org/Assets/CityOfWS//Documents/forms%20and%20reports/Transportation/
MTIP/draftmtip_2009.pdf.Accessed: November 24, 2008.

U-2800 Stormwater Manage ment Plan Narrative
Macy Grove Rd. / I-40 Business
Forsyth and Guilford Counties, NC

The Blythe Development Comp any and RK&K were awarded U-2800 in Forsyth and Guilford
Counties. This is a new alignment interchange with Macy Grove Rd. and I-40 Business. It
includes widening Macy Grove Rd. within the project limits from 2 lanes with open shoulder to
4 lanes with a raised median and curb and gutter. It also involves repaving I-40 Business. The
project is primarily in the Cape Fear River ba sin with a small western portion in the Yadkin-Pee
Dee River Basin. Within these basins, the projec t lies on the boundary of the Jordan Lake (to the
north) and Randleman Lake basins. Each of th ese basins has its own set of buffer rules.

During the 4B Interagency Meeting held on Nove mber 8, 2012, each buffer zone was verified.
These sites are reflected in the permit package and the attached buffer calculations sheet. A field
meeting was held on January 3, 2013 at which time the majority of the sites were visited. The
4C meeting was held on January 16, 2013.

Sites 2-5 are in the Randleman Lake basin.

Site 2 is due to Method III clearing for an area approximately 2’ X 150’ and will remain in sheet
flow with no filtration ditches required.

Site 3 is also due to construction of the road way facility and will remain in sheet flow not
requiring filtration ditches.

Site 4 is due to tying a proposed ditch to an exis ting ditch inside the buffer. Diffuse flow was not
achieved because the existing cond ition at this location is a point discharge due to the existing
ditch. Filtration was achieved due to ditching. The drainage is a point discharge with a stable
10 year velocity of 1.45 ft/s as it exits the proposed ditch.

At site 5, the roadway facility is encroaching in to the buffer. Diffuse flow was not achieved
because the existing condition at this location is a point discharge due to the jurisdictional
stream. The drainage is a point discharge with a stable 10 year velocity of 3.28 ft/s off the riprap
pad in to the jurisdictional stream. The 48” RCP is not buried since it ties to an existing 48”
RCP. The roadway slopes in this area (left a nd right) are not 2:1. Upst ream (left), the slopes
were extended to provide cover over the propos ed 48” RCP. The 48” RCP had to be extended
due to the stream elevations im mediately upstream of the exis ting pipe being lower than the
existing inlet elevation. Downst ream (right), the slopes were le ngthened to provide cover over
the proposed 48” RCP which was extended to allow th e drainage to exit in to a straight portion of
the stream. The buffer area impacted under the preformed scour hole due to the 15” RCP outlet
at –Y2- 45+75 LT is considered allowable si nce it is a stormwater management device.

There are two buffer sites in the Jordan Lake basi n (sites 1 and 6). During the design process, it
became evident that it would be extremely difficult to provide filtration for each of these sites.
Site 1 at –L- 56+00 RT has a 24” CSP and roadway fill encroaching on to the beginning of a
buffer call. Filtration is provided for drainage on the inlet end of the 24” CSP with ditching. At
the outlet end, a 15” CSP enters the buffer discha rging drainage from the roadway facility.
During 4B discussions, it was determined that di scharging the pipe at approximately –L- 58+70
RT would possibly cause erosion along the existi ng slope prior to reaching the buffer instead of
sheet flow. Due to elevations of the system, the dr ainage could not be taken to the left side of the
road for filtration in the ditc h (the bottom of CB #0615 is 3.44’ lower than the inlet of #0612 24”
CSP.) The existing contours do not provide an area conducive to building a retention pond or
ditches to provide filtration. Als o, the area is near an old, existi ng landfill. Cut in this area was
to be limited as much as possible. For these reasons, the 1.52ac in this system did not receive
buffer filtration prior to entering the stream th e buffer surrounds. Diffuse flow was not achieved
because the existing condition at this location is a point discharge due to the jurisdictional
stream. The drainage is a point discharge with a stable 10 year velocity of 3.85 ft/s off the riprap
pad. The 24” CSP is not buried since the jurisdictional stream call does not begin until
approximately 6’ beyond the end of the riprap apron.

Site 6 is the other location that buffer filtration was not achieved in the Jordan Lake basin, -Y7-
18+42 RT. It is located in a hi gh commercial area. The outlet for the system is located in an
area with very steep terrain precluding the use of a retention basin or ditches to provide filtration.
The roadway facility is 7.34ac of the 32.4ac that the outlet 48” RCP conveys. Diffuse flow was
not achieved; however the existi ng condition at this location is a point discharge due to the
jurisdictional stream. The drainage is a point discharge with a stab le 10 year velocity of 3.60 ft/s
off the riprap pad. The 48” RCP is not buried si nce the jurisdictional stream call does not begin
until under the new roadway facility.

Using ditches for filtration was mostly successful for this project. Two locations were not at
buffer sites and were used as a means to achieve extra filtration. They have been changed back
to “V” ditches.

The remaining two locations are located in the Randleman basin and required filtration before
eventually entering buffered streams:
 -Y2- 47+50 RT: Prior to entering Site 5, the dr ainage that enters th e structure at this
location needs to be filtered. The special cu t base ditch cross section was changed to a
swale (V ditch with 6:1 side slopes) and the slope was modifi ed slightly. This location
achieves the filtration required.
 -Y2- 22+50 RT: Prior to entering a buffered stream (not a location that impacts the
buffers), the drainage that en ters the structure at this lo cation requires filtration however
it could not be achieved. This area is betw een I-40 Business (-Y2-) and a ramp to get on
I-40 business. The D-B Team has tried modify ing the slope in this area several different
ways. Over one acre of the 3.6ac needing f iltration comes on to the project along I-40
Business before our construction limits. Th is existing ditch was analyzed and cannot
provide filtration. Using 6:1 slopes and a sl ope of 0.50% would provide filtration but cut
in to the ramp. Using 4:1 side slopes a nd a slope of 0.30% would provide filtration but
require over 12’ of vertical cut. Given the severity of contours in this location coupled
with safety of the motoring public in the road way facility in close proximity to devices,
basins would not be advisable. The amount of drainage, albeit minimal, is still above the
threshold of other standard BMPs (preformed scour holes, level spreaders). For these
reasons, filtration was not achieved at this location.

The project was designed with the intent to pr ovide as much buffer filtration as possible.
Unfortunately, the existing topography and planimet rics only allowed for additional ditch buffer
filtration in the Jordan Lake basin of 185’. Th e 185’ is beyond the length required in a proposed
ditch.

However, in the Randleman Lake basin an addi tional 3515’ of ditch buffe r filtration has been
provided in ditches not requiring filtration, of which 1674’ would ha ve been required. Also in
Randleman in the ditches that required filtration, ther e is an additional 1983’ beyond the length
required.

In total, the unfiltered roadway facility of site s 1 and 6 in the Jordan basin and the location
needing filtration in the Randlem an basin would have required additional filtration for 12.49ac or
1249’ of ditch which is less than the extra 5683’ provided (185’ plus 3515’ plus 1983’).

R:\Hydraulics\DOCUMENTS\U-2800 SMP Narrative.docx
(V
e
r
s
i
o
n

1
.
2
;

R
e
l
e
a
s
e
d

J
u
l
y

2
0
1
2
)
U-
2
8
0
0
Co
u
n
t
y
(
i
e
s
)
:
Fo
r
s
y
t
h

G
u
i
l
f
o
r
d

Page 1of 4
Pr
o
j
e
c
t

T
y
p
e
:
D
a
t
e
:
Ph
o
n
e
:
Ph
o
n
e
:
Em
a
i
l
:
Em
a
i
l
:
Co
u
n
t
y
(
i
e
s
)
:
CA
M
A

C
o
u
n
t
y
?
De
s
i
g
n
/
F
u
t
u
r
e
:
Ex
i
s
t
i
n
g
:
Su
p
p
l
e
m
e
n
t
a
l
:

No
Pr
i
m
a
r
y
:

We
s
t

F
o
r
k

D
e
e
p

R
i
v
e
r
Ca
p
e

F
e
a
r
Y
a
d
k
i
n
-
P
e
e

D
e
e
17
-
3
-
(
0
.
3
)
mc
o
o
k
@
r
k
k
.
c
o
m
2
l
a
n
e
s

e
a
c
h

d
i
r
e
c
t
i
o
n

w
i
t
h

r
a
i
s
e
d

m
e
d
a
i
n

a
n
d

c
u
r
b
a
n
d

g
u
t
t
e
r
1

l
a
n
e

e
a
c
h

d
i
r
e
c
t
i
o
n

w
i
t
h

o
p
e
n

s
h
o
u
l
d
e
r
Ra
n
d
l
e
m
a
n
,

J
o
r
d
a
n
NC
D
W
Q

S
t
r
e
a
m

I
n
d
e
x

N
o
.
:
Gu
i
l
f
o
r
d
Pr
o
j
e
c
t
/
T
I
P

N
o
.
:
NC
D
O
T

C
o
n
t
a
c
t
:
Pr
o
j
e
c
t

N
o
.
:
U-
2
8
0
0
Co
n
t
r
a
c
t
o
r

/

D
e
s
i
g
n
e
r
:
mc
l
a
w
s
o
n
@
n
c
d
o
t
.
g
o
v
Ge
n
e
r
a
l

P
r
o
j
e
c
t

I
n
f
o
r
m
a
t
i
o
n
Ad
d
r
e
s
s
:
3/22/2012
Ra
l
e
i
g
h
,

N
C

2
7
6
9
9
No
r
t
h

C
a
r
o
l
i
n
a

D
e
p
a
r
t
m
e
n
t

o
f

T
r
a
n
s
p
o
r
t
a
t
i
o
n
Hi
g
h
w
a
y

S
t
o
r
m
w
a
t
e
r

P
r
o
g
r
a
m

S
T
O
R
M
W
A
T
E
R

M
A
N
A
G
E
M
E
N
T

P
L
A
N

FO
R

L
I
N
E
A
R

R
O
A
D
W
A
Y

P
R
O
J
E
C
T
S
Ma
r
s
h
a
l
l

C
l
a
w
s
o
n
Ne
w

L
o
c
a
t
i
o
n
ac.
Ge
n
e
r
a
l

P
r
o
j
e
c
t

N
a
r
r
a
t
i
v
e
:
Wi
d
e
n
i
n
g

a
n
d

r
e
a
l
i
g
n
m
e
n
t

o
f

e
x
i
s
t
i
n
g

M
a
c
y

G
r
o
v
e

R
d
.

w
i
t
h

n
e
w

l
o
ca
t
i
o
n

a
n
d

a

n
e
w

i
n
t
e
r
c
h
a
n
g
e

w
i
t
h

I
-
4
0

B
u
s
i
n
e
s
s
;

r
e
p
a
v
i
n
g

o
f

I
-
4
0 Business
Ty
p
i
c
a
l

C
r
o
s
s

S
e
c
t
i
o
n

D
e
s
c
r
i
p
t
i
o
n
:

Re
f
e
r
e
n
c
e
s

12500
39
.
7
0
Av
e
r
a
g
e

D
a
i
l
y

T
r
a
f
f
i
c

(
v
e
h
/
h
r
/
d
a
y
)
:
ac
.
Ot
h
e
r

S
t
r
e
a
m

C
l
a
s
s
i
f
i
c
a
t
i
o
n
:

RK
&
K
:

M
a
t
t
h
e
w

L
.

C
o
o
k
Ci
t
y
/
T
o
w
n
:
91
9
-
8
7
8
-
9
5
6
0
15
9
0

M
a
i
l

S
e
r
v
i
c
e

C
e
n
t
e
r
Ad
d
r
e
s
s
:
Ke
r
n
e
r
s
v
i
l
l
e
91
9
-
7
0
7
-
6
7
1
3
Fo
r
s
y
t
h
No
NC
D
W
Q

S
u
r
f
a
c
e

W
a
t
e
r

C
l
a
s
s
i
f
i
c
a
t
i
o
n

f
o
r

P
r
i
m
a
r
y

R
e
c
e
i
v
i
n
g

W
a
t
e
r
30
3
(
d
)

I
m
p
a
i
r
m
e
n
t
s
:
Ri
v
e
r

B
a
s
i
n
(
s
)
:

Pr
i
m
a
r
y

R
e
c
e
i
v
i
n
g

W
a
t
e
r
:

Wa
t
e
r

S
u
p
p
l
y

I
V

(
W
S
-
I
V
)
Bu
f
f
e
r

R
u
l
e
s

i
n

E
f
f
e
c
t
Pr
o
j
e
c
t

D
e
s
c
r
i
p
t
i
o
n
tu
r
b
i
d
i
t
y
b
i
o
l
o
g
i
c
a
l

i
m
p
a
i
r
m
e
n
t
Su
r
r
o
u
n
d
i
n
g

L
a
n
d

U
s
e
:

Co
m
m
e
r
c
i
a
l
0.
9
2
m
i
34
4
0
0
21
.
1
0
Pr
o
j
e
c
t

B
u
i
l
t
-
U
p
o
n

A
r
e
a

(
a
c
.
)
Pr
o
p
o
s
e
d

P
r
o
j
e
c
t
E
x
i
s
t
i
n
g

S
i
t
e
Pr
o
j
e
c
t

L
e
n
g
t
h

(
l
i
n
.

M
i
l
e
s

o
r

f
e
e
t
)
:

(V
e
r
s
i
o
n

1
.
2
;

R
e
l
e
a
s
e
d

J
u
l
y

2
0
1
2
)
U-
2
8
0
0
Co
u
n
t
y
(
i
e
s
)
:
Fo
r
s
y
t
h

G
u
i
l
f
o
r
d

Page 2of 4
Sh
e
e
t

No
.
St
a
t
i
o
n
(F
r
o
m

/

T
o
)

Fe
a
t
u
r
e

Im
p
a
c
t
e
d
Wa
t
e
r

/

W
e
t
l
a
n
d

/

Bu
f
f
e
r

T
y
p
e
Re
c
e
i
v
i
n
g

S
u
r
f
a
c
e

Wa
t
e
r

N
a
m
e
NR
T
R

M
a
p

ID
NC
D
W
Q

S
t
r
e
a
m

In
d
e
x
NC
D
W
Q

S
u
r
f
a
c
e

Wa
t
e
r

C
l
a
s
s
i
f
i
c
a
t
i
o
n
30
3
(
d
)

Im
p
a
i
r
m
e
n
t
s
Ty
p
e

o
f

Im
p
a
c
t
Existing SCM
-L
-

5
5
+
6
7
-
57
+
1
1

R
T
-Y
2
-

2
4
+
0
0
-
25
+
6
4

R
T
-Y
2
-

3
0
+
0
8
-
41
+
0
9

R
T
-Y
2
-

3
4
+
8
9
-
35
+
1
5

L
T
-Y
2
-

3
5
+
6
0

R
T
-Y
2
-

3
8
+
0
9
-
39
+
6
0

R
T
-Y
2
-

4
4
+
1
6
-
47
+
9
4
-Y
2
-

4
7
+
2
8

L
T
47
+
9
3
-Y
2
-

4
4
+
5
7
-
47
+
2
6
-Y
2
-

4
7
+
5
0

L
T
-Y
7
-

1
7
+
6
5
-
20
+
5
8
-Y
7
-

1
8
+
2
8
-
20
+
0
4
Cu
l
v
e
r
t
N
/
A
R
i
p
r
a
p

P
a
d
Bu
f
f
e
r
R
a
n
d
l
e
m
a
n

L
a
k
e
11
UT

W
e
s
t

F
o
r
k

D
e
e
p

Ri
v
e
r
S1
0
1
7
-
3
-
(
0
.
3
)
W
S

I
V
bi
o
l
o
g
i
c
a
l

im
p
a
i
r
m
e
n
t
;

tu
r
b
i
d
i
t
y
W1
S1
7
S9
,

S
1
1
S9
,

S
1
1
S9
,

S
1
1
S1
9
S9 S6
S1
2
S1
2
WS

I
V
WS

I
V
WS

I
V
W
S

I
I
I
,

N
S
W
W
S

I
I
I
,

N
S
W
W
S

I
I
I
,

N
S
W
WS

I
V
WS

I
V
WS

I
V
WS

I
V
N/
A
Su
r
f
a
c
e

W
a
t
e
r

I
m
p
a
c
t
s
10
UT

R
e
e
d
y

F
o
r
k
UT

W
e
s
t

F
o
r
k

D
e
e
p

Ri
v
e
r
W
e
s
t

F
o
r
k

D
e
e
p

R
i
v
e
r
UT

W
e
s
t

F
o
r
k

D
e
e
p

Ri
v
e
r
Ra
n
d
l
e
m
a
n

L
a
k
e
Ra
n
d
l
e
m
a
n

L
a
k
e
Ra
n
d
l
e
m
a
n

L
a
k
e
Ra
n
d
l
e
m
a
n

L
a
k
e
UT

W
e
s
t

F
o
r
k

D
e
e
p

Ri
v
e
r
W
e
s
t

F
o
r
k

D
e
e
p

R
i
v
e
r
UT

W
e
s
t

F
o
r
k

D
e
e
p

Ri
v
e
r
6
J
o
r
d
a
n

L
a
k
e
No
n
e
St
r
e
a
m
N/A
Cu
l
v
e
r
t
NA
Cl
e
a
r
i
n
g
Bu
f
f
e
r
9
In
t
e
r
m
i
t
t
e
n
t
UT

W
e
s
t

F
o
r
k

D
e
e
p

Ri
v
e
r
bi
o
l
o
g
i
c
a
l

im
p
a
i
r
m
e
n
t
;

tu
r
b
i
d
i
t
y
bi
o
l
o
g
i
c
a
l

im
p
a
i
r
m
e
n
t
;

tu
r
b
i
d
i
t
y
Bu
f
f
e
r
10
Un
k
n
o
w
n
2:
1

s
l
o
p
e
s

i
n

w
e
t
l
a
n
d

/

b
u
f
f
e
r

a
r
e
a
s
De
s
c
r
i
p
t
i
o
n

o
f

M
i
n
i
m
i
z
a
t
i
o
n

o
f

I
m
p
a
c
t
s

o
r

M
i
t
i
g
a
t
i
o
n

A
l
l

p
r
o
p
o
s
e
d

S
C
M
s

l
i
s
t
e
d

m
u
s
t

a
l
s
o

b
e

l
i
s
t
e
d

u
n
d
e
r

S
w
a
l
e
s
,

P
r
e
f
or
m
e
d

S
o
u
r

H
o
l
e
s

a
n
d

o
t
h
e
r

E
n
e
r
g
y
D
i
s
s
i
p
a
t
o
r
s
,

o
r

O
t
h
e
r

S
t
o
r
m
wa
t
e
r

C
o
n
t
r
o
l

M
e
a
s
u
r
e
s
.
N/
A
17
-
3
-
(
0
.
3
)
Cu
l
v
e
r
t
UT

W
e
s
t

F
o
r
k

D
e
e
p

Ri
v
e
r
UT

R
e
e
d
y

F
o
r
k
S
1
7
No
n
e
Proposed SCM Riprap Pad N/ANone N/ANone N/A None
No
r
t
h

C
a
r
o
l
i
n
a

D
e
p
a
r
t
m
e
n
t

o
f

T
r
a
n
s
p
o
r
t
a
t
i
o
n
Hi
g
h
w
a
y

S
t
o
r
m
w
a
t
e
r

P
r
o
g
r
a
m
17
-
3
-
(
0
.
3
)
bi
o
l
o
g
i
c
a
l

im
p
a
i
r
m
e
n
t
;

tu
r
b
i
d
i
t
y
Cu
l
v
e
r
t
11
Fill
17
-
3
-
(
0
.
3
)
17
-
3
-
(
0
.
3
)
17
-
3
-
(
0
.
3
)
UT

R
e
e
d
y

F
o
r
k
1
6
-
1
1
-
(
1
)
No
n
e
16 11
I
n
t
e
r
m
i
t
t
e
n
t
16
P
e
r
e
n
n
i
a
l
St
r
e
a
m
Bu
f
f
e
r
St
r
e
a
m
Jo
r
d
a
n

L
a
k
e
W
e
t
l
a
n
d
16
-
1
1
-
(
1
)
16
-
1
1
-
(
1
)
C
u
l
v
e
r
t
bi
o
l
o
g
i
c
a
l

im
p
a
i
r
m
e
n
t
;

tu
r
b
i
d
i
t
y
10
Bu
f
f
e
r
Ex
c
a
v
a
t
i
o
n
Cu
l
v
e
r
t
17
-
3
-
(
0
.
3
)
bi
o
l
o
g
i
c
a
l

im
p
a
i
r
m
e
n
t
;

tu
r
b
i
d
i
t
y
Cu
l
v
e
r
t
Bu
f
f
e
r
bi
o
l
o
g
i
c
a
l

im
p
a
i
r
m
e
n
t
;

tu
r
b
i
d
i
t
y
Fill
11
S
t
r
e
a
m
I
n
t
e
r
m
i
t
t
e
n
t
1
7
-
3
-
(
0
.
3
)
10
Fill
bi
o
l
o
g
i
c
a
l

im
p
a
i
r
m
e
n
t
;

tu
r
b
i
d
i
t
y
Pr
o
j
e
c
t
/
T
I
P

N
o
.
:
*
L
i
s
t

a
l
l

s
t
r
e
a
m

a
n
d

s
u
r
f
a
c
e

w
a
t
e
r

i
m
p
a
c
t

l
o
c
a
t
i
o
n
s

r
e
g
a
r
d
l
e
s
s

o
f

j
u
r
i
s
d
i
c
t
i
o
n

o
r

s
i
z
e
.
Pr
o
j
e
c
t

E
n
v
i
r
o
n
m
e
n
t
a
l

S
u
m
m
a
r
y
Bu
f
f
e
r

E
q
u
a
l
i
z
e
r

P
i
p
e
s

t
o

b
e

n
o
t
e
d

a
s

a

m
i
n
i
m
i
z
a
t
i
o
n

o
f

i
m
p
a
c
t
s
.
Riprap Pad Riprap Pad None N/ARiprap Pad N/ARiprap Pad N/A N/A N/A None N/A N/ARiprap Pad

S
T
O
R
M
W
A
T
E
R

M
A
N
A
G
E
M
E
N
T

P
L
A
N

FO
R

L
I
N
E
A
R

R
O
A
D
W
A
Y

P
R
O
J
E
C
T
S
(V
e
r
s
i
o
n

1
.
2
;

R
e
l
e
a
s
e
d

J
u
l
y

2
0
1
2
)
U-
2
8
0
0
Co
u
n
t
y
(
i
e
s
)
:
Fo
r
s
y
t
h

G
u
i
l
f
o
r
d

Pa
g
e

3
o
f

4
Sh
e
e
t

No
.
St
a
t
i
o
n
(F
r
o
m

/

T
o
)
St
r
e
a
m

Cr
o
s
s
i
n
g

St
a
t
i
o
n
Ba
s
e

W
i
d
t
h
(f
t
)
Fr
o
n
t

S
l
o
p
e
(H
:
V
)
Ba
c
k

S
l
o
p
e
(H
:
V
)
Dr
a
i
n
a
g
e

Ar
e
a
(a
c
)
Re
c
o
m
m
e
n
d
e
d

Tr
e
a
t
m
e
n
t

L
e
n
g
t
h
(f
t
)
Ac
t
u
a
l

Le
n
g
t
h
(f
t
)
Lo
n
g
i
t
u
d
i
n
a
l

Sl
o
p
e
(%
)
Q2
(c
f
s
)
V2
(f
p
s
)
Q10 (cfs)V10 (fps)Rock Checks Used
at
t
a
c
h
m
e
n
t
0 0 0 0 0 0
No
r
t
h

C
a
r
o
l
i
n
a

D
e
p
a
r
t
m
e
n
t

o
f

T
r
a
n
s
p
o
r
t
a
t
i
o
n
Sw
a
l
e
s
0
Se
e
Pr
o
j
e
c
t
/
T
I
P

N
o
.
:
Hi
g
h
w
a
y

S
t
o
r
m
w
a
t
e
r

P
r
o
g
r
a
m
0 0 0 0 0 0 0 0 0 0 0 0 0
Ad
d
i
t
i
o
n
a
l

C
o
m
m
e
n
t
s
Se
e

n
a
r
r
a
t
i
v
e
Ha
v
e

m
i
n
i
m
u
m

d
e
s
i
g
n

c
r
i
t
e
r
i
a
,

a
s

p
r
e
s
e
n
t
e
d

i
n

t
h
e

N
C
D
O
T

B
e
s
t

M
a
n
a
g
e
m
e
n
t

P
r
a
c
t
i
c
e
s

T
o
o
l
b
o
x
,

V
e
r
s
i
o
n

1

(
M
a
r
c
h

2
0
0
8
)
,

b
e
e
n

m
e
t

a
n
d
verified? If No,
pr
o
v
i
d
e

f
u
r
t
h
e
r

e
x
p
l
a
n
a
n
t
i
o
n

o
f

w
h
y

d
e
s
i
g
n

c
r
i
t
e
r
i
a

w
a
s

n
o
t

m
e
t
.

S
T
O
R
M
W
A
T
E
R

M
A
N
A
G
E
M
E
N
T

P
L
A
N

F
O
R

L
I
N
E
A
R

R
O
A
D
W
A
Y

P
R
O
J
E
C
T
S
YE
S
NO
(V
e
r
s
i
o
n

1
.
2
;

R
e
l
e
a
s
e
d

J
u
l
y

2
0
1
2
)
U-
2
8
0
0
Co
u
n
t
y
(
i
e
s
)
:
Fo
r
s
y
t
h

G
u
i
l
f
o
r
d

Pa
g
e

4
o
f
4
Sh
e
e
t

No
.
S
t
a
t
i
o
n
En
e
r
g
y

D
i
s
s
i
p
a
t
o
r

Ty
p
e
R
i
p
r
a
p

T
y
p
e
Dr
a
i
n
a
g
e

A
r
e
a
(a
c
)
Q10 (cfs)V10 (fps)
Pi
p
e
1
5
"

R
C
P
3
.
8
0
.
7
Pi
p
e
4
8
"

R
C
P
5
4
.
0
3
.
6
*
R
e
f
e
r

t
o

t
h
e

N
C
D
O
T

B
e
s
t

M
a
n
a
g
e
m
en
t

P
r
a
c
t
i
c
e
s

T
o
o
l
b
o
x
,

V
e
r
s
i
o
n

1

(
M
a
r
c
h

2
0
0
8
)
,

NC
D
O
T

S
t
a
n
d
a
r
d

D
e
t
a
il
s
,

t
h
e

F
e
d
e
r
a
l

H
i
g
h
w
a
y

A
d
m
in
i
s
t
r
a
t
i
o
n

(
F
H
W
A
)

H
y
d
r
a
u
l
i
c

E
n
g
i
n
e
e
r
i
n
g

C
i
r
c
u
l
a
r

N
o
.

1
4

(
H
E
C
-
1
4
)
,

Th
i
r
d

E
d
i
t
i
o
n
,

H
y
d
r
a
u
l
i
c

D
e
s
i
g
n

o
f

E
n
e
r
g
y

D
i
s
s
i
p
a
t
o
r
s

f
o
r

Cu
l
v
e
r
t
s

a
n
d

C
h
a
n
n
e
l
s

(
J
u
l
y

2
0
0
6
)
,

a
s
a
p
p
l
i
c
a
b
l
e
,

f
o
r

d
e
s
i
g
n

g
u
i
d
a
n
c
e
a
n
d

c
r
i
t
e
r
i
a
.
6
No
r
t
h

C
a
r
o
l
i
n
a

D
e
p
a
r
t
m
e
n
t

o
f

T
r
a
n
s
p
o
r
t
a
t
i
o
n
Hi
g
h
w
a
y

S
t
o
r
m
w
a
t
e
r

P
r
o
g
r
a
m
3.
4
2
Cl
a
s
s

'
B
'
13.6
Pr
e
f
o
r
m
e
d

S
c
o
u
r

H
o
l
e
s

a
n
d

E
n
e
r
g
y

D
i
s
s
i
p
a
t
o
r
s
114.02.3
74
.
0
0
Pi
p
e
/
S
t
r
u
c
t
u
r
e

Di
m
e
n
s
i
o
n
s
(i
n
)
Pi
p
e
Co
n
v
e
y
a
n
c
e

S
t
r
u
c
t
u
r
e
54
"

R
C
P
Pr
o
j
e
c
t
/
T
I
P

N
o
.
:
Ri
p
r
a
p

A
p
r
o
n

/

P
a
d
Cl
a
s
s

I
-L
-

5
6
+
2
7

R
T
3.9
24
"

C
S
P
Pi
p
e
10 11
-
Y
2
-

4
5
+
5
4

L
T
P
F
S
H
10
-
Y
2
-

3
9
+
4
8

R
T
-Y
2
-

3
5
+
5
7

R
T
R
i
p
r
a
p

A
p
r
o
n

/

P
a
d
Pi
p
e
1
8
"

C
S
P
1
0
.
6
2
.
3
Pi
p
e
4
8
"

R
C
P
1
2
6
.
0
3
.
3
Cl
a
s
s

'
B
'
4
.
4
1
N/
A
Ri
p
r
a
p

A
p
r
o
n

/

P
a
d
0.
9
2
16
-
Y
7
-

1
8
+
4
2

R
T
3
2
.
4
0
Cl
a
s
s

I
Ri
p
r
a
p

A
p
r
o
n

/

P
a
d
Ad
d
i
t
i
o
n
a
l

C
o
m
m
e
n
t
s
Ha
v
e

m
i
n
i
m
u
m

d
e
s
i
g
n

c
r
i
t
e
r
i
a
,

a
s

p
r
e
s
e
n
t
e
d

i
n

t
h
e

N
C
D
O
T

B
e
s
t

M
a
n
a
g
e
m
e
n
t

P
r
a
c
t
i
c
e
s

T
o
o
l
b
o
x

(
2
0
0
8
)
,

N
C
D
O
T

S
t
a
n
d
a
r
d

D
e
t
a
i
l
s
,

o
r

F
H
WA
HE
C
-
1
4

(
J
u
l
y

2
0
0
6
)
,

b
e
e
n

m
e
t

a
n
d

v
e
r
i
f
i
e
d
,

a
s

a
p
p
l
i
c
a
b
l
e
?

I
f

N
o
,

p
r
ov
i
d
e

f
u
r
t
h
e
r

e
x
p
l
a
n
a
n
t
i
o
n

o
f

w
h
y

d
e
s
i
g
n

c
r
i
t
e
r
i
a

w
a
s

n
o
t

m
et.
11
-
Y
2
-

4
4
+
7
9

R
T
R
i
p
r
a
p

A
p
r
o
n

/

P
a
d
C
l
a
s
s

I
8
3
.
1
0

S
T
O
R
M
W
A
T
E
R

M
A
N
A
G
E
M
E
N
T

P
L
A
N

FO
R

L
I
N
E
A
R

R
O
A
D
W
A
Y

P
R
O
J
E
C
T
S
YE
S
NO
FORSYTH & GUILFORD
VICINITY MAP

SITE
GUILFORD
COUNTY
FORSYTH
COUNTY
Greensboro
Winston-Salem
High Point
Summerfield
Stokesdale
Oak Ridge
Lewisville
Clemmons
Kernersville
Tobaccoville
Pleasant Garden
Walkertown
Rural Hall
Jamestown
Sedalia
King
Bethania
NCDOT
DIVISION OF HIGHWAYS
FORSYTH AND GUILFORD COUNTIES
PROJECT: 34858.3.3 (U-2800)
MACY GROVE RD.
BEGIN
PROJECT
END
PROJECT
SITE 3
SITE 4
SITE 2
SITE 1
SITE 5
LOCATION NCDOT
0 2,000 4,000
Feet
Source: USGS 7.5 Minute Quadrangle, Kernersville, NC
DIVISION OF HIGHWAYS
FORSYTH AND GUILFORD COUNTIES
PROJECT: 34858.3.3 (U-2800)
MACY GROVE RD.

WETLAND AND STREAM
IMPACTS
Pa
t
h
:

T
:
\
B
R
I
D
G
E
_
M
a
p
s
\
U
2
8
0
0
_
M
a
c
y
_
G
r
o
v
e
\
U
2
8
0
0
_
U
S
G
S
_
W
e
t
S
t
r
m
.
m
x
d
PR
O
P
E
R
T
Y

O
W
N
E
R

N
A
M
E
Mi
c
h
a
e
l

Y
o
r
k
24
8
8

D
e
l
l
w
o
o
d

D
R

A
t
l
a
n
t
a
,

G
A

3
0
3
0
5
Ga
r
d
e
n

T
o
w
e
r
s
,

L
L
P
21
0
1

N
E

R
h
o
d
e

I
s
l
a
n
d

A
V
E

W
a
s
h
i
n
g
t
o
n

D
C

2
0
0
1
8
Tw
i
n

C
i
t
y

P
r
o
p
e
r
t
i
e
s
12
5

A
l
l
e
n

S
T

K
e
r
n
e
r
s
v
i
l
l
e
,

N
C

2
7
2
8
4
WE
T
L
A
N
D

A
N
D

S
T
R
E
A
M

I
M
P
A
C
T
S
N.
C
.

D
E
P
T
.

O
F

T
R
A
N
S
P
O
R
T
A
T
I
O
N
DI
V
I
S
I
O
N

O
F

H
I
G
H
W
A
Y
S
FO
R
S
Y
T
H

A
N
D

G
U
I
L
F
O
R
D

C
O
U
N
T
I
E
S
PR
O
J
E
C
T
:

3
4
8
5
8
.
3
.
3

(
U
-
2
8
0
0
)
PE
R
M
I
T

D
R
A
W
I
N
G

S
H
E
E
T

 OF 1 
R:
\
H
y
d
r
a
u
l
i
c
s
\
C
a
l
c
u
l
a
t
i
o
n
s
\
P
e
r
m
i
t
\
U
-
2
8
0
0

W
e
t
P
r
o
p
.
x
l
s
PR
O
P
.

N
O
.
PR
O
P
E
R
T
Y

O
W
N
E
R

A
D
D
R
E
S
S
39 42 43
Ha
n
d
Ex
i
s
t
i
n
g

E
x
i
s
t
i
n
g

Pe
r
m
a
n
e
n
t
T
e
m
p
.

E
x
c
a
v
a
t
i
o
n
M
e
c
h
a
n
i
z
e
d

C
l
e
a
r
i
n
g
P
e
r
m
a
n
e
n
t

T
e
m
p
.

C
h
a
n
n
e
l
C
h
a
n
n
e
l
N
a
t
u
r
a
l

Si
t
e
St
a
t
i
o
n
St
r
u
c
t
u
r
e
F
i
l
l

I
n
F
i
l
l

I
n
i
n

C
l
e
a
r
i
n
g
i
n

S
W

S
W
I
m
p
a
c
t
s
I
m
p
a
c
t
s
S
t
r
e
a
m
No
.
(F
r
o
m
/
T
o
)
Si
z
e

/

T
y
p
e
W
e
t
l
a
n
d
s
W
e
t
l
a
n
d
s

W
e
t
l
a
n
d
s
i
n

W
e
t
l
a
n
d
s

W
e
t
l
a
n
d
s
i
m
p
a
c
t
s
i
m
p
a
c
t
s
P
e
r
m
a
n
e
n
t
T
e
m
p
.
D
e
s
i
g
n
(a
c
)
(
a
c
)
(
a
c
)
(
a
c
)
(
a
c
)
(
a
c
)
(
a
c
)
(
f
t
)
(
f
t
)
(
f
t
)
6
-
Y
7
-

1
8
+
2
8

T
O

2
0
+
0
4
4
8
"

R
C
P
0.
0
3
<
0
.
0
1
2
4
5
7
6
-
Y
7
-

1
8
+
2
8

T
O

2
0
+
0
4
B
a
n
k

S
t
a
b
i
l
i
z
a
t
i
o
n
<0
.
0
1
17
0.
0
3
<
0
.
0
1
2
6
2
7
3
-
Y
2
-

3
8
+
0
9

T
O

3
9
+
6
0

R
T
R
O
A
D
W
A
Y

F
I
L
L
0.
0
3
4
-
Y
2
-

3
5
+
6
0

R
T
54
"

R
C
P
<0
.
0
1
12
4
-
Y
2
-

3
5
+
6
0

R
T
B
a
n
k

S
t
a
b
i
l
i
z
a
t
i
o
n
0.
0
1
24
5
-
Y
2
-

4
4
+
5
7

T
O

4
7
+
2
6
R
O
A
D
W
A
Y

F
I
L
L
0
.
0
3
<
0
.
0
1
2
0
3
2
6
5
-
Y
2
-

4
4
+
5
7

T
O

4
7
+
2
6
B
a
n
k

S
t
a
b
i
l
i
z
a
t
i
o
n
<
0
.
0
1
1
6
7
-
Y
2
-

4
7
+
5
0

L
T
R
O
A
D
W
A
Y

F
I
L
L
<0
.
0
1
2
7
0.
0
3
0.
0
4
<
0
.
0
1
2
5
5
5
3
AT
N

R
e
v
i
s
e
d

3
/
3
1
/
0
5
PE
R
M
I
T

D
R
A
W
I
N
G

4

O
F

1
3

W
E
T
L
A
N
D

A
N
D

S
T
R
E
A
M

P
E
R
M
I
T

I
M
P
A
C
T

S
U
M
M
A
R
Y
SU
R
F
A
C
E

W
A
T
E
R

I
M
P
A
C
T
S
WE
T
L
A
N
D

I
M
P
A
C
T
S
Ra
n
d
l
e
m
a
n

W
a
t
e
r
s
h
e
d
TO
T
A
L
S
:
FO
R
S
Y
T
H

&

G
U
I
L
F
O
R
D

C
O
U
N
T
I
E
S
NC

D
E
P
A
R
T
M
E
N
T

O
F

T
R
A
N
S
P
O
R
T
A
T
I
O
N
DI
V
I
S
I
O
N

O
F

H
I
G
H
W
A
Y
S
PR
O
J
E
C
T
:

3
4
8
5
8
.
3
.
3

(
U
-
2
8
0
0
)
Jo
r
d
a
n

W
a
t
e
r
s
h
e
d
TO
T
A
L
S
:
NO
T
E
:

N
O

S
I
T
E
S

1

O
R

2
D A T U M
D E S CR
I
P T I
ON
T H E L O C A L I Z E D C O O R D I N A T E S Y S T E M D E V E L O P E D F O R T H I S P R O J E C T
I S B A S E D O N T H E S T A T E P L AN E C O O R D I N A T E S E S T A B L I S H E D B Y
N C DO T F O R M O NU M E N T "U 2 8 0 0 -1 "
W I T H N A D 8 3 /9 5 S T A T E P L A N E G R I D C O O R D I N A TE S O F
N O R T H I N G : 8 5 6 5 3 8 .3 1 6 0 (f t ) E A S T I N G : 1 69
0 8 3 8 .4 3 2 0 (f t )
E L E V A T I O N : 94
8 .9 9 (f t )
T H E A V E R A G E C O M B I N E D G R I D F A C T O R U S E D O N T H I S P R O J E C T
(G R O UN D T O G R I D ) I S : 0 .9 9 9 9 4 1 4 2
T H E N .C . L A M B E R T G R I D B E A R I N G A N D
L O C A L I Z E D H O R I Z O N T A L G R O U N D D I S T A N C E F R O M
"U 2 8 0 0 -1 " T O -L - S T A T I O N 1 0 +0 1 .0 1 I S
2 8 6 .5 6 (f t ) N 1 1 8 ’ 0 4 .3 " E
A L L L I N E A R D I M E N S I O N S A R E L O C A L I Z E D H O R I Z O N T A L D I S T A N C E S
V E R T I C A L D A T U M U S E D I S N A V D 8 8
P R O P . 48
" W W
F E N C E
P R O P . 48 " WW F E N C E
P R O P . 48
" W W
F E N C E
P R O P . 48
" WW

F E N C E
P R O P . 48
" WW

F E N C E
P R O P . 48
" W W
F E N C E
P R O P . 48 " W W F E N C E
P R O P . 48
" WW

F E N C E
P R O P . 48 " WW F E N C E
P R O P . 48 " WW F E N C E
P R O P . 4 8 " W W F E N C E
P R O P . 48 " WW F E N C E
P R O P . 4 8 " WW F E N C E
P R O P . 4 8 " WW F E N C E
P R O P . 4 8 " W W F E N C E
P R O P . 48 " WW
F E N C E
P R O P . 48 " WW F E N C E
PROP. 48" WW FENCE PROP. 48" WW FENCE
PROP. 48" WW FENCE
P R O P . 48 " WW F E N C E
P R O P . 4 8 " W W F E N C E
P R O P . 48 " WW F E N C E
P R O P . 4 8 " WW F E N C E
P R O P . 4 8 " W W F E N C E
P R O P . 48 " W W F E N C E
CR
CR
CR
CR
CR CR
CR
CR
CR
CR
CR
P R O P . 48
" WW

F E N C E
W W F E N C E
P R O P . 48 "
CR
CR
CR
CR
CR
CR
CR
P R O P . 48 " W W F E N C E
R E M O V E F E N C E
P R O P . 48 " W W F E N C E
P R O P . 4 8 " WW F E N C E
R E M O V E F E N C E
R E M O V E F E N C E
REMOVE FENCE
PROP. 48" WW FENCE
REMOVE FENCE
PROP. 48" WW FENCE
REMOVE FENCE
R E M O V E F E N C E
P R O P . 4 8 " W W F E N C E
R E M OV E F E N C E
REMOVE FENCE
REMOVE FENCE REMOVE FENCE R E M OV E F E N C E REMOVE FENCE
REMOVE FENCE REMOVE FENCE
P R O P . 4 8 " WW F E N C E
R E T A I N E X I S T I NG F E N C E
P R O P . 4 8 " WW F E N C E
P R O P . 48
" W W
F E N C E
PROP. 48" WW FENCE
P R O P . 4 8 " W W F E N C E
P R O P . 48 " WW F E N C E
WW F E N C E
P R O P . 4 8 "
W W F E N C E P R O P . 4 8 "
P R O P . 48 " WW F E N C E
R E M O V E F E N C E
WW F E N C E
P R O P . 4 8 "
K e r n e r s v i l l e M e m o r i a l G a r d e n s
C 630
1.32
206
P R O P . 4 8 " WW F E N C E
P R O P . 48 " W W F E N C E
P R O P . 4 8 " W W F E N C E
P R O P . 4 8 " W W F E N C E
P R O P . 48 " W W F E N C E
P R O P . 48 " W W F E N C E
PROP. 48" WW FENCE
P R O P . 4 8 " W W F E N C E
P R O P . 4 8 " WW F E N C E
P R O P . 4 8 " WW F E N C E
P R O P . 4 8 " W W F E N C E
P R O P . 4 8 " W W F E N C E
P R O P . 48 " W W F E N C E
P R O P . 4 8 " W W F E N C E
P R O P . 4 8 " W W F E N C E
P R O P . 4 8 " W W F E N C E
PROP. 48" WW FENCE
PROP. 48" WW FENCE PROP. 48" WW FENCE
PROP. 48" WW FENCE
P R O P . 48 " W W F E N C E
P R O P . 48 " W W F E N C E
P R O P . 4 8 " W W F E N C E
P R O P . 4 8 " WW F E N C E
P R O P . 4 8 " WW F E N C E
P R O P . 4 8 " W W F E N C E
P R O P . 4 8 " WW F E N C E
WW F E N C E P R O P . 4 8 "
PROP. 48" WW FENCE
REMOVE FENCE
PROP. 48" WW FENCE
PROP. 48" WW FENCE REMOVE FENCE
REMOVE FENCE
REMOVE FENCE
PROP. 48" WW FENCE REMOVE FENCE PROP. 48" WW FENCE REMOVE FENCE
R E M O V E F E N C E
P R O P . 4 8 " W W F E N C E
REMOVE FENCE
REMOVE FENCE REMOVE FENCE REMOVE FENCE REMOVE FENCE REMOVE FENCE
REMOVE FENCE REMOVE FENCE
P R O P . 4 8 " W W F E N C E
R E T A I N E X I S T I NG F E N C E
P R O P . 48 " W W F E N C E
P R O P . 4 8 " W W F E N C E
PROP. 48" WW FENCE
PROP. 48" WW FENCE
PROP. 48" WW FENCE
WW F E N C E P R O P . 48 "
WW FENCE PROP. 48"
P R O P . 4 8 " W W F E N C E
REMOVE FENCE
W W F E N C E P R O P . 4 8 "
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
T O G R EE N S B O R O
T O W I N S T O N -S A LE M
SITE 4
SITE 5
E NGLISH
STREAM IMPACTS
WETLAND AND
SHEET 5 OF 13
PERMIT DRAWING
SITE 3
WATERSHED
JORDAN
WATERSHED
RANDLEMAN
WETLAND AND STREAM IMPACTS
SITE 6
SITE 7
KERNERSVILLE - SR 2601 (MACY GROVE ROAD)

STP-2601 (1)

STATE STATE PROJECT REFERENCE NO.
STATE PROJ. NO.F. A. PROJ. NO.DESCRIPTION
NO.
TOTAL
SHEETS
N.C.
SHEET
1

LOCATION:
TYPE OF WORK:
0
9
/
0
8
/
9
9
U-2800 DIVISION OF HIGHWAYS
STATE OF NORTH CAROLINA
3
/
19
/
2
0
1
3
R
:
\
H
y
d
r
a
u
li
c
s
\
P
E
R
M
I T
S
_
E
n
v
i
r
o
n
m
e
n
t
a
l\
D
r
a
w
i
n
g
s
\
W
e
t
l
a
n
d
s
\
U
2
8
0
0
_
H
Y
D
_
p
r
m
_
w
e
t
_
t
s
h
.
d
g
n
F
k
e
y
s C
O
N
T
R
A
C
T
:

C
2
0
2
8
5
3
T
I
P

P
R
O
J
E
C
T
:

U
-
2
8
0
0
0
0
0
PROFILE (HORIZONTAL)
DESIGN DATA GRAPHIC SCALES
PLANS
PROFILE (VERTICAL)
0
0 0
PROJECT LENGTH
LETTING DATE:
DIVISION OF HIGHWAYS
PROJECT ENGINEER
PROJECT DESIGN ENGINEER
FOR
CONTRACTOR :
J. T. Peacock, Jr., P.E.
50 25 50 100
50 25 50 100
10 5 10 20
SIGNATURE:
SIGNATURE:
P.E.
P.E.
HYDRAULICS ENGINEER
ENGINEER
ROADWAY DESIGN
D
E
P
A
R
T
M E N
T
O
F T R A N S P O R T A
T
I O
N
S
T
A T E O F N O R T
H
C A R
O
L I
N
A
DESIGN - BUILD TEAM
1-888-521-4455 OR 919-878-9560
NC LICENSE NO. F-0112
RALEIGH, NORTH CAROLINA 27609
900 RIDGEFIELD DRIVE, SUITE 350
RUMMEL, KLEPPER & KAHL, LLP
TOTAL LENGTH TIP PROJECT U-2800................
LENGTH STRUCTURE TIP PROJECT U-2800........
LENGTH ROADWAY TIP PROJECT U-2800.........
Brandon J. McInnis, P.E.
VICINITY MAP
%
(
(
Begin Project
End Project
66
150
66
421
%421
$40
BUS
$40
BUS
$40
FORSYTH / GUILFORD COUNTIES D EE P R I V E R
C
R
E
E
K
A
B
B
O
T
T
S
KERNERSVILLE
G
U
I
L
F
O
R
D

C
O
U
N
T
Y
F
O
R
S
Y
T
H

C
O
U
N
T
Y
S OU T H E R N RR
NO R F O L K
-Y
9 -
-
D
R
1 -
-Y 7
-
-
Y
6
-
-
Y
1
1
-
8 9
15
16
6
5
10
11 12 14 13
17
4
7
I NDU S T R I A L P A R K D R .-Y 1 - S R 4319
M
A
C
Y

G
R
O
V
E

R
D
.
-
L
-

S
R

2
6
0
1
N S RR
E A S T M OUN T A I N S T .
-Y 5 - S R 1005
CHARLOTTE, NC 28273
1415 E. WESTINGHOUSE BLVD.
BLYTHE DEVELOPMENT COMPANY
2012 STANDARD SPECIFICATIONS
V =
T =
D =
DHV =
ADT 2030 =
ADT 2012 =
50 MPH
9 % *
55 %
10 %
34,400
12,500
0.917 mi
0.073 mi
0.844 mi
$%
(
(
40
BUS 421
150
66
66
$%40
BUS 421
34858.3.3
G
U
I
L
F
O
R
D

C
O
U
N
T
Y
F
O
R
S
Y
T
H

C
O
U
N
T
Y
K
E
R
N
E
R
S
V I
L
L
E
-Y2-
-
Y
1
2
-
-Y 4 A -
-L- Sta. 34+08.20–
BEGIN BRIDGE
-L- Sta. 35+63.70–
END BRIDGE
-L- Sta. 46+81.56–
BEGIN BRIDGE
-L- Sta. 47+98.06–
END BRIDGE
-L- Sta. 52+11.80–
BEGIN BRIDGE
-L- Sta. 53+22.80–
END BRIDGE
-Y 3 - S R 2042
O L D G R EE N S B O R O R D .
-L- Sta. 12+75.00
BEGIN TIP PROJECT U-2800
-L- Sta. 61+18.48
END TIP PROJECT U-2800
AUGUST 13, 2012
See Sheet 1-B For Conventional Symbols
See Sheets 1-A For Index of Sheets
FROM SOUTH OF SR 4319 (INDUSTRIAL PARK DRIVE) TO
GRADING, DRAINAGE, PAVING, STRUCTURES,
B
A D
C
N
A
D

8
3
* ( TTST 2% + DUALS 7%)
NORTH OF SR 1005 (EAST MOUNTAIN STREET) IN KERNERSVILLE
SIGNALS, SIGNING, LIGHTING, AND ITS
-
R
A
M
P -
K
E
R
N
E
R
S
V
I
L
L
E
N.T.S.
OFFSITE DETOUR ROUTES
COLLECTOR
FUNC. CLASS = URBAN
3. A PORTION OF THIS PROJECT IS WITHIN THE MUNICIPAL BOUNDARIES OF KERNERSVILLE.
ON THE PLANS FOR MACY GROVE RD.
CONTROLLED ACCESS PROJECT WITH ACCESS BEING LIMITED TO POINTS AS SHOWN
INTERCHANGES AND AT GRADE INTERSECTIONS ALONG I-40 BUS. THIS IS A PARTIAL
2. THIS IS A CONTROLLED ACCESS PROJECT WITH ACCESS BEING LIMITED TO
TO THE LIMITS ESTABLISHED BY METHOD III.
1. CLEARING ON THIS PROJECT SHALL BE PERFORMED
NOTES:
-D R 2 -
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
SHEET 6 OF 13
PERMIT DRAWING
HYDRAULICS ROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.
SHEET NO.PROJECT REFERENCE NO.
3
/
19
/
2
0
1
3
R
:
\
H
y
d
r
a
u
l
i
c
s
\
P
E
R
M
I
T
S
_
E
n
v
i
r
o
n
m
e
n
t
a
l
\
D
r
a
w
i
n
g
s
\
W
e
t
l
a
n
d
s
\
u
2
8
0
0
_
H
y
d
_
D
i
t
c
h
D
e
t
.
d
g
n
F
k
e
y
s
8
/
1
7
/
9
9
U-2800 DITCH DETAILS
PLANS PREPARED BY :
900 RIDGEFIELD DRIVE SUITE 350
RALEIGH, NORTH CAROLINA 27609-3960
RUMMEL, KLEPPER & KAHL, LLP
NC LICENSE NO. F-0112 [phone]
Median Ditch
( Not to Scale)
FALSE SUMP
S
S=Ditch Slope
etc.
GI
L
2’
D
D
Ditch Grade L L Ditch Grade
0.0% To 2.0%
Over 2.0% To 4.0%
20’
30’
Over 4.0% To 6.0%
Over 6.0%
40’
50’
9"
20’L (See Chart Below)

DETAIL
C Proposed Ditch
VA R .
S T A
K
E
S L O
P
E
5.0’5.0’
D
2 :
1
L I M
I T S
C
LE
A
R I N
G ( Not to Scale)
BERM DITCH
10.0’ V.C.
-Y5- STA. 31+00 TO STA. 34+00 RT
4.0’
DETAIL H
2.0’
Max. d= 1.0Ft.
Min. D= 1.0Ft.
Type of Liner= PSRM
d
Geotextile
d
2 :
1
B
D
( Not to Scale)
F l a tt e r 4 :1 o r
SPECIAL LATERAL BASE DITCH
-Y2- STA. 90+50 TO STA. 91+10 LT
Slope
Fill
DETAIL P
B= 2.0Ft.
Max. d= 1.0Ft.
Min. D= 1.0Ft.
Type of Liner= Class B Rip-Rap
Ground
Natural
Geotextile
2 :1 2 :
1
D
( Not to Scale)
STANDARD BASE DITCH
B
d
BEG EL=961.1, END EL=957.0
-L- STA. 27+63 RT; L=60’, S=6.81%
DETAIL Q
B= 4.0Ft.
Max. d= 1.0Ft.
Min. D= 1.0Ft.
Ground
Natural
Ground
Natural
*When B is < 6.0’
Type of Liner= Class B Rip-Rap
Geotextile
( Not to Scale)
TOE PROTECTION
d
F L A TTE R 2 :1 O R
-Y9- STA. 18+00 TO STA. 19+50 LT
-Y7- STA. 18+40 TO STA. 20+20 RT
-Y7- STA. 17+50 TO STA. 20+40 LT
-Y2- STA. 47+00 TO STA. 47+60 LT
DETAIL I
Type of Liner= Class B Rip-Rap
d= 1.0Ft.
GROUND
NATURAL SLOPE
FILL
GEOTEXTILE
( Not to Scale)
F l a tt e r
2 :1
o r F l a tt e r 2 :1 o r
-Y2- STA. 17+00 TO STA. 18+50 CL
D
D= 1.0’
Point
Shoulder
Point
Shoulder
PSRM
MEDIAN V DITCH w/PSRM
DETAIL C
A A
W
PLAN VIEW
SECTION A-A
(4’min typ.)
Permanent Soil Reinforcement
matting (PSRM)
Seed with native
grasses at installation.
PREFORMED SCOUR HOLE DETAIL R
-Y2- STA. 45+43 LT
*NOT TO SCALE
B
F I
LL
S
L O P
E
2 :1 2 :1
PIPE (d = 15" OR 18")
INFLOW
3/08
W= 4.0’
D= 1.0’
B= 3.75’
not shown for clarity)
(Rip Rap in basin
GROUND
NATURAL
Outlet
Pipe or Ditch
Scour Hole (PSH)
Square Preformed
D
PSRM
MIN. 1’ TUCK
WITH NATURAL GROUND
INSTALL LEVEL AND FLUSH
WITH GEOTEXTILE
LINER: CLASS B RIPRAP
( Not to Scale)
F l a t t e r
2 :
1
o r F l a tt e r 2 :1 o r
-Y2- STA. 48+20 TO STA. 50+00 CL
-Y2- STA. 39+50 TO STA. 41+50 CL
-Y2- STA. 32+50 TO STA. 36+00 CL
-Y2- STA. 24+00 TO STA. 26+00 CL
-Y2- STA. 18+50 TO STA. 22+50 CL
Point
Shoulder
Point
Shoulder
MEDIAN V DITCH
DETAIL L
1 :1 1 :1
V A
R
I
E
S

FLOW
{

A
A
F L O W
{
NOT TO SCALE

B
B
CHANNEL
EXISTING
BACKFILL
B E D
T B
T B
5’ Min.10’
OF EXISTING CHANNEL
MIN. OF BEYOND LIMITS
EXTEND CHANNEL BLOCK
LENGTH
MIN.
BACKFILL
COMPACTED
BACKFILL
UNCOMPACTED
OF EXISTING CHANNEL
MIN. OF BEYOND INVERT
EXTEND CHANNEL BLOCK
SPECIFIED IN PLANS
BE TREATED AS
NEW STREAMBANK SHALL
BACKFILL
COMPACTED
BACKFILL
UNCOMPACTED
SPECIAL PROVISIONS)
MATERIAL (SEE PROJECT
IMPERVIOUS SELECT
FINISH GRADE
1.5’
BACKFILL
COMPACTED
PLAN VIEW STREAM PLUG DETAIL S
SECTION A-A
SECTION B-B
THE ENGINEER.
6) COMPACT BACKFILL TO EXTENT POSSIBLE OR AT THE DIRECTION OF
THE PROJECT SPECIFICATIONS IMMEDIATELY AFTER GRADING.
5) INSTALL EROSION CONTROL MATTING AND SEED IN ACCORDANCE WITH
EXISTING STREAM CHANNEL.
4) BLOCK SHOULD EXTEND A MINIMUM OF 1.0’ BEYOND THE LIMITS OF THE
OF THE EXISTING CHANNEL.
3) BOTTOM OF BLOCK SHOULD BE A MINIMUM OF 1.0’ BELOW THE INVERT
CHANNEL AND PROPOSED CHANNEL.
2) BLOCK SHOULD BE INSTALLED AT THE INTERFACE BETWEEN EXISTING
PROJECT SPECIFICATIONS.
1) CHANNEL BLOCK SHALL BE INSTALLED IN ACCORDANCE WITH THE
NOTES:
INVERT
CHANNEL
-Y2- STA. 45+00 RT
F l a t t e r 4 :1 o r
D
2 :
1
( Not to Scale)
SPECIAL CUT DITCH
-Y3- STA. 17+50 TO STA. 19+00 LT
DETAIL O
Min. D= 1.5Ft.
Ground
Natural Slope
Ditch
Front
LATERAL ’V’ DITCH
( Not to Scale)
D
2 :
1 2 :1
b
1"/Ft.
-Y9- STA. 17+15 TO STA. 18+00 LT
-Y9- STA. 13+00 TO STA. 17+00 RT
-Y3- STA. 14+75 TO STA. 16+50 LT (3:1 SIDE SLOPES)
b= 5.0Ft.
Min. D= 1.0Ft.
DETAIL J
Ground
Natural
Slope
Fill
( Not to Scale)
LATERAL BASE DITCH
2 :
1 D
B
b
d
2 :1 1"/Ft.
-Y12- STA. 14+50 TO STA. 16+00 RT
-Y2- STA. 91+00 TO STA. 92+40 RT
-Y2- STA. 88+00 TO STA. 89+00 RT
DETAIL B
b= 5.0Ft.
B= 4.0Ft.
Max. d= 1.0Ft.
Min. D= 1.0Ft.
*When B is < 6.0’
Type of Liner= Class B Rip-Rap
Ground
Natural
Slope
Fill
GEOTEXTILE
( Not to Scale)
SPECIAL LATERAL ’V’ DITCH
D
d
2 :
1
-Y12- STA. 14+50 TO STA. 16+00 LT
DETAIL K
Max. d= 1.0Ft.
Min. D= 1.0Ft.
Type of Liner= Class B Rip-Rap
Filter Fabric
Slope
Fill
F l a tt e r 2 :1 o r
Ground
Natural
B
3 :1 3 :
1 D
( Not to Scale)
STANDARD BASE DITCH
BEG EL=955.6, END EL=955.4
LAST 61’: L=61’, S=0.30%
BEG EL=957.0, END EL=955.6;
NEXT 89’: L=89’, S=1.55%
FIRST 60’ SEE DETAIL Q;
-L- STA. 27+63 RT;
DETAIL D
B= 4.0Ft.
Min. D= 1.0Ft.
Ground
Natural
Ground
Natural
B
3 :1 3 :
1 D
( Not to Scale)
STANDARD BASE DITCH
BEG EL=954.5, END EL=953.8
L=213’, S=0.30%
-Y1- STA. 10+64 TO STA. 12+77 LT
BEG EL=965.7, END EL=965.5
-RPD- STA. 19+06 RT; L=48’, S=0.42%
BEG EL=967.9, END EL=966.2
-DRI- STA. 11+40 LT; L=311’, S=0.50%
DETAIL N
B= 2.0Ft.
Min. D= 1.0Ft.
Ground
Natural
Ground
Natural
F l a tt e r 4 :1 o r
D
2 :
1
( Not to Scale)
SPECIAL CUT DITCH
-Y12A- STA. 10+25 TO STA. 10+75 LT
-Y12- STA. 16+00 TO STA. 17+50 RT
-Y6- STA. 11+00 TO STA. 11+50 LT
-Y6- STA. 10+65 TO STA. 11+00 RT
-Y2- STA. 93+50 TO STA. 96+58 RT
-Y2- STA. 80+50 TO STA. 81+50 RT
-Y2- STA. 75+00 TO STA. 83+50 LT
-Y2- STA. 62+00 TO STA. 66+50 LT
-Y2- STA. 54+00 TO STA. 57+00 LT (USE 6:1)
-Y2- STA. 47+50 TO STA. 51+50 RT (USE 6:1)
-Y2- STA. 44+00 TO STA. 45+00 LT
-Y2- STA. 39+50 TO STA. 41+50 LT
-Y2- STA. 31+50 TO STA. 35+00 RT
-Y2- STA. 22+50 TO STA. 24+00 RT
-Y2- STA. 20+00 TO STA. 24+50 LT
-RPD- STA. 18+85 TO STA. 20+75 LT
-RPB- STA. 16+95 TO STA. 19+90 RT
-RPA- STA. 18+15 TO STA. 20+15 LT (USE 6:1)
-DR2- STA. 11+00 TO STA. 12+50 LT & RT
-L- STA. 12+72 TO STA. 25+50 LT
-L- STA. 12+71 TO STA. 13+50 RT
DETAIL A
Min. D= 1.0Ft.
Ground
Natural Slope
Ditch
Front
( Not to Scale)
2 :1 2 :
1 D
B
b
LATERAL BASE DITCH
1"/Ft.
-Y12- STA. 14+50 TO STA. 16+00 RT
-Y12- STA. 10+34 TO STA. 11+00 LT
-Y9- STA. 17+00 TO STA. 18+25 RT
-Y9- STA. 10+72 TO STA. 16+12 LT
-Y5- STA. 17+00 TO STA. 19+50 LT; 3:1 SLOPES
-Y2- STA. 92+40 TO STA. 93+50 RT
-Y2- STA. 89+00 TO STA. 91+00 RT
-Y2- STA. 35+00 TO STA. 39+00 LT; 3:1 SLOPES
-RPC- STA. 18+00 TO STA. 21+94 RT; 3:1 SLOPES
-RPB- STA. 19+90 TO STA. 21+65 RT
-L- STA. 54+00 TO STA. 58+00 LT; 3:1 SLOPES
-L- STA. 32+58 TO STA. 33+55 RT; 3:1 SLOPES
-L- STA. 27+63 TO STA. 30+67 RT; 3:1 SLOPES
DETAIL E
b= 5.0Ft.
B= 4.0Ft.
Min. D= 1.0Ft.
Ground
Natural
Slope
Fill
( Not to Scale)
RIP RAP AT EMBANKMENT
DETAIL F
Filter Fabric
1.0’
Var.
V a r .V a r .
-Y7- STA. 18+39 RT
-Y2- STA. 44+79 RT
-Y2- STA. 35+57 RT
MICHAEL YORK
DB 794 PG 33
DB 903 PG 511
DB 1119 PG 884
DB 905 PG 395
DB 957 PG 184
DB 1039 PG 505
DB 996 PG 444
DB 1143 PG 1615
CONGRESS GARDENS INC
DB 2715 PG 387
CONGRESS GARDENS, INC
DB 2952 PG 292
GARDEN TOWERS, LLP
DB 2963 PG 1013
42
39
;
;
;
;
;
46
D I
D I
24 " C L A
Y
F E S
F E S
A
B A
ND
O
N
E D
4
8
"
R
C
P
4
8
"
R
C
P
18
" R
C
P
1 8
" R
C
P
15 " RC P
15 " RC P
15 " R C P
24
’ B
S
T
4
’ B
S
T
1 1 ’ B
S
T
35 ’ B S T
5 ’ B S T
4 ’ B S T
M TL
M
TL
M
TL
M TL
M TL
M TL
M TL
R I P R A P
1 0 ’ C H L
1 0 ’ C
H L
C
ON
C
C ON C
C
O
N
C
C
A
N
O
P
Y
C
O
N
C
C O N C
LT L T
LT
L T
C A NO P Y
C
O
N
C
C ON C
C ON C
C
O
N
C
C
U
R
B
C
O
N
C
C
U
R
B
C
O
N
C
C
U
R
B
C
O
N
C

C
U
R
B
C O N C C U RB
B S T
C
ON
C
C O N C
C ON C
C ON C C U RB
6
" HD
P
E
L T
LT
LT
LT
C
O
N
C

C
U
R
B
C
O
N
C

C
U
R
B
LT
D I
D I
C A NO P Y
12 " RC P
R I P R A P BST
1SBK
SCHOOL
1SBK
1SBK
BST
E NGLISH
SHEET 7 OF 13
PERMIT DRAWING
S S SURFACE WATER
DENOTES IMPACTS IN
CLEARING
DENOTES MECHANIZED **
*
*
***
**
*
*
1 8
" C
O
N
C
1 8
" C
ON
C
24
" C L A
Y
A
B A
N
D
O
N
E D
F E S
15 " C O N C
6
" P
L
A S
T
I C
1 5 " C O N C
15 " C O N C
D
I
D
I
F E S
D I
T H R OA T
O P E N
D I
T H R OA T
O P E N
4
8
"
C
O
N
C
4
8
"
C
O
N
C
4
"
M
T
L
8 "C L AY
8 "
C L AY
8 "C L A
Y
8 "C L A
Y
6 "P L A S T I C
6 "P L A S T I C
8 "C L A
Y
6 "P L A S T I C
6 "P L A S T I C
6 "P L A S T I C
6 "P L A S T I C
4 "D
I P
8 "C L A
Y
8 "C L AY
UNK
N
O
W N
O
T
H
E R
E
ND
UNK
N O W N
O T H E R
E ND
U NK NO W N
O T H E R E N D
U NK NO W N
O T H E R E ND UNKNO
W N
O T H E R E N D
UNKN O W N
O T H E R E N D U N K N O W N
O T H E R E N D 6 "P L A S T I C
U
N
K
N
O
W N
O T
H E R E
N
D
VA
U
L
T
s
W
A
TE
R
R
I S E R
1 .25 " P L A S T I C
2 " S TE EL
E O I
6 " T Y P E UNK NO W N
S
I GNA
L
NO
S
I GNA
L
NO
S
I GNA
L
NO
T
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
.0
2
.0
6
.05
.0
4
.03
.0
2
.0
1
.00
.0
1
.0
2
.0
3
.04
.0
5
.0
6
.0
7
.0
8
.0
2
.0
1
.0
0
.0
1
.0
2
.0
3
.0
4
.0
5
.0
6
.
0
7
.
0
8
.0
2 .0
3 .0
4
(T Y P )
36
.67 ’
.0
6
(T Y P
)
5
5
’
(T Y P
)
53
.75
’
(T Y P )
54 ’
30 +00
3 5 +0 0
40 +00
-Y2- ST Sta. 30+54.69
-Y2- TS Sta. 37+41.54
-Y2- SC Sta. 41+71.54
3 0 +00
35
+
00
4 0 +0 0
-Y2_LT- CS Sta. 32+96.74
-Y2_LT- SRS Sta. 36+26.74
-Y2_LT- SC Sta. 40+56.74
P R O P . 48 " WW F E N C E
PROP. 48" WW FENCE
P R O P . 48 " WW
F E N C E
-Y 2_LT -
-Y 2 -
10 +00
-RAMP- ST Sta. 10+00.00
-R A M P -
C
F
C
C
C
C F
C
F
F F
C
C
F
F
SITE 4
SITE 3
V10=2.34ft/s
Q10=10.64cfs
WATERSHED
RANDLEMAN
HYDRAULICS ROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.
SHEET NO.PROJECT REFERENCE NO.
3
/
2
8
/
2
0
1
3
R
:
\
H
y
d
r
a
u
l
i
c
s
\
P
E
R
M
I
T
S
_
E
n
v
i
r
o
n
m
e
n
t
a
l
\
D
r
a
w
i
n
g
s
\
W
e
t
l
a
n
d
s
\
U
2
8
0
0
_
H
y
d
_
p
r
m
_
w
e
t
_
p
s
h
1
0
.
d
g
n
F
k
e
y
s
8
/
1
7
/
9
9
U-2800 10
PLANS PREPARED BY :
900 RIDGEFIELD DRIVE SUITE 350
RALEIGH, NORTH CAROLINA 27609-3960
RUMMEL, KLEPPER & KAHL, LLP
NC LICENSE NO. F-0112 [phone]
M
A
T C
H
L I N
E
-
Y 2
-

S
T A
. 2
9
+
5
0

S
EE

S
H
EE
T
9
M
A
T
C
H
L
I
N
E

-
Y
2
-

S
T
A
.

4
2
+
5
0

S
E
E

S
H
E
E
T

1
1
N
A
D
83
FOR DITCH DETAILS SEE SHT. 2-M
FOR -RAMP- PROFILE SEE SHT. 29
FOR -Y2_LT- PROFILE SEE SHTS. 21 & 22
FOR -Y2- PROFILE SEE SHTS. 21 & 22
42
43
44
45
B
C
A
A
B
C
A-A
0.3’
3.5’
INFALL
12.0’
5.0’
B-B
0.5’
2.5’
OUTFALL
15.0’
10.0’
C-C
0.1’
1.0’
OUTFALL
8.0’
5.0’
922.03 921.99 921.71
920.52
920.98
920.43
920.03
919.44
LP
-Y2 LT- STA. 39+84.42
LP
-Y2- STA. 35+28.66
SEE DETAIL L
MEDIAN V DITCH
15
"

C
S
P
15
" RC
P
-III

15
" RC
P
-I I I
2 4 " RC P -III
24 " RC P -III
2GI-A
2GI-A
JB w/Slab Lid
1005
1001
1004
1006
1002
1003
TB 2GI
TB 2GI
TB 2GI
R
E
T
A
I
N
R
E
T
A
I
N 1007
SEE DETAIL A
SPECIAL CUT DITCH
FS
FS
1009
2GI
2GI
FS
W/ 7 SY FIL FAB
2 TONS CL B RIPRAP
INV=939.9
1011 1012
15 " C SP
E L B
E L B
R O D & L U G 2 EL B O W S
EL B
EL
B
R O
D

&

L U
G
2

E
L B O
W
S
W/ 7 SY FIL FAB
2 TONS CL B RIPRAP
INV=928.6
INV=918.5
15 " RC P -II I
W/ 10 SY FIL FAB
3 TONS CL B RIPRAP
INV=921.6
KEYED IN
33 TONS CL B RIPRAP
2GI
Adj. 2GI
R ET
A I N
R ET
A I N
JB w/Slab Lid
JB w/Slab Lid
FS 2GI
COLLAR
18" RCP-III
REMOVE DI 1014
1015
1013
1016
1017
1018
5
4
"
R
C
P
-
I
I
I
SEE DETAIL A
SPECIAL CUT DITCH
SEE DETAIL E
LATERAL BASE DITCH
1008
INV=928.6
FIL FAB
RIPRAP W/ 7 SY
2 TONS CL B
SEE DETAIL L
MEDIAN V DITCH
FS
FS
HW
FROM ENDWALL TO JS
PROVIDES 25’ DISTANCE
ENDWALL 9.0’
FILL SLOPE 1.5:1
ELB
ELB
ROD & LUG
2 ELBOWS
18" CSP
15 " RC P -II I
ON BANKS ONLY
W/ 62 SY FIL FAB
33 TONS CL I RIPRAP
SEE DETAIL F
RIPRAP AT EMBANKMENT
C F
SITE 4
43
922.03 921.99 921.71
JB w/Slab Lid
R
E
T
A
I
N 1007
FS
2GI
INV=918.5
JB w/Slab Lid
5
4
"
R
C
P
-
I
I
I
1008
HW
15 " RC P -III
ON BANKS ONLY
W/ 62 SY FIL FAB
33 TONS CL I RIPRAP
SEE DETAIL F
RIPRAP AT EMBANKMENT
4
8
"
R
C
P
I NV
=
918
.66
4
8
"
C
O
N
C
920
920
92 0
92 0
920
920
9
2
0
92
0
920
920
920
9 20
920
92 0
92
0
9 2 0
9 20
92
5
925
92
5
92
5
925
92 5
925
9
2
5
925
925
925
925
925
925
925
925
92 5
925
925
925
92
5
9 2
5
92 5
9 25
925
92 5
9 25
9
2
5
9
2
5
9 2 5
9 2 5
930
930
930
9 30
9 30
930
930
930
930
930
9 3 0
9 3 0
9 3 0
9 30
930
930
9 3 0
930
930
9 3 0
9 3 0
93
0
9
3
0
9
3
0
9 3 0
930
930
9
3 0
9 30
9
3
0
9 3 0
930
9 30
930
93 0
930
93
0
930
9 3 0
9
3
0
930
9
3
0
9 3 0
9 30
9
3
0
9
3
0
9
3
0
9 3 0
930
9 35
935
9 3 5
9 3 5
935
935
935
9 35
935
9 3 5
93 5
93 5
935
9
3
5
93
5
935
935
93
5
93 5
935
9 35
9 35
9 35
935
9 35
9 35
935
935
935
9 3 5
93 5
935
9
3
5
93 5
9 3 5
93
5
9
3
5
93 5
93
5
935
935
935
935
935
9
3 5
9
3
5
9
3
5
9
3
5
9
3
5
9 3 5
93
5 935
9 35
93 5
9
3
5
935
93 5
940 940
940
940
94
0
940
9 4 0
94 0
9
4
0
9
4
0
9 40
9 4 0
9
4
0
9
4
0
9
4
0
940
940
9 4 0
9 4 0
9 40
9 4 0
940
940
94 0
9 40
940
940
940
940
94 0
940
940
940 940
9
40
9 4 0
94
0
94
0
945
945
9 4 5
94
5
945
945
945
9
4
5
94 5
94 5
9
4
5
9
4
5
9 45
9 4 5
9 4 5
94
5
9
4
5
945
94
5
9 4 5
9 45
945
945
945
945
9
4
5
9 4 5
9 45
94 5 9 4 5
945
9
4
5
94
5
9
4 5
950
9 5 0
950
9 50
95 0
950
9 50
950
9
50
95
0
9
5
0
9
5
0
950
95 0
95
0
95
0
950
95
0
950
950
950
9 50
9
5
0
95
0
950
950
950
950
950
9
5 5
9
55
955
9 55
9 5 5
9
5
5
9 5 5
9
5
5
9 5 5 9
5
5
9
5
5
9 5 5
955
955
9
5
5
95
5
9 55
955
9
5
5
95
5
95
5
9 55
955
955
9 6 0
96
0
9 60
9 6 0
96
0
96 0
9
6
0
96 0
960
9 6
0
9
6
0
960
9
6
0
960
96 0
96
0
96
0
9 60
9 6 0
96
0
9 60
960 96
0
96
5
9 65
9 65
9 65
965
96
5
9
6
5
9
6
5
9 6 5
96 5
96
5
9
7
0
9
7
0
97
0
9
7
0
9 70
970
9 70
9
7
0
97
0
975
9 75
9 16
9 1 7
91
7
9 17
9
1
7
9 17
91
8
9 1 8
91
8
918
9 18
9 1 9
9 1 9
919
9 19
919
9
1 9
921
92 1 9 2 1
92 1
921
921
9 2 1
9 21
921
9
2
1
921
9 2 1
9 2 2
92
2
9 22
9
2
2
922
922
922
92
2
92
2
9 2 2
922
92
2
9 22
92
3
9
2
3
923 923
9 23
9 23
923
9 2 3
9
2
3
923
9 23
923
923
92
3
9
2
3
9 2 3
9 24
924
924 9
2
4
924
924
9
2
4
924
9 24
92
4
924
92
4
924
924
9 2 4
9
2
4
924
9
26
9
26
92 6
9 2 6
9
2
6
926
92 6
9 2 6
92
6
926
926
926
9 26
926
9
2
6
92 6
9 2
6
927
927
9 27
927
9
2 7 927
9 27
927
9 27
9 2 7
927
92 7
9
2 7
927
9
2
7
9 2 7
9
2
7
927
927
9
2
8
9 2 8
9 28
9 2 8
928
928
928
9 2 8
9 2 8
928
9 28
9
2
8
9 28
92
8
9 2 8
9
2
8
928
928
92
8
92
8
928
9
2
8
9 2 8
9
2
9
929
929
929
929
92
9
92
9
92
9
9 29
92
9
929
929
92 9
929
9 2 9
92
9
929
929
9 29
92
9
9 2
9
9
2
9
9
2
9
92
9
9 31
931
9 3 1
931
931
931
931
9 3 1
931
931
931
931
931
93
1
93 1
9 3 1
931
931
931
931
93 1
9 31
9 3
1
9
3
1
9
3 1
9 31
9
3
1
9
3
1
9 3 1
9 31
932
932
932
932
932
932
9 32
9 32
932
93 2
932
9 32 9 32
932
93
2
932
932
93
2
932
932
932
93
2
932
9 3 2
9
3
2
9
3
2
9
3
2
9 3 2
932
932
932
932
933
933
9
3
3
933
9 3 3
933
933
933
933
93
3
933
93
3
93
3
933
933
9 3 3
93
3
9 33
93
3
933
933
933
9
3
3
9 33
93
3
9
3
3
9
3
3
9 3 3
9 3 3
933
934
9 34
934
934
934
934
93 4
934
934
934
934
9 3 4
934
934
93
4
93
4
9
3
4
9 3 4
934
934
93
4
9
3
4
93
4
9 3 4
9
3
4
9
3
4
9 34
9 3 4
934
936
93 6
9 3 6
936
936
936
9
3
6
9
3
6
9 36
9
3
6
9
3
6
9 3 6
93
6
936
9 3 6
936
936
9 36
9
36
936
9 36
9 36
9 3 6
936
936
9 3 6
936
93 7
937
937
93 7
937
93
7
9 3 7
9 3 7
9
3
7
9
3
7
93
7
9 3 7
93
7
937
937 937
937
9 3 7
937
937
937
937
93
7
937
9 37
9 3 8
9 3 8
938
938
9
3 8
938
9
3
8
9
3
8
9 38
93
8
938
938
938
93 8
93 8
9 3 8
9 38
9 38
938
9
3
8
93 8
9 3 8
9 39
939
939
939
9 3 9
9
3
9
93
9
9 3 9
9
3
9
939
939
9 3 9
939
93 9
9
3
9
939
9 39
9 3 9
9
3
9
93
9
941
941
9 4 1
9 4
1
9 41
9 41
9
4
1
9
4
1
9
41
941
9 41
941
941
941
9 41
941
94
1
94
1
94 1
942
9 4 2
942
9 42
94
2
9 4 2
9
4
2
9 42
9 42
9
4
2
942
9 4 2
94 2
942
94
2
9 42
94 2
94
2
9
4
2
943
9 4 3
94
3
94
3
9
4
3
9 4 3
9
4
3
9
4
3
94 3
943
94 3
943
9 43
94 3
943
9 43
943
9 4 3
9 4 3
9
4
3
944
9 44
94
4
944
9 4 4
9
4
4
9
4
4
9 4 4
94
4
944
9 44
944
944
944
944
9 44
94
4
94 4
9 4 4
946
9 4
6
946
9
4
6
9 4 6
94 6
9 4 6
94 6
9 4 6
94 6
946
946
9 46
946
9 4 6
946
9 4 6
9
4
6
946
9 4 7
947
9 4 7
94
7
9
4
7
9
4
7
9
4
7
9
4
7
947
9
4
7
947
947
9
4 7
9 47
947
947
9 47
9
4
7
9 47
948
9 48
94
8
9
4
8
9 4 8
9 4 8
9 4 8
9
4
8
94
8
9 48
948
9 4 8
948
9
4
8
94 8
948
9
48
949
949
9
4 9
94
9
949
9 4 9 9
4
9
9
4
9
9 4 9
9 4 9
9 4 9
949
949
949
94
9
949
949
9
4
9
95 1
951
9
5
1
9 5 1
95 1
9 5
1
9 5 1
9 5 1
9 5 1
9 51
9 51
951
95
1
951
951
9 5 2
9 5 2
952
95
2
95 2
9
5
2
9
5
2
9 5 2
952
95
2
95
2
952
952
95
3
953
9 53
9
5
3
953
9
5
3
9 5 3
9 5 3
953
953
95
3
953
9 5 3
9 5 4
954
954
9 5 4
95
4
9
5
4
9
5
4
9 5 4
954
9 54
954
9
5
4
95
4
954
954
95 4
956
9
5
6
95 6
9
5
6
9 5 6
95
6
95
6
956
95 6
9
56
9 5 6
9
5
6
957
95 7
9 5 7
9
5
7
9 57
9
5
7
957
9
5
7
957
95
7
9 5 7
957
9
5
7
9 5 8
9 58
9
5
8
958
9
5
8
95
8
958
958
9 58
9 5
8
958
95 8
9 59
959
9
5
9
959
9
5
9
9 59
959
95 9
959
959
959
9 5 9
96
1
9
6
1
9
6
1
9
6
1
961
9
6
1
96 1
9
6
1
961
96 1
962
96 2
96
2
9 6
2
9
6
2
96 2
96 2
96 2
9 6 2
963
9 6 3
963
9
6
3
9 63
9 63
963
964
9 6 4
96
4
9 6 4
9 66
966
96
6
9
6
6
9
6
6
9 6 6
9
6
6
9 6 7
967
96 7
9
6
7
9
6
7
968
96
8
9
6
8
9
6
8
9 6 9
9
6
9
9
6
9
969
9
7
1
97 1
9
7
1
9 72
97
2
973
97
4
9 77
MICHAEL YORK
DB 794 PG 33
DB 903 PG 511
DB 1119 PG 884
DB 905 PG 395
DB 957 PG 184
DB 1039 PG 505
DB 996 PG 444
DB 1143 PG 1615
CONGRESS GARDENS INC
DB 2715 PG 387
CONGRESS GARDENS, INC
DB 2952 PG 292
GARDEN TOWERS, LLP
DB 2963 PG 1013
42
39
;
;
;
;
;
46
D I
D I
24 " C L A
Y
F E S
F E S
A
B A
ND
O
N
E D
4
8
"
R
C
P
4
8
"
R
C
P
18
" R
C
P
1 8
" R
C
P
15 " RC P
15 " RC P
15 " R C P
24
’ B
S
T
4
’ B
S
T
1 1 ’ B
S
T
35 ’ B S T
5 ’ B S T
4 ’ B S T
M TL
M
TL
M
TL
M TL
M TL
M TL
M TL
R I P R A P
1 0 ’ C H L
1 0 ’ C
H L
C
ON
C
C ON C
C
O
N
C
C
A
N
O
P
Y
C
O
N
C
C O N C
LT L T
LT
L T
C A NO P Y
C
O
N
C
C ON C
C ON C
C
O
N
C
C
U
R
B
C
O
N
C
C
U
R
B
C
O
N
C
C
U
R
B
C
O
N
C

C
U
R
B
C O N C C U RB
B S T
C
ON
C
C O N C
C ON C
C ON C C U RB
6
" HD
P
E
L T
LT
LT
LT
C
O
N
C

C
U
R
B
C
O
N
C

C
U
R
B
LT
D I
D I
C A NO P Y
12 " RC P
R I P R A P BST
1SBK
SCHOOL
1SBK
1SBK
BST
E NGLISH
SHEET 8 OF 13
PERMIT DRAWING
S S SURFACE WATER
DENOTES IMPACTS IN
CLEARING
DENOTES MECHANIZED **
*
*
***
**
*
*
1 8
" C
O
N
C
1 8
" C
ON
C
24
" C L A
Y
A
B A
N
D
O
N
E D
F E S
15 " C O N C
6
" P
L
A S
T
I C
1 5 " C O N C
15 " C O N C
D
I
D
I
F E S
D I
T H R OA T
O P E N
D I
T H R OA T
O P E N
4
8
"
C
O
N
C
4
8
"
C
O
N
C
92
0
92
5
925
925
930
930
9 30
940
9
2
1
922
922
923
9
2
4
9
2
6
9
2
7
928
9
2
8
931
933
934
9
4 3
9
44
4
"
M
T
L
8 "C L AY
8 "
C L AY
8 "C L A
Y
8 "C L A
Y
6 "P L A S T I C
6 "P L A S T I C
8 "C L A
Y
6 "P L A S T I C
6 "P L A S T I C
6 "P L A S T I C
6 "P L A S T I C
4 "D
I P
8 "C L A
Y
8 "C L AY
UNK
N
O
W N
O
T
H
E R
E
ND
UNK
N O W N
O T H E R
E ND
U NK NO W N
O T H E R E N D
U NK NO W N
O T H E R E ND UNKNO
W N
O T H E R E N D
UNKN O W N
O T H E R E N D U N K N O W N
O T H E R E N D 6 "P L A S T I C
U
N
K
N
O
W N
O T
H E R E
N
D
VA
U
L
T
s
W
A
TE
R
R
I S E R
1 .25 " P L A S T I C
2 " S TE EL
E O I
6 " T Y P E UNK NO W N
S
I GNA
L
NO
S
I GNA
L
NO
S
I GNA
L
NO
T
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
.0
2
.0
6
.05
.0
4
.03
.0
2
.0
1
.00
.0
1
.0
2
.0
3
.04
.0
5
.0
6
.0
7
.0
8
.0
2
.0
1
.0
0
.0
1
.0
2
.0
3
.0
4
.0
5
.0
6
.
0
7
.
0
8
.0
2 .0
3 .0
4
(T Y P )
36
.67 ’
.0
6
(T Y P
)
5
5
’
(T Y P
)
53
.75
’
(T Y P )
54 ’
30 +00
3 5 +0 0
40 +00
-Y2- ST Sta. 30+54.69
-Y2- TS Sta. 37+41.54
-Y2- SC Sta. 41+71.54
3 0 +00
35
+
00
4 0 +0 0
-Y2_LT- CS Sta. 32+96.74
-Y2_LT- SRS Sta. 36+26.74
-Y2_LT- SC Sta. 40+56.74
P R O P . 48 " WW F E N C E
PROP. 48" WW FENCE
P R O P . 48 " WW
F E N C E
-Y 2_LT -
-Y 2 -
10 +00
-RAMP- ST Sta. 10+00.00
-R A M P -
C
F
C
C
C
C F
C
F
F F
C
C
F
F
SITE 4
SITE 3
V10=2.34ft/s
Q10=10.64cfs
WATERSHED
RANDLEMAN
HYDRAULICS ROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.
SHEET NO.PROJECT REFERENCE NO.
3
/
2
8
/
2
0
1
3
R
:
\
H
y
d
r
a
u
l
i
c
s
\
P
E
R
M
I
T
S
_
E
n
v
i
r
o
n
m
e
n
t
a
l
\
D
r
a
w
i
n
g
s
\
W
e
t
l
a
n
d
s
\
U
2
8
0
0
_
H
y
d
_
p
r
m
_
w
e
t
_
p
s
h
1
0
_
c
o
n
.
d
g
n
F
k
e
y
s
8
/
1
7
/
9
9
U-2800 10
PLANS PREPARED BY :
900 RIDGEFIELD DRIVE SUITE 350
RALEIGH, NORTH CAROLINA 27609-3960
RUMMEL, KLEPPER & KAHL, LLP
NC LICENSE NO. F-0112 [phone]
M
A
T C
H
L I N
E
-
Y 2
-

S
T A
. 2
9
+
5
0

S
EE

S
H
EE
T
9
M
A
T
C
H
L
I
N
E

-
Y
2
-

S
T
A
.

4
2
+
5
0

S
E
E

S
H
E
E
T

1
1
N
A
D
83
FOR DITCH DETAILS SEE SHT. 2-M
FOR -RAMP- PROFILE SEE SHT. 29
FOR -Y2_LT- PROFILE SEE SHTS. 21 & 22
FOR -Y2- PROFILE SEE SHTS. 21 & 22
42
43
44
45
B
C
A
A
B
C
A-A
0.3’
3.5’
INFALL
12.0’
5.0’
B-B
0.5’
2.5’
OUTFALL
15.0’
10.0’
C-C
0.1’
1.0’
OUTFALL
8.0’
5.0’
922.03 921.99 921.71
920.52
920.98
920.43
920.03
919.44
LP
-Y2 LT- STA. 39+84.42
LP
-Y2- STA. 35+28.66
SEE DETAIL L
MEDIAN V DITCH
15
"

C
S
P
15
" RC
P
-III

15
" RC
P
-I I I
2 4 " RC P -III
24 " RC P -III
2GI-A
2GI-A
JB w/Slab Lid
1005
1001
1004
1006
1002
1003
TB 2GI
TB 2GI
TB 2GI
R
E
T
A
I
N
R
E
T
A
I
N 1007
SEE DETAIL A
SPECIAL CUT DITCH
FS
FS
1009
2GI
2GI
FS
W/ 7 SY FIL FAB
2 TONS CL B RIPRAP
INV=939.9
1011 1012
15 " C SP
E L B
E L B
R O D & L U G 2 EL B O W S
EL B
EL
B
R O
D

&

L U
G
2

E
L B O
W
S
W/ 7 SY FIL FAB
2 TONS CL B RIPRAP
INV=928.6
INV=918.5
15 " RC P -II I
W/ 10 SY FIL FAB
3 TONS CL B RIPRAP
INV=921.6
KEYED IN
33 TONS CL B RIPRAP
2GI
Adj. 2GI
R ET
A I N
R ET
A I N
JB w/Slab Lid
JB w/Slab Lid
FS 2GI
COLLAR
18" RCP-III
REMOVE DI 1014
1015
1013
1016
1017
1018
5
4
"
R
C
P
-
I
I
I
SEE DETAIL A
SPECIAL CUT DITCH
SEE DETAIL E
LATERAL BASE DITCH
1008
INV=928.6
FIL FAB
RIPRAP W/ 7 SY
2 TONS CL B
SEE DETAIL L
MEDIAN V DITCH
FS
FS
HW
FROM ENDWALL TO JS
PROVIDES 25’ DISTANCE
ENDWALL 9.0’
FILL SLOPE 1.5:1
ELB
ELB
ROD & LUG
2 ELBOWS
18" CSP
15 " RC P -II I
ON BANKS ONLY
W/ 62 SY FIL FAB
33 TONS CL I RIPRAP
SEE DETAIL F
RIPRAP AT EMBANKMENT
C F
SITE 4
43
922.03 921.99 921.71
JB w/Slab Lid
R
E
T
A
I
N 1007
FS
2GI
INV=918.5
JB w/Slab Lid
5
4
"
R
C
P
-
I
I
I
1008
HW
15 " RC P -III
ON BANKS ONLY
W/ 62 SY FIL FAB
33 TONS CL I RIPRAP
SEE DETAIL F
RIPRAP AT EMBANKMENT
4
8
"
R
C
P
I NV
=
918
.66
4
8
"
C
O
N
C
WETLAND
WETLAND
WETLAND
E NGLISH
SHEET 9 OF 13
PERMIT DRAWING
0 0
0 0
10 10
10 10
20 20
20 20
30 30
30 30
40 40
40 40
50 50
50 50
60 60
60 60
70 70
70 70
80 80
80 80
90 90
90 90
100 100
100 100
110 110
110 110
120 120
120 120
130 130
130 130
140 140
140 140
150 150
150 150
3
/
19
/
2
0
1
3
R
:
\
H
y
d
r
a
u
l
i
c
s
\
P
E
R
M
I
T
S
_
E
n
v
i
r
o
n
m
e
n
t
a
l
\
D
r
a
w
i
n
g
s
\
W
e
t
l
a
n
d
s
\
U
2
8
0
0
_
r
d
y
_
x
p
l
_
y
2
.
d
g
n
F
k
e
y
s
8
/
2
3
/
9
9
PROJ. REFERENCE NO.SHEET NO.0
920 920
925 925
930 930
935 935
940 940
945 945
950 950
915 915
38+00.00
920 920
925 925
930 930
935 935
940 940
945 945
950 950
915 915
38+50.00
920 920
925 925
930 930
935 935
940 940
945 945
950 950
915 915
39+00.00
920 920
925 925
930 930
935 935
940 940
945 945
950 950
915 915
39+50.00
X-41 U-2800
-Y2-
5 10
931.09
0 .037
6 :1
2 :
1
0.011
D.P. 931.187
2 :
1 5 :1
929.46
3 :
1
3 :1
931.68
0 .047
6 :1
2 :
1
0 .020
D.P. 931.558
2 :
1 5 :1
929.66
3 :
1 3 :1
932.45
0 .0 56
6 :1
2 :
1
0 .029
D.P. 932.041
2 :
1 5 :1
929.87
3 :
1
3 :1
930.60
0 .066
930.58
6 :1
2 :
1
0 .03 9
D.P. 932.488
2 :
1 5 :1
2 :
1
B
MICHAEL YORK
DB 794 PG 33
DB 903 PG 511
DB 1119 PG 884
DB 905 PG 395
DB 957 PG 184
DB 1039 PG 505
DB 996 PG 444
DB 1143 PG 1615
DB 1163 PG 1006
SIXTY-SIX-I-40 ASSOCIATES
FORSYTH TECHNICAL COMMUNITY COLLEGE
DB 1845 PG 798
2 9
DB 2963 PG 1013
GARDEN TOWERS LLP
T O W N O F K E R N E R S V I LLE
F O R S Y T H C OUN T Y
42
39
S 7 58 ’57 "E
902 .3 5 ’
;
;
38
;
;
8 "
C L AY
8 "C L AY
6 "D I P
8
"C L AY
8 "T
Y
P E
U
N
KN
O
W N
8 "T Y P E U N KN O W N
UNKNO W N
O T H E R E ND
UNKNO
W
N
O T
H E
R
E
ND
FES
FES
FES
DI
24
"
RC
P
2
4
" R
C
P 24 " RC P
CB
12 " RC P
DI
3 0 " R
C
P
3 0 " R
C
P
15
" R
C
P
15
" RC
P
1
2
"
R
C
P
CB
15
" R
C
P
15 " RC P
C B CB
12
" RC
P
1 2
"
R
C
P
CB
DI
12 " RC P
12 " RC P DI
30 " RC P
S
18 " C &G
1 8 " C &G
1 8 "
C
&
G
1 8 "
C
&
G
18 " C &G
1 8 " C &G
1 8 " C &G
18 " C &G
B S T
B S T
B S T B S T
B S T
LT
P O N D
96 " C H L & 3 S B W
48 " WW & 1 S B W
M TL
MTL
MTL
48 " WW & 1 S B W
1
8
"
R
C
P
S
O I L
C ON C
C ON C
C ON C
11 ’ B S T
4 ’ B S T
4 ’ B S T
1 0 ’ B S T
C O N C
C ON
C
C AN
O
P
Y
L T
m
D I L T LT
CB
LT
LT
L T
D I
LT
LT LT
LT
LT LT
L T
LT
LT
CB
I 40 W B L 2 4 ’ B S T P A V E D OV E R
I 4 0 E B L 2 4 ’ B S T P AV E D O V E R
P
O L
E S
F
L
A G 4 " HD P E
6 "
H
D P
E
6
" H D P
E
6
" HD
P
E
48
" RC
P
H W
M TL
M TL
M TL
M TL
S
12
" T
Y P
E

UN
K
N
O
W N
12 " T Y P E UNKNO W N
6 "
T
Y
P E
UNK
N
O
W
N
6
" T
Y P
E U N KN
O W N
8 " T Y P E UNKNO
W N
E NGLISH
SHEET 10 OF 13
PERMIT DRAWING
S S SURFACE WATER
DENOTES IMPACTS IN
TS TS
IMPACTS IN SURFACE WATER
DENOTES TEMPORARY
HW
1
8
"
C
O
N
C
FES
DI
2
4
" C
ON
C
2 4 " C O N C
12
"
C
O
N
C
12 " C ON C
1 5 " C O N C
15
" C O N C
15
" C
O N C
1
2
"
C
O
N
C
12
" C ON
C
4 " P L A S T I C
6
" P
L
A S
T
I C
6
" P
L
A S
T
I C
3 0 " C
O N C
3 0 " C O N C
CB
24 " C ON C
DI
CB
DI
CB
CB
CB
CB
DI
FES
FES
DI
DI
D R A I N
T O R OO F
JB
B U R I E D
DI
D R A I N
T O R OO F
D R A I N
T O R OO F
D R A I N
T O R OO F
CB
CB
6 " P L A S T I C
6 " P L A S T I C
D R A I N
T O R OO F
DI
6 " P L A S T I C
4 " P L A S T I C
1 2 " C O N C
1 2 " C
O N C
6 " P L A S T I C
12 " C O N C
3 0 " C ON C
30
" C
ON
C
48
" C
O
N
C
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
GUA R D R A I L
R E M OV E E X I S T .
GUARDRAIL
REMOVE EXIST.
P
.S
.
1 2
’
P
.S
.
10
’
P
.
S
.
1 0
’
P
.
S
.
10
’
P
.S
.
6
’P
.S
.
6
’
P
.
S
.
6
’
P
.
S
.
6
’
8 :1
8 :1
SBG
15
’
15
’
8 :1
12
’
12
’
12
’
12
’
1 2
’
12
’
12
’
12
’
12
’
1 2
’
1 2
’
1 2
’
15
’
15
’50 +00
45 +00
-Y2- ST Sta. 49+48.91
4 5 +00
P R O P . 4 8 " WW F E N C E
P R O
P
. 48
" WW

F E N C
E
-Y2_LT- PT Sta. 45+45.52 (15’ LT)
-Y2- CS Sta. 45+18.91=
-Y 2_LT
-
-Y2-
R
E M
OV
E
F
E
N
C
E
P R O P . 4 8 " WW F E N C E
P R O P . 48 " WW F E N C E
R E M OV E F E N C E
P R O
P
. 48
" W W

F E N
C E
R E M O V E
F E N C E R E M OV E F E N C E
C
F
C
F
F
C
F
C
C
C
HYDRAULICS ROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.
SHEET NO.PROJECT REFERENCE NO.
3
/
2
8
/
2
0
1
3
R
:
\
H
y
d
r
a
u
l
i
c
s
\
P
E
R
M
I
T
S
_
E
n
v
i
r
o
n
m
e
n
t
a
l
\
D
r
a
w
i
n
g
s
\
W
e
t
l
a
n
d
s
\
U
2
8
0
0
_
H
y
d
_
p
r
m
_
w
e
t
_
p
s
h
1
1
.
d
g
n
F
k
e
y
s
8
/
1
7
/
9
9
U-2800 11
PLANS PREPARED BY :
900 RIDGEFIELD DRIVE SUITE 350
RALEIGH, NORTH CAROLINA 27609-3960
RUMMEL, KLEPPER & KAHL, LLP
NC LICENSE NO. F-0112 [phone]
M
A T C
H
L I N
E -
Y 2
-
S T A .
4
2
+
5
0
S E E S H
EE
T
10
M
A
T
C
H
L
I
N
E

-
Y
2
-

S
T
A
.

5
4
+
5
0

S
E
E

S
H
E
E
T

1
2
N
A
D
8
3
FOR DITCH DETAILS SEE SHT. 2-M
FOR -Y2_LT- PROFILE SEE SHTS. 22 & 23
FOR -Y2- PROFILE SEE SHTS. 22 & 23
SITE 7
SITE 5
SITE 5
TS
TS
TS
V10=0.69ft/s
Q10=3.77cfs
PSH
WATERSHED
RANDLEMAN
S
S
FS
SEE DETAIL A
SPECIAL CUT DITCH
1106 2GI
FS
1108
SEE DETAIL A
SPECIAL CUT DITCH
FS
1109
SEE DETAIL L
MEDIAN V DITCH
1110
Adj. DI
1112
JB w/MH
R
E
T
A I
N
1111
2GI-A
2GI-A
24 " RC P -III
24 " RC P -III
2 4 " RC P -III
INV=919.8
W/ 14 SY FIL FAB
5 TONS CL B RIPRAP
1105
INV=912.5
R ET
A
I N
1113
1114
INV=919.8
HW
1115
24 " C SP
EL B
E L B
R O
D
& L U
G
2 EL B O
W S 48 " RC P -I I I 48 " RC P -I II DRAIN
GRADE TO
SEE DETAIL I
TOE PROTECTION
JB w/Slab Lid
JB w/Slab Lid
18" CSP
ELB
ELB
R OD & L UG
2 EL B O W S
51
52
57
56
53 55
54
A-A
0.5’
3.0’
INFALL
8.0’
4.0’
B-B
0.1’
2.5’
INFALL
6.0’
3.0’
C-C
0.5’
3.0’
INFALL
6.0’
4.0’
D-D
0.5’
4.0’
OUTFALL
12.0’
5.0’
A
A
B
B
C
C
D
D
919.18
919.05
919.79
920.02 919.67
912.04
912.24
912.38
15" RCP-III
FS
W/ 7 SY FIL FAB
2 TONS CL B RIPRAP
INV=935.7
INV=928.0
2GI
1104
1103
1101
1102
SEE DETAIL A
SPECIAL CUT DITCH
916.16
SEE DETAIL R
PSH
2GI-D
15 " RC P -III
SEE DETAIL S
STREAM PLUG D O NO T B U R Y B U R Y DO NO T
ON BANKS ONLY
W/ 50 SY FIL FAB
26 TONS CL I RIPRAP
SEE DETAIL F
RIPRAP AT EMBANKMENT
H W
I NV =919 .93
48
" R
C
P
H
W
SITE 5
TS
TS
1105
1113
INV=919.8
HW
24 " C SP
E L B
R O
D
& L U
G
2 EL B O
W S
48 " RC P -III
DRAIN
GRADE TO
SEE DETAIL I
TOE PROTECTION
JB w/Slab Lid
57
56
55
C
C
919.18
919.05
919.79
920.02 919.67
B U R Y D O N O T
1114
1115 48 " RC P -I I I JB w/Slab Lid
ELB
52
912.38
916.16
SEE DETAIL S
STREAM PLUG DO N O T B U R Y SITE 5
TS
S
S
I NV =915 .10
9 1 5
91
5
915
9
15
9
1 5
9
1
5
9
1
5
91 5
9
1
5
915
91
5
915
9 1 5
9
1
5
9 15 9 20
920
9 2 0
9
2
0
9
20
920
9 20
9 20
9
2
5
92
5
92
5
925
925
925
925
9 2 5
925
9
2
5
9 2 5
9 2 5
9
2
5
92
5
925
925
9
2
5
9 25
9 25
9 2 5
9
2
5
93
0
93 0
9
3
0
930
930 93 0
9 30
9 3 0
9
3
0
930
93
0
9
3
0
9 30
930 93 0
9 30
9 30
9
3
5
9
3
5
9 3 5
935
9 3 5
93 5
935
9
3
5
9 3 5
9
3
5
935
9
3
5
9
3
5
935
9
3
5
935
93 5
9 3 5
935
9
4
0
9
4
0
940
9 40
940
940
940
940
940
940
9 40
940
940
9 40
9 4 0
940
9 40
94 0
9
4
0
9
4
0
9
4
0
9 4 0
940
9 4 0
940
940
9
4
5
9 45
9 45
9 4 5
9 4 5
945
9 4 5
945
945
945
9 4 5
94 5
9 45
9
4
5
945
945
9
4
5
94
5
94 5
9 45
9 45
9
5
0
9
5
0
9
5
0
950
950
950 950
9 5 0
950
950
95 0
950
9 50
9 5 0
9 5 0
950
9 5 0
9 5 0
95
0
95
0
9 50
9
5
0
9
5
0
9
50
950
9 5 0
9 5 0
95
5
95 5
955
9 55
955
955
955
95
5
955
955
955
9 55
955
955
9 55
955 955
9 5 5
9 5 5
9
5
5
9
5
5
955
955 955
9
5
5
9
5
5
9
55
95 5
955
9 6 0
960
9
6
0
960
960
960
960
960
960
9 60
960
960 960
9
6
0
96 0
9
6
0
960
960
960 9 60 960
960
9
6
0
9 6 0
96 0
9 6 0
9
6
0
960
9
6
0
9 6 5
9 6 5
9 6 5 9 6 5
9
6
5
9
6
5
965 965
965
965
965
9 65
9 6 5
9 65 9
6
5
9 6 5
9 6 5
9 65
965
965
96 5
9 6 5 9 6 5
9 7 0
912
9 1 2
91
2
91 2
91 3
913
913
9 1 3
91
3
9
1 4
914
9
1
4
914
914
9
1
4
9
1
6
9 16
9 16
916
916
916
9 17
9
1
7
917
917
91 8
918
918
918
9 19
9
1
9
9 19
92
1
9
2
1
9 2 1
9 2 1
921
9 2 1
922
92 2
922
92
2
92
2
922
9 22
92
2
9 2 2
923
923
9 23
923
923 923
923
9
2
3
92
3
9
2
3
92
3
924
924 9 24
9
2
4
92
4
9 2 4
9
2
4
924
9 24
92
6
926
926
92
6
92
6
92 6
9
2
6
9
2
6
9 2 6
9 2 6
9 26
9
2
6
9 26
92
7
927
9 2 7
9
2 7
927
927
9 2 7
92
7
9 2 7
92 7
9 27
92
8
928 92
8
9
2
8
92
8
928
928
9
2
8
9
2
8
9 29
929
92 9
9
2
9
92 9
929
92 9
9 29
929
93 1
931
931
9 3 1
9 31
93
1
9
3
1
931
932
932
932
9
32
93 2
932
932
932
93 3
933
93 3
9 3 3
933
93 3
933
933
93 4
934
934
934
9 34
9 34
934
93 4
934
9 3 6
93 6
936
93
6
936
936
9
3
6
9 3 6
93
6
9 3 6
9 36
93
7
937
9 3 7
93
7
9
3
7
93
7
9
3
7
93
7
937
9 3 7
9 3 7
9
3
8
938
9 3 8
938
938 938
9 38
9
3
8
9 38
938
9 3 8
93 8
938
938
938
93
9
939
9 39
939
9 3 9
93 9
9 3 9
939
93
9
9
3
9
93
9
939
93 9
9
4
1
94 1
941
941
9 4 1 941
9 4 1
941
9 4 1
9
4
1
941
941
941
94 2
942
9 42
942
942
9 42
9 4 2
942
9
4
2
9
4
2
94 2
94
2
942
94 3
943
9 4 3
943
943
943
9
4
3
94 3
9
4
3
9 43
94 3
943
9 4 4
9 4 4
944
944
9 4 4
944
94
4
944
94
4
944
94
6
946
946
946
9 46
94 6
946
9 46
9 4
6
9 4 6
94 6
946
94
7
947
94 7
94 7
9 47
947
947
947
9 4 7
9
4
7
947
9 47
947
94
8
948
948
948
948
94
8
948
9
4
8
9 4 8
94 8
9
4
9
949
949
949
9 49
94 9
9 4 9
9 4 9
9 49
949
94
9
9 4 9
9 5 1
95
1
951
951
951
9 51
951
951
95
1
9
5
1
9 51
9 5
1
9
5
1
9 51
9 5 1
9
5
2
952
952
952
952
952
9 5 2
952
9 5 2
95
2
9 5 2
9 52
9
5
2
9
5
2
952
9 52
95 3
9 53
953
953
9 5 3
953
95 3
953
95 3
9
5
3
9 5 3
953
9 5 3
9
53
953
9
5
4
954
954
954
954
954
954 954
9 5 4
9 5 4
9
5
4
9 5 4 9 5 4
9
5
4
9 5 4
95
6
956
956
956
9 56
9 5 6
956
956
956
95
6
95 6
9
5
6
956
956
95
6
9 5 6
95
7
9 5 7
957
957
95
7
957
95 7
957
9 57
95
7
9 5
7
9
5
7
957
957
9 5 7
9
5
7
957
9 57
9
5
8
958
958
958
958
958
9 5 8
958
958
958
958
9 58
9
5
8
958 958
9
5
8
9 5 8
9 5 8
9
5
8
95 8
9
5
9
959
959
959
9 59
9
5
9
959
9 5 9
9
5
9
9 59
959
9 5 9
9
5
9
9 59
95 9
959
96 1
9 61 96
1
9 61
961
961
961
96 1
9 61
9 6 1 961
9
6
1
961
9 6 1
9 62
96 2
962
9 62
9 62
962
962
962 962
9 6 2
9 62 962
96 2
962
96
3
9 6 3
96
3
96
3
96 3
963
963
963
96 3
963
9 6 3
963
9
6
3
96 3
9
6
4
96 4
964
9 6 4
96 4
9 6 4
964
964
96
4
9 64
964
96
4
9 6 6
966
966
966
966
96 6 96 6
966
9 6 6
966
966
9
6
7
967
9 6 7
967
9 67
9 6 7
96 7
9
6
7
967
9 6 8
9 6 8
968
9 68
9 6 9
969
969
B
MICHAEL YORK
DB 794 PG 33
DB 903 PG 511
DB 1119 PG 884
DB 905 PG 395
DB 957 PG 184
DB 1039 PG 505
DB 996 PG 444
DB 1143 PG 1615
DB 1163 PG 1006
SIXTY-SIX-I-40 ASSOCIATES
FORSYTH TECHNICAL COMMUNITY COLLEGE
DB 1845 PG 798
2 9
DB 2963 PG 1013
GARDEN TOWERS LLP
T O W N O F K E R N E R S V I LLE
F O R S Y T H C OUN T Y
42
39
S 7 58 ’57 "E
902 .3 5 ’
;
;
38
;
;
8 "
C L AY
8 "C L AY
6 "D I P
8
"C L AY
8 "T
Y
P E
U
N
KN
O
W N
8 "T Y P E U N KN O W N
UNKNO W N
O T H E R E ND
UNKNO
W
N
O T
H E
R
E
ND
FES
FES
FES
DI
24
"
RC
P
2
4
" R
C
P 24 " RC P
CB
12 " RC P
DI
3 0 " R
C
P
3 0 " R
C
P
15
" R
C
P
15
" RC
P
1
2
"
R
C
P
CB
15
" R
C
P
15 " RC P
C B CB
12
" RC
P
1 2
"
R
C
P
CB
DI
12 " RC P
12 " RC P DI
30 " RC P
S
18 " C &G
1 8 " C &G
1 8 "
C
&
G
1 8 "
C
&
G
18 " C &G
1 8 " C &G
1 8 " C &G
18 " C &G
B S T
B S T
B S T B S T
B S T
LT
P O N D
96 " C H L & 3 S B W
48 " WW & 1 S B W
M TL
MTL
MTL
48 " WW & 1 S B W
1
8
"
R
C
P
S
O I L
C ON C
C ON C
C ON C
11 ’ B S T
4 ’ B S T
4 ’ B S T
1 0 ’ B S T
C O N C
C ON
C
C AN
O
P
Y
L T
m
D I L T LT
CB
LT
LT
L T
D I
LT
LT LT
LT
LT LT
L T
LT
LT
CB
I 40 W B L 2 4 ’ B S T P A V E D OV E R
I 4 0 E B L 2 4 ’ B S T P AV E D O V E R
P
O L
E S
F
L
A G 4 " HD P E
6 "
H
D P
E
6
" H D P
E
6
" HD
P
E
48
" RC
P
H W
M TL
M TL
M TL
M TL
S
12
" T
Y P
E

UN
K
N
O
W N
12 " T Y P E UNKNO W N
6 "
T
Y
P E
UNK
N
O
W
N
6
" T
Y P
E U N KN
O W N
8 " T Y P E UNKNO
W N
E NGLISH
SHEET 11 OF 13
PERMIT DRAWING
S S SURFACE WATER
DENOTES IMPACTS IN
TS TS
IMPACTS IN SURFACE WATER
DENOTES TEMPORARY
HW
1
8
"
C
O
N
C
FES
DI
2
4
" C
ON
C
2 4 " C O N C
12
"
C
O
N
C
12 " C ON C
1 5 " C O N C
15
" C O N C
15
" C
O N C
1
2
"
C
O
N
C
12
" C ON
C
4 " P L A S T I C
6
" P
L
A S
T
I C
6
" P
L
A S
T
I C
3 0 " C
O N C
3 0 " C O N C
CB
24 " C ON C
DI
CB
DI
CB
CB
CB
CB
DI
FES
FES
DI
DI
D R A I N
T O R OO F
JB
B U R I E D
DI
D R A I N
T O R OO F
D R A I N
T O R OO F
D R A I N
T O R OO F
CB
CB
6 " P L A S T I C
6 " P L A S T I C
D R A I N
T O R OO F
DI
6 " P L A S T I C
4 " P L A S T I C
1 2 " C O N C
1 2 " C
O N C
6 " P L A S T I C
12 " C O N C
3 0 " C ON C
30
" C
ON
C
48
" C
O
N
C
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
GUA R D R A I L
R E M OV E E X I S T .
GUARDRAIL
REMOVE EXIST.
P
.S
.
1 2
’
P
.S
.
10
’
P
.
S
.
1 0
’
P
.
S
.
10
’
P
.S
.
6
’P
.S
.
6
’
P
.
S
.
6
’
P
.
S
.
6
’
8 :1
8 :1
SBG
15
’
15
’
8 :1
12
’
12
’
12
’
12
’
1 2
’
12
’
12
’
12
’
12
’
1 2
’
1 2
’
1 2
’
15
’
15
’50 +00
45 +00
-Y2- ST Sta. 49+48.91
4 5 +00
P R O P . 4 8 " WW F E N C E
P R O
P
. 48
" WW

F E N C
E
-Y2_LT- PT Sta. 45+45.52 (15’ LT)
-Y2- CS Sta. 45+18.91=
-Y 2_LT
-
-Y2-
R
E M
OV
E
F
E
N
C
E
P R O P . 4 8 " WW F E N C E
P R O P . 48 " WW F E N C E
R E M OV E F E N C E
P R O
P
. 48
" W W

F E N
C E
R E M O V E
F E N C E R E M OV E F E N C E
C
F
C
F
F
C
F
C
C
C
HYDRAULICS ROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.
SHEET NO.PROJECT REFERENCE NO.
3
/
2
8
/
2
0
1
3
R
:
\
H
y
d
r
a
u
l
i
c
s
\
P
E
R
M
I
T
S
_
E
n
v
i
r
o
n
m
e
n
t
a
l
\
D
r
a
w
i
n
g
s
\
W
e
t
l
a
n
d
s
\
U
2
8
0
0
_
H
y
d
_
p
r
m
_
w
e
t
_
p
s
h
1
1
_
c
o
n
.
d
g
n
F
k
e
y
s
8
/
1
7
/
9
9
U-2800 11
PLANS PREPARED BY :
900 RIDGEFIELD DRIVE SUITE 350
RALEIGH, NORTH CAROLINA 27609-3960
RUMMEL, KLEPPER & KAHL, LLP
NC LICENSE NO. F-0112 [phone]
M
A T C
H
L I N
E -
Y 2
-
S T A .
4
2
+
5
0
S E E S H
EE
T
10
M
A
T
C
H
L
I
N
E

-
Y
2
-

S
T
A
.

5
4
+
5
0

S
E
E

S
H
E
E
T

1
2
N
A
D
8
3
FOR DITCH DETAILS SEE SHT. 2-M
FOR -Y2_LT- PROFILE SEE SHTS. 22 & 23
FOR -Y2- PROFILE SEE SHTS. 22 & 23
SITE 7
SITE 5
SITE 5
TS
TS
TS
V10=0.69ft/s
Q10=3.77cfs
PSH
WATERSHED
RANDLEMAN
S
S
FS
SEE DETAIL A
SPECIAL CUT DITCH
1106 2GI
FS
1108
SEE DETAIL A
SPECIAL CUT DITCH
FS
1109
SEE DETAIL L
MEDIAN V DITCH
1110
Adj. DI
1112
JB w/MH
R
E
T
A I
N
1111
2GI-A
2GI-A
24 " RC P -III
24 " RC P -III
2 4 " RC P -III
INV=919.8
W/ 14 SY FIL FAB
5 TONS CL B RIPRAP
1105
INV=912.5
R ET
A
I N
1113
1114
INV=919.8
HW
1115
24 " C SP
EL B
E L B
R O
D
& L U
G
2 EL B O
W S 48 " RC P -I I I 48 " RC P -I II DRAIN
GRADE TO
SEE DETAIL I
TOE PROTECTION
JB w/Slab Lid
JB w/Slab Lid
18" CSP
ELB
ELB
R OD & L UG
2 EL B O W S
51
52
57
56
53 55
54
A-A
0.5’
3.0’
INFALL
8.0’
4.0’
B-B
0.1’
2.5’
INFALL
6.0’
3.0’
C-C
0.5’
3.0’
INFALL
6.0’
4.0’
D-D
0.5’
4.0’
OUTFALL
12.0’
5.0’
A
A
B
B
C
C
D
D
919.18
919.05
919.79
920.02 919.67
912.04
912.24
912.38
15" RCP-III
FS
W/ 7 SY FIL FAB
2 TONS CL B RIPRAP
INV=935.7
INV=928.0
2GI
1104
1103
1101
1102
SEE DETAIL A
SPECIAL CUT DITCH
916.16
SEE DETAIL R
PSH
2GI-D
15 " RC P -III
SEE DETAIL S
STREAM PLUG D O NO T B U R Y B U R Y DO NO T
ON BANKS ONLY
W/ 50 SY FIL FAB
26 TONS CL I RIPRAP
SEE DETAIL F
RIPRAP AT EMBANKMENT
H W
I NV =919 .93
9 20
925
9 2 5
930
915
9
1
5
92
0
9
2
0
9
2
0
9 25
930
92 1
92 1
92
2
92 2
92
2
923 9
2
3
9
2
6
928
9 29
931
9 3 7
912
912
9 1 2
91 3
913
914
9
1
4
9 16
9
1
7
918
918
9
1
9
9
2
1
922
923
48
" R
C
P
H
W
SITE 5
TS
TS
1105
1113
INV=919.8
HW
24 " C SP
E L B
R O
D
& L U
G
2 EL B O
W S
48 " RC P -III
DRAIN
GRADE TO
SEE DETAIL I
TOE PROTECTION
JB w/Slab Lid
57
56
55
C
C
919.18
919.05
919.79
920.02 919.67
B U R Y D O N O T
1114
1115 48 " RC P -I I I JB w/Slab Lid
ELB
52
912.38
916.16
SEE DETAIL S
STREAM PLUG DO N O T B U R Y SITE 5
TS
S
S
I NV =915 .10
E NGLISH
SHEET 12 OF 13
PERMIT DRAWING
S S SURFACE WATER
DENOTES IMPACTS IN
TS TS
IMPACTS IN SURFACE WATER
DENOTES TEMPORARY
1 8 " C
ON
C
3 6 " C O
N C
I NV =951 .0 2 ’
I N V =9 51 .0 9 ’
DI
DI CB
DI
T H R OA T
O P E N
DI
DI
T H R OA T
O P E N
DI
DI
DI
10 " P L A S T I C
DI
UNK N O W N
O T H E R E ND
DI
DI
DI
DI
UN K N O W N
O T H E R E N D
U N KN O W N
O T H E R E N D
DI
DI
DI
U N K N O W N
O T H E R E ND
U N KNO W N
O T H E R E N D
CB
DI
DI
DI
T H R OA T
O P E N
DI
T H R OA T
O P E N
HW
HW
DI
DI
24 " C ON C
18 " C L AY
6 " C L AY 6 " C L AY
8
"
C
L
A
Y
6 " C L AY 6 " C L AY
1 2
"
C
L
A
Y
6
"
C
L
A
Y 6
" C
L
AY
1 0
"
C
L
A
Y
15 " C L AY
15 " C L AY
12 " C L AY
18
"

C
O
N
C 24 " C ON C
1 8 "
C
M P
18
"
C
M
P
15 "
C
O
N
C
DI
2 4 "C ON C
36 "C ON C
DI
6 " C L AY
10
" C
L
A
Y
8
"
C
L
A
Y
6 " C L AY
JB
P O SS I B LE
12
" C O N C
12
" C
ON
C
15 " C ON C
18 " C O N C
12
"

C
O
N
C
6 " C L AY
6
"
C
L
A
Y
15 " C ON C
15
" C
O
N
C
15 " C ON C
30
" C
O
N
C
1 2
" P
L
A S
T
I C
1 2
" P
L
A S
T
I C
B B B B
B
B
L
A
N
D
R
E
T
H

P
R
O
P
E
R
T
I E
S
/
K
E
R
N

L
L
C
T W I N C I T Y P R O P E R T I E S
D B 2 071 P G 1 510
S OU T H W E S T L AND C O M L P
D B 23 1 1 P G 203
D B 2679 P G 1442
KERN LLC
L AND R ET H P R O P E R T I E S
D B 2862 P G 4 414
8
12 13
14
16
17
15
23
24
B
B
B
B
B
30
31
B
B
B
B
B
B
B
C A
L VA
R Y
C HA
P EL
O
F
T H
E
T R I
AD , I
N
C
D
B
2945

P G
3223
43
44
30
34
S A B R I N A D I XON
J ON A T H AN &
DI
CB
DI
D
I
24 " C O N C
DI
DI
96 " C H L & 3 S B W
2
1 ’
B
S
T
M TL
2 S M TL B U S
30 " C &G 3
0
"
C
&
G
48 " C H L
84 " C H L & 3 S B W
30 " C &G
G R
B S T
B S T
W
A
LL
C
ON
C
48
"
S
C O N C
C O N C
C ON C
S
C A
LE
S
C ON
C
B
S
T
48 " C H L
LT
LT
G R

B
S T
W A LL
36 " C ON C
72 " C H L
7
2
"

C
H
L
CONC
B
S
T C U RB
B S T
1 S M TL B U S
C ANO P Y
7
2
"
C
H
L
B S T
B S T
DI
D
I
D
I
15 " RC P
18
" RC
P
12
"
R
C
P
2 4 " RC P 36 " RC P
3 6 " R C P
12 " RC P
15 " RC P
1 8 " C L AY
15 " C L AY

C
L
A
Y
6
"
1 2
" HD
P
E
12
" HD
P
E
1 0 " H
D
P
E
C ON
C
B
S
T
W /LT
W /LT
8
4
" C
H L
&

3
S
B
W
W D
WD
W D
W D
W D
W
D
W D
GA TE
M T L
9 6 " C H L & 3 S B W
21’ BST
G R G R
DI
S
BK
D I’S
1 S
M
T
L
B
U
S
C
O
N
C
C
O
N
C
B
S
T
3
6
"
R
C
P
8 "C
L AY
8 "
C
L
A
Y
8 "C L
A
Y
8 "C L AY 8 "C L AY
8 "C L A Y
8 "C L AY
8 "C L AY
8 "
M
T
L
8
" M T
L
UNKNO W N
O T H E R E ND
UNKNO W N
O T H E R E ND
6
"M
T
L
4
"
M
T
L
M
T
L
4
"
CB
DI
6 " C L AY
6 " C L AY
8

"
C
L
A
Y
DI
DI
15 " C L AY
DI
15 " C L AY DI
DI
6 " C
L
AY
10
"
C
L
A
Y
12 " C L AY
10
"
C
L
A
Y
DI
6 " C L AY
DI
6 " C L A Y
6

"
C
L
A
Y
DI
C L AY
6"
24 " RC P
18 "
C
M P
15 "
R
C P
18
"
C
M
P
HW
CB
2 S M TL B U S
B S T
DK
R
A
M
P
B S T
B S T
C ON C
9 6 " C H L & 3 S B W
115
GR
S R 1005 E A S T M OUN T A I N R D 26 ’ B S T
114
116
84 " C H L & 3 S B W
9 6 " C H L & 3 S B W
G R
84 "
C
H L
& 3 S
B
W
1 S M
TL
B
U
S
B S T
B S T
B S T
G R
S
G R
LT
74
73
72
S R 2042 O L D G R EE N S B O R O R D 19 ’ B S T
S
71 B S T
24 " C &G
15
"
R
C
P
DI
LT
C
ON
C
C
ON
C W /LT
DI
DI
LT
CONC
H W
m
m
NO
R F
O L
K
S
OU
T
H
E
R
N
R
R
M I LE P O S T 13
30
" R
C
P
30 " C &G
30" C&G
18
"

R
C
P
S T A
T I ON
TE
S T
S T A
T I ON
TE
S T
2 " S TEEL
10 " S TE
E
L
6 " S TE EL
12 " P L A S T I C
8 "
T Y
P E
UNKN
O
W
N
1 2 " T Y P E UN K NO W N
8
"
T
Y
P
E

U
N
K
N
O
W N
12 " T Y P E UNKNO W N
SIGNAL
NO
U
N
K
N
O
W N

S
I Z
E

&

T
Y
P
E
T
T T
T
T
T
T
T
T
T
T
T
T
T
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
C C
C
F
F
F
F
C
C
C
F
F
F
F
F
C
F
C
F
F
F
F
C C
F
F
F
C
C
F
F
C
C
C
END CONSTRUCTION
30 +00
-RR- POT Sta. 15+24.36
-Y5- POT Sta. 25+20.16
25 +00
-Y11- POT Sta. 12+60.00
-Y 5 -
2
0
+
0
0
-
Y 7
-
1 5 +00
-RR- PC Sta. 16+48.00
-Y7- PT Sta. 17+89.14
P R O
P . 48
" W
W
F E N
C
E
-Y11- POT Sta. 10+00.00
-Y7- POT Sta. 20+94.46=
-Y5- POT Sta. 35+00.00=
-Y5- POT Sta. 34+46.00
-RAB- PC Sta. 13+39.29=
-RAB- PC Sta. 10+00.00=
10
+
0
0
-Y11- POT Sta. 10+54.00
-RAB- PCC Sta. 10+90.41=
-Y5- POT Sta. 35+54.00
-RAB- PCC Sta. 11+69.65=
-Y7- POT Sta. 20+40.46
-RAB- PCC Sta. 12+57.78=
-
Y 11
-
-
R
A
B -
WW

F E N
C E
P R O
P . 48
"
C
R
CR
CR
C C F R
C
R
C R
CR
CC
F R
-
R
R -
-DR2- POT Sta. 14+28.63
-DR2- PT Sta. 13+18.88
-DR2- PC Sta. 10+75.00
-DR2- PRC Sta. 11+40.77
END CONSTRUCTION
-DR2- POT Sta. 13+40.00
-Y5- POT Sta. 32+05.00
-DR2- POT Sta. 10+00.00=
TS
SITE 6
WATERSHED
JORDAN
WATERSHED
RANDLEMAN
S
3
/
19
/
2
0
1
3
R
:
\
H
y
d
r
a
u
l
i
c
s
\
P
E
R
M
I
T
S
_
E
n
v
i
r
o
n
m
e
n
t
a
l
\
D
r
a
w
i
n
g
s
\
W
e
t
l
a
n
d
s
\
U
2
8
0
0
_
H
y
d
_
p
r
m
_
w
e
t
_
p
s
h
1
6
.
d
g
n
F
k
e
y
s
8
/
1
7
/
9
9
ADT 2012
ADT 2030
18,800
11,000
-Y7-
14,400
-Y5- EAST MOUNTAIN ROAD
11,100
-Y5-
PLANS PREPARED BY :
900 RIDGEFIELD DRIVE SUITE 350
RALEIGH, NORTH CAROLINA 27609-3960
RUMMEL, KLEPPER & KAHL, LLP
NC LICENSE NO. F-0112 [phone]
M
A
T C
H
L I N
E

-
Y 5
-

S
T A
.
3
7
+
0
0

S
EE

S
H
EE
T

6
M
A
T C
H
L I N
E
-
Y 5
-

S
T A
.

2
4
+
0
0

S
EE

S
H
EE
T

15
S E
E S
H E
E
T 6
-
Y 7 - S T
A . 14 +50
M
A T C
H L I N E
HYDRAULICS ROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.
SHEET NO.PROJECT REFERENCE NO.
U-2800 16
4,700
6,200 4,300
2,800
7,700
7,500
N
A
D

8
3
STAINED ASPHALT
STAMPED AND
SHEET NO.PROJECT REFERENCE NO.
U-2800 16
FOR DITCH DETAILS SEE SHT. 2-M
FOR ROUNDABOUT DETAIL SEE SHEET 2-L
FOR -DR2- PROFILE SEE SHT. 33
FOR -RAB- PROFILE SEE SHT. 33
FOR -Y11- PROFILE SEE SHT. 32
FOR -Y7- PROFILE SEE SHT. 31
FOR -Y5- PROFILE SEE SHT. 31
SYSTEM
RETAIN
SYSTEM
RETAIN
SYSTEM
RETAIN
SYSTEM
RETAIN
DRAIN
GRADE TO
DRAIN
GRADE TO
HP
-Y5- STA. 35+54.00
INV=962.0
LP
-Y7- STA. 16+35.28
LP
-RAB- STA. 12+59.88
HP
-RAB- STA. 10+90.10
-Y11- STA. 11+00.78
LP
SEE DETAIL H
BERM DITCH 1604
2GI 1605
2GI-D
1606
CB
1607
CB
SYSTEM
RETAIN
PLASTIC PIPE
& 11’ 12"
REMOVE DI
R E M OV E
SYSTEM
REMOVE
SYSTEM
REMOVE
1608
CB
FS
DI
1609
FS FS
CB
1610
CB
1612
CB
1613
CB
1614
1615
SYSTEM
REMOVE
R ET A I N
w/MH
JB
1616
JB w/Slab Lid
SYSTEM
REMOVE
R ET A I N
CB
1618
DI
1619
CB
CB
1621
1622
CB
1623
1624
CB
CB
1625
CB
1626
SYSTEM
RETAIN
CB
1627
1629
Slab Lid
JB w/
CB
1628
SEE DETAIL I
TOE PROTECTION
2GI
1630
1631
2GI
CB
1632
JB w/MH
1633
1634
w/MH
JB INV=923.5
1635
1611
CB
TO DETERMINE WHERE TO TIE IT TO THE PROPOSED DRAINAGE.
THE PIPE DOES NOT CONNECT AT #1615, INVESTIGATE THE SITE
RUNNING BESIDE THE BUILDING ON PARCEL #30. IN THE EVENT
#1615 HAS BEEN DESIGNED TO PICK UP THE EXISTING 36" RCP
NOTE:
SEE DETAIL I
TOE PROTECTION
2GI
1617
18" RCP-III 42 " RC P -I V
1
5
"
R
C
P
-
I
I
I

18
" RC
P -
I II

15 " R C P -III
1 5
" RC
P -III

1
8
"
R
C
P
-
I
I
I

18
"
R C
P
-
I
I
I

15 " RC P -III 15 " RC P -I II 24" CSP
ELB ELB
ELB
ELB
ROD & LUG
2 ELBOWS
18" CSP
2 ELBOWS ROD & LUG
ELB ELB
2 4 " RC P -I II
36" CSP
ROD & LUG
2 ELBOWS RCP-III
36"
ROD & LUG
2 ELBOWS
15" CSP
48" RCP-III
1 5 " RC P -III 15 " RC P -I I I
15
"
RC
P -III
RCP-III
24"
1 5 " RC P -I I I 1
5
"
R
C
P -
I
I
I

15
"

RC
P
-
I
I
I

15 " RC P -III 15
" RC
P
-III

RC
P -
I I I
1 8
"
24 " RC P -III
19
20
21
23
22
34
33
SWALE
NO FEATURE NO FEATURE
A
A
B
B
A-A
0.0’
1.5’
ROADSIDE
8.0’
3.0’
B-B
0.5’
8.0’
OUTFALL
20.0’
6.0’
962.44 962.47
962.76
924.76
925.22
L P
T O
H P
TO HP
SYSTEM
RETAIN
-DR2- STA. 11+32.12
LP
-DR2- STA. 12+28.63
SYSTEM
RETAIN
1602
1601
R E M OV E
R ET A I N
SEE DETAIL A
SPECIAL CUT DITCH
REMOVE
2GI
24 " RC P -I II
ON BANKS ONLY
W/ 50 SY FIL FAB
26 TONS CL I RIPRAP
SEE DETAIL F
RIPRAP AT EMBANKMENT 20 +00 C
R
F
F F T S S D I 1619 CB 1625 1629 S l a b L i d J B w /CB 1632 J B w /M H 1633 1634 w /M H J B I NV =923 .5 1635 2 G I 1617
42 " RC P -I V
1
8 "
RC
P -III
18 " R
C P -III 24 " C SP EL B E L B EL B E L B R OD & L UG 2 EL B O W S E L B EL B
15 " RC P -III
15 " RC P -III R
C
P -II
I 18 "
924 .76 925 .22 ON B ANK S ON L Y W / 50 S Y F I L F A B 26 T ON S C L I R I P R A P S E E D E T A I L F R I P R A P A T E M B ANK M E N T
36 " RC P I NV =9 3 4 .2 5
E NGLISH
SHEET 13 OF 13
PERMIT DRAWING
S S SURFACE WATER
DENOTES IMPACTS IN
TS TS
IMPACTS IN SURFACE WATER
DENOTES TEMPORARY
1 8 " C
ON
C
3 6 " C O
N C
I NV =951 .0 2 ’
I N V =9 51 .0 9 ’
DI
DI CB
DI
T H R OA T
O P E N
DI
DI
T H R OA T
O P E N
DI
DI
DI
10 " P L A S T I C
DI
UNK N O W N
O T H E R E ND
DI
DI
DI
DI
UN K N O W N
O T H E R E N D
U N KN O W N
O T H E R E N D
DI
DI
DI
U N K N O W N
O T H E R E ND
U N KNO W N
O T H E R E N D
CB
DI
DI
DI
T H R OA T
O P E N
DI
T H R OA T
O P E N
HW
HW
DI
DI
24 " C ON C
18 " C L AY
6 " C L AY 6 " C L AY
8
"
C
L
A
Y
6 " C L AY 6 " C L AY
1 2
"
C
L
A
Y
6
"
C
L
A
Y 6
" C
L
AY
1 0
"
C
L
A
Y
15 " C L AY
15 " C L AY
12 " C L AY
18
"

C
O
N
C 24 " C ON C
1 8 "
C
M P
18
"
C
M
P
15 "
C
O
N
C
DI
2 4 "C ON C
36 "C ON C
DI
6 " C L AY
10
" C
L
A
Y
8
"
C
L
A
Y
6 " C L AY
JB
P O SS I B LE
12
" C O N C
12
" C
ON
C
15 " C ON C
18 " C O N C
12
"

C
O
N
C
6 " C L AY
6
"
C
L
A
Y
15 " C ON C
15
" C
O
N
C
15 " C ON C
30
" C
O
N
C
1 2
" P
L
A S
T
I C
1 2
" P
L
A S
T
I C
9
1
0
9
1
0
9 10
9
1 0
9
15
91
5
9
1
5
9
1
5
915
9
1
5
9 15
9
2
0
9
2
0
9
2
0
9 2 0
9 2 0
9
2
0
920
9
2
5
9
2
5
9
2
5
92
5
9
2
5
9
2
5
9
2
5
9
2
5
9 2 5
925
9
3
0
9
3
0
9
3
0
9
3
0
930
9
3
0
9 3
0
9
3
0
9 30
9
3
0
9
30
9
3
0
93
0
9
3
5
93
5
9
3
5
9 3 5
93
5
9 35
93
5
9 3 5
9
3
5
93
5
9
3
5
9
3 5
93
5
935
9
4
0
9
4
0
94
0
9
4
0
9
4
0
94
0
94 0
940
9
4
0
9
4
0
9
4
0
9 40
9
4
0
9
4
0
9
4
5
9
4
5
9
4
5
9
4
5
9
4
5
9
4
5
9 4 5
9 45
94
5
9 4
5
945
9
4
5
9
4
5
9 4 5
9
5
0
9
5
0
9
5
0
9 5 0
950
95 0
950
9
5
0
9
5
0
9
5
0
9
5
0
9
5
0
9
5
0
9 5 0
9
5
5
9
5
5
9
5
5
9 5 5
9 55
9 5 5
9 5 5
9
5
5
9 5 5
9
5
5
9
5
5
9
5
5
9 5 5
9
6
0
9
6
0
9
6
0
9
6
0
96
0
9 60
960
9
6
0
960
9
6
0
9
6
0
9
6
0
96
0
96
0
9 6 0
965
96
5
965
965
9 6 5 965 965
965
965
9 65
9
6
5
9 65
96 5
96
5
965
9
6
5
965
965
9 6 5
965
965
965
965
965
965
965
965
965
965
965
9
6
5
965 965
9
6
5
9
6
5
9
6
5
9 6 5 965
96 5
9 6 5
9 65
965
9
7
0
9
7
0
9
7
0
9
7
0
970
970
970
970
970
970
970
970
970
970
9
7
0
9
7
0
97
0
9 70
9
7
0
97
0
970
970
97
0
970
9
7
0
9 7 5
975
9 7 5
9
7
5
9
7
5
9
7
5
9
7
5
9
7
5
9
7
5
975
975
975
975
975
975
975
9
7
5
9
7
5
975
9
7
5
9
7
5
9 7 5
9
7
5
98
0 9 8 0
980 98
0
9 80
98
0
9
8
0
9 8 0
9
8
0
980
9 80
9
8
0
9
8
0
9
8
0
980
98
0
980
980
980
98
0
980
98
5
98
5
98
5
9 85
98
5
98
5
9 8 5
9 8 5
985
9
8
5
9
2
5
9
2
5
925 930
93
0
93
0
9 3 0
93 0
9 3 5
93
5
935
93 5
9 35
935
940
940
94
0
9 40
945
945
9 50
955
95
5
96
0
96
5
91
1
9
1
1
9
1
2
9
1
2
9
1
2
9
13
9
1
3
9
1
3
9
1
4
9
1
4
9
14
9
1 6
9
1
6
9
1
6
9
1 7
91
7
91
7
917
9
1 8
9
18
9
1
8
91
8
9
1
9
9
1 9
91
9
919
9
2
1
92
1
9
2
1
9
2
1
92
2
92
2
9
2
2
9
2
2
9 23
9 2
3
9
2
3
9
2
3
9
2
4
9
2
4
9 2 4
9
2
4
9 2
6
9
2
6
92 6
9
2
6
9
2
6
926
9
2
7
9
2
7
92
7
9
2
7
9
2
7
92
7
9
2
8
9 2 8
9 28
9
2
8
9
2
8
9
2
8
9
2
9
92
9
92
9
9
2
9
9
2
9
9
2
9
9
2
9
9 3 1
931
9
3
1
9
3
1
93
1
9
3
1
9
3
1
931
9
3
2
9
3
2
9
3
2
9
3
2
9 3 2
9
3 2
9
3
2
93 2
93
3
9
3
3
9
3
3
9
3
3
93
3
9
3
3
9
3
3
9 33
9
3
4
9
3
4
9
3
4
9
3
4
93
4
9
3
4
9
3
4
9 3 4
9
3
6
9
3
6
93
6
9
3
6
9
36
9
3
6
9
3
6
9
3
7
9
3
7
9
3
7
93
7
9
3
7
9
3
7
937
9
3
8
9
3
8
9 3 8
93
8
9
3
8
9 3
8
9
3
8
9
3
9
9
3
9
9
3
9
9 3 9
9
3
9
9 3
9
93
9
9 4 1
9
4
1
9
4
1
94
1
9
4
1
9
4
1
94
1
94 2
9
4
2
9
4
2
942
9
4
2
9
4
2
94
2
94
3
9
4
3
9
4 3
943
9
4
3
9
4
3
94
3
9 44
9
4
4
9
4
4
9 44
9
4
4
9
4
4
9
4
4
9 46
9
4
6
9
4
6
9 4 6
9
4
6
9
4
6
9
4
6
94
7
9
4
7
94 7
94
7
9
4
7
9
4
7
94
7
9
4
8
9
4 8
9 4 8
948
9
4 8
9
4
8
94
8
9
4
9
9 4
9
9 4
9
949
9
4
9
94
9
9
4
9
9
5
1
9 5 1
951
9
5
1
9
5
1
9
5
1
9 5 1
9
5
2
9
5
2
952
9
5
2
9
5
2
9
5
2
9
5
2
9 5
3
9
5
3
953
9
5
3
9
5
3
9
5
3
9
53
9
5
4
9
5 4
954
9
5
4
9
5
4
9
5
4
9
5
6
9
5
6
956
9
5
6
9
5
6
9
5
6
9 56
9
5
7
9
5
7
957
9
5
7
9
5
7
9
5
7
9 5 7
9
5
8
9
5
8
9
5
8
9
5
8
9
5
8
9
5
8
9 5 8
9
5
9
9 5 9
9
5
9
9
5
9
9
5
9
9
5
9
95 9
9 5
9
9
6
1
9
6
1
9
6 1
9
6
1
9
6
1
9
6
1
9 61
961
961
9
6
1
9
61
961
961
961
961
9
6
2
9
6
2
9 6 2
9
6
2
96
2
9
6
2
9
6
2
962
962
96
2
962
9
6
2
96 2
962
962
962
96
2
962
962
9 6 2
9 62
9
6
2
962
963
963
963
96
3
96
3
963
9
6
3
963
9
6
3
963
9
6
3
963
963
963
963
963
96 3
963
963
963
963
9 63
9 6 3
963
964
9 64
9 64
964
964
964
964
964
964
964
9 6 4
964
964
964
9 64
96
4
964
96
4
964
9 64
9
6
4
96
4
9
6
4
9 64
9 6 4
96
4
9 64
9
6
4
9
6
4
9 6 4
964
96
6
9 6 6
9
66
96
6
966
966
9
6
6
9 66
966
966
966
966
966
96
6
9
6
6
9 67
967
9 67 9
6
7
9
6
7
9
6
7
9
6
7
967
967
967
967
967
96
7
96 7
9
6
7
9 67
967
9
6
7
9 6 7
967
9
68
968
9
6
8
968
968
968
968
968
9 68
968
9
6
8
9
6
8
968
9
6
9
969
969
969
969
969
969
9
6
9
96 9
969
96
9
9 6 9
969
9
6
9
9
7
1
9
7
1
971
971
971
971
971
97
1
971
9
7
1
971
97
1
9
7
1
9
7
1
9
7
2
97
2
97
2
972
972
972
972
9
7
2
972
9
7
2
9 7 2
97
2
973
97
3
9
7
3
9
7
3
9
7
3
973
973
973
973
9 73
973
973
97 3
9
7
4
9
74
9
7
4
97
4
9 7 4
974
974
974
974
97
4
9
7
4
9
7
6
976
9
7
6
9
7
6
9 7
6
9
7
6
9
7
6
9 76
9 7 6
976
976
976
976
9
7
7
9 77
97
7
97
7
9
7
7
9
7
7
9
7
7
9
7
7
9
7
7
9
7
7
977
977
977
977
97
7
977
9
7
7 9 7 8
978
978
9 78
9 7 8
9
7
8
9
7
8
97
8
97
8
9
7
8
97
8
9
78
97
8
97
9
97
9 9 7 9
97
9
9
7
9
97
9
9
7
9
97 9
979
979
9
7
9
98
1
981
98
1
9
8
1
9
8
1
98
1
981
9 81
981
9 8 2
98
2
982
9 8 2
98
2
9 82
98
2
98
2
982
9
83
98
3
98
3
983
983
9
83
9
8
3
98
3
98
3
9 8 3
98 3
98
3
98
3
983
98
3
983
98
4
98
4
9
8
4
98 4
9
8
4
9
8
4
98
4
98
4
98
4
98 4
98
4
98
4
984
984
98
6
98
6
98
6
9
2
6
926
927
92
7
9 2 8
92
8 929
92
9
929
931 9 3 1
9 31
932
932
9
3
2
93
3
9 3 3
9 33
93 4
9 3 4
9 3 4
93
6
936
93
6
9 37
9 37
938
9
3
8
939
9 3 9
941
9 4 1
9 4 2
942
943
943
944
94
4
94 6
947
948
94
9
95
1
95 2 9 5 3
95
4
95
6 95
7 95
8 95 9
9
6
7
B B B B
B
B
L
A
N
D
R
E
T
H

P
R
O
P
E
R
T
I E
S
/
K
E
R
N

L
L
C
T W I N C I T Y P R O P E R T I E S
D B 2 071 P G 1 510
S OU T H W E S T L AND C O M L P
D B 23 1 1 P G 203
D B 2679 P G 1442
KERN LLC
L AND R ET H P R O P E R T I E S
D B 2862 P G 4 414
8
12 13
14
16
17
15
23
24
B
B
B
B
B
30
31
B
B
B
B
B
B
B
C A
L VA
R Y
C HA
P EL
O
F
T H
E
T R I
AD , I
N
C
D
B
2945

P G
3223
43
44
30
34
S A B R I N A D I XON
J ON A T H AN &
DI
CB
DI
D
I
24 " C O N C
DI
DI
96 " C H L & 3 S B W
2
1 ’
B
S
T
M TL
2 S M TL B U S
30 " C &G 3
0
"
C
&
G
48 " C H L
84 " C H L & 3 S B W
30 " C &G
G R
B S T
B S T
W
A
LL
C
ON
C
48
"
S
C O N C
C O N C
C ON C
S
C A
LE
S
C ON
C
B
S
T
48 " C H L
LT
LT
G R

B
S T
W A LL
36 " C ON C
72 " C H L
7
2
"

C
H
L
CONC
B
S
T C U RB
B S T
1 S M TL B U S
C ANO P Y
7
2
"
C
H
L
B S T
B S T
DI
D
I
D
I
15 " RC P
18
" RC
P
12
"
R
C
P
2 4 " RC P 36 " RC P
3 6 " R C P
12 " RC P
15 " RC P
1 8 " C L AY
15 " C L AY

C
L
A
Y
6
"
1 2
" HD
P
E
12
" HD
P
E
1 0 " H
D
P
E
C ON
C
B
S
T
W /LT
W /LT
8
4
" C
H L
&

3
S
B
W
W D
WD
W D
W D
W D
W
D
W D
GA TE
M T L
9 6 " C H L & 3 S B W
21’ BST
G R G R
DI
S
BK
D I’S
1 S
M
T
L
B
U
S
C
O
N
C
C
O
N
C
B
S
T
3
6
"
R
C
P
8 "C
L AY
8 "
C
L
A
Y
8 "C L
A
Y
8 "C L AY 8 "C L AY
8 "C L A Y
8 "C L AY
8 "C L AY
8 "
M
T
L
8
" M T
L
UNKNO W N
O T H E R E ND
UNKNO W N
O T H E R E ND
6
"M
T
L
4
"
M
T
L
M
T
L
4
"
CB
DI
6 " C L AY
6 " C L AY
8

"
C
L
A
Y
DI
DI
15 " C L AY
DI
15 " C L AY DI
DI
6 " C
L
AY
10
"
C
L
A
Y
12 " C L AY
10
"
C
L
A
Y
DI
6 " C L AY
DI
6 " C L A Y
6

"
C
L
A
Y
DI
C L AY
6"
24 " RC P
18 "
C
M P
15 "
R
C P
18
"
C
M
P
HW
CB
2 S M TL B U S
B S T
DK
R
A
M
P
B S T
B S T
C ON C
9 6 " C H L & 3 S B W
115
GR
S R 1005 E A S T M OUN T A I N R D 26 ’ B S T
114
116
84 " C H L & 3 S B W
9 6 " C H L & 3 S B W
G R
84 "
C
H L
& 3 S
B
W
1 S M
TL
B
U
S
B S T
B S T
B S T
G R
S
G R
LT
74
73
72
S R 2042 O L D G R EE N S B O R O R D 19 ’ B S T
S
71 B S T
24 " C &G
15
"
R
C
P
DI
LT
C
ON
C
C
ON
C W /LT
DI
DI
LT
CONC
H W
m
m
NO
R F
O L
K
S
OU
T
H
E
R
N
R
R
M I LE P O S T 13
30
" R
C
P
30 " C &G
30" C&G
18
"

R
C
P
S T A
T I ON
TE
S T
S T A
T I ON
TE
S T
2 " S TEEL
10 " S TE
E
L
6 " S TE EL
12 " P L A S T I C
8 "
T Y
P E
UNKN
O
W
N
1 2 " T Y P E UN K NO W N
8
"
T
Y
P
E

U
N
K
N
O
W N
12 " T Y P E UNKNO W N
SIGNAL
NO
U
N
K
N
O
W N

S
I Z
E

&

T
Y
P
E
T
T T
T
T
T
T
T
T
T
T
T
T
T
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
C C
C
F
F
F
F
C
C
C
F
F
F
F
F
C
F
C
F
F
F
F
C C
F
F
F
C
C
F
F
C
C
C
END CONSTRUCTION
30 +00
-RR- POT Sta. 15+24.36
-Y5- POT Sta. 25+20.16
25 +00
-Y11- POT Sta. 12+60.00
-Y 5 -
2
0
+
0
0
-
Y 7
-
1 5 +00
-RR- PC Sta. 16+48.00
-Y7- PT Sta. 17+89.14
P R O
P . 48
" W
W
F E N
C
E
-Y11- POT Sta. 10+00.00
-Y7- POT Sta. 20+94.46=
-Y5- POT Sta. 35+00.00=
-Y5- POT Sta. 34+46.00
-RAB- PC Sta. 13+39.29=
-RAB- PC Sta. 10+00.00=
10
+
0
0
-Y11- POT Sta. 10+54.00
-RAB- PCC Sta. 10+90.41=
-Y5- POT Sta. 35+54.00
-RAB- PCC Sta. 11+69.65=
-Y7- POT Sta. 20+40.46
-RAB- PCC Sta. 12+57.78=
-
Y 11
-
-
R
A
B -
WW

F E N
C E
P R O
P . 48
"
C
R
CR
CR
C C F R
C
R
C R
CR
CC
F R
-
R
R -
-DR2- POT Sta. 14+28.63
-DR2- PT Sta. 13+18.88
-DR2- PC Sta. 10+75.00
-DR2- PRC Sta. 11+40.77
END CONSTRUCTION
-DR2- POT Sta. 13+40.00
-Y5- POT Sta. 32+05.00
-DR2- POT Sta. 10+00.00=
TS
SITE 6
WATERSHED
JORDAN
WATERSHED
RANDLEMAN
S
3
/
19
/
2
0
1
3
R
:
\
H
y
d
r
a
u
l
i
c
s
\
P
E
R
M
I
T
S
_
E
n
v
i
r
o
n
m
e
n
t
a
l
\
D
r
a
w
i
n
g
s
\
W
e
t
l
a
n
d
s
\
U
2
8
0
0
_
H
y
d
_
p
r
m
_
w
e
t
_
p
s
h
1
6
_
c
o
n
.
d
g
n
F
k
e
y
s
8
/
1
7
/
9
9
ADT 2012
ADT 2030
18,800
11,000
-Y7-
14,400
-Y5- EAST MOUNTAIN ROAD
11,100
-Y5-
PLANS PREPARED BY :
900 RIDGEFIELD DRIVE SUITE 350
RALEIGH, NORTH CAROLINA 27609-3960
RUMMEL, KLEPPER & KAHL, LLP
NC LICENSE NO. F-0112 [phone]
M
A
T C
H
L I N
E

-
Y 5
-

S
T A
.
3
7
+
0
0

S
EE

S
H
EE
T

6
M
A
T C
H
L I N
E
-
Y 5
-

S
T A
.

2
4
+
0
0

S
EE

S
H
EE
T

15
S E
E S
H E
E
T 6
-
Y 7 - S T
A . 14 +50
M
A T C
H L I N E
HYDRAULICS ROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.
SHEET NO.PROJECT REFERENCE NO.
U-2800 16
4,700
6,200 4,300
2,800
7,700
7,500
N
A
D

8
3
STAINED ASPHALT
STAMPED AND
SHEET NO.PROJECT REFERENCE NO.
U-2800 16
FOR DITCH DETAILS SEE SHT. 2-M
FOR ROUNDABOUT DETAIL SEE SHEET 2-L
FOR -DR2- PROFILE SEE SHT. 33
FOR -RAB- PROFILE SEE SHT. 33
FOR -Y11- PROFILE SEE SHT. 32
FOR -Y7- PROFILE SEE SHT. 31
FOR -Y5- PROFILE SEE SHT. 31
SYSTEM
RETAIN
SYSTEM
RETAIN
SYSTEM
RETAIN
SYSTEM
RETAIN
DRAIN
GRADE TO
DRAIN
GRADE TO
HP
-Y5- STA. 35+54.00
INV=962.0
LP
-Y7- STA. 16+35.28
LP
-RAB- STA. 12+59.88
HP
-RAB- STA. 10+90.10
-Y11- STA. 11+00.78
LP
SEE DETAIL H
BERM DITCH 1604
2GI 1605
2GI-D
1606
CB
1607
CB
SYSTEM
RETAIN
PLASTIC PIPE
& 11’ 12"
REMOVE DI
R E M OV E
SYSTEM
REMOVE
SYSTEM
REMOVE
1608
CB
FS
DI
1609
FS FS
CB
1610
CB
1612
CB
1613
CB
1614
1615
SYSTEM
REMOVE
R ET A I N
w/MH
JB
1616
JB w/Slab Lid
SYSTEM
REMOVE
R ET A I N
CB
1618
DI
1619
CB
CB
1621
1622
CB
1623
1624
CB
CB
1625
CB
1626
SYSTEM
RETAIN
CB
1627
1629
Slab Lid
JB w/
CB
1628
SEE DETAIL I
TOE PROTECTION
2GI
1630
1631
2GI
CB
1632
JB w/MH
1633
1634
w/MH
JB INV=923.5
1635
1611
CB
TO DETERMINE WHERE TO TIE IT TO THE PROPOSED DRAINAGE.
THE PIPE DOES NOT CONNECT AT #1615, INVESTIGATE THE SITE
RUNNING BESIDE THE BUILDING ON PARCEL #30. IN THE EVENT
#1615 HAS BEEN DESIGNED TO PICK UP THE EXISTING 36" RCP
NOTE:
SEE DETAIL I
TOE PROTECTION
2GI
1617
18" RCP-III 42 " RC P -I V
1
5
"
R
C
P
-
I
I
I

18
" RC
P -
I II

15 " R C P -III
1 5
" RC
P -III

1
8
"
R
C
P
-
I
I
I

18
"
R C
P
-
I
I
I

15 " RC P -III 15 " RC P -I II 24" CSP
ELB ELB
ELB
ELB
ROD & LUG
2 ELBOWS
18" CSP
2 ELBOWS ROD & LUG
ELB ELB
2 4 " RC P -I II
36" CSP
ROD & LUG
2 ELBOWS RCP-III
36"
ROD & LUG
2 ELBOWS
15" CSP
48" RCP-III
1 5 " RC P -III 15 " RC P -I I I
15
"
RC
P -III
RCP-III
24"
1 5 " RC P -I I I 1
5
"
R
C
P -
I
I
I

15
"

RC
P
-
I
I
I

15 " RC P -III 15
" RC
P
-III

RC
P -
I I I
1 8
"
24 " RC P -III
19
20
21
23
22
34
33
SWALE
NO FEATURE NO FEATURE
A
A
B
B
A-A
0.0’
1.5’
ROADSIDE
8.0’
3.0’
B-B
0.5’
8.0’
OUTFALL
20.0’
6.0’
962.44 962.47
962.76
924.76
925.22
L P
T O
H P
TO HP
SYSTEM
RETAIN
-DR2- STA. 11+32.12
LP
-DR2- STA. 12+28.63
SYSTEM
RETAIN
1602
1601
R E M OV E
R ET A I N
SEE DETAIL A
SPECIAL CUT DITCH
REMOVE
2GI
24 " RC P -I II
ON BANKS ONLY
W/ 50 SY FIL FAB
26 TONS CL I RIPRAP
SEE DETAIL F
RIPRAP AT EMBANKMENT 20 +00 C
R
F
F F T S S D I 1619 CB 1625 1629 S l a b L i d J B w /CB 1632 J B w /M H 1633 1634 w /M H J B I NV =923 .5 1635 2 G I 1617
42 " RC P -I V
1
8 "
RC
P -III
18 " R
C P -III 24 " C SP EL B E L B EL B E L B R OD & L UG 2 EL B O W S E L B EL B
15 " RC P -III
15 " RC P -III R
C
P -II
I 18 "
924 .76 925 .22 ON B ANK S ON L Y W / 50 S Y F I L F A B 26 T ON S C L I R I P R A P S E E D E T A I L F R I P R A P A T E M B ANK M E N T
36 " RC P I NV =9 3 4 .2 5
FORSYTH & GUILFORD
VICINITY MAP

SITE
GUILFORD
COUNTY
FORSYTH
COUNTY
Greensboro
Winston-Salem
High Point
Summerfield
Stokesdale
Oak Ridge
Lewisville
Clemmons
Kernersville
Tobaccoville
Pleasant Garden
Walkertown
Rural Hall
Jamestown
Sedalia
King
Bethania
NCDOT
DIVISION OF HIGHWAYS
FORSYTH AND GUILFORD COUNTIES
PROJECT: 34858.3.3 (U-2800)
MACY GROVE RD.
SITE 6
SITE 5
SITE 3
SITE 2
SITE 4
SITE 1
BEGIN
PROJECT
END
PROJECT
LOCATION NCDOT
0 2,000 4,000
Feet
Source: USGS 7.5 Minute Quadrangle, Kernersville, NC
DIVISION OF HIGHWAYS
FORSYTH AND GUILFORD COUNTIES
PROJECT: 34858.3.3 (U-2800)
MACY GROVE RD

BUFFER
IMPACTS
Pa
t
h
:

T
:
\
B
R
I
D
G
E
_
M
a
p
s
\
U
2
8
0
0
_
M
a
c
y
_
G
r
o
v
e
\
U
2
8
0
0
_
U
S
G
S
_
B
u
f
f
e
r
s
.
m
x
d
PR
O
P
E
R
T
Y

O
W
N
E
R

N
A
M
E
Jo
n
a
t
h
a
n

&

S
a
b
r
i
n
a

D
i
x
o
n
30
5

E

B
o
d
e
n
h
a
m
e
r

S
T

K
e
r
n
e
r
s
v
i
l
l
e
,

N
C

2
7
2
8
4
Mi
c
h
a
e
l

Y
o
r
k
24
8
8

D
e
l
l
w
o
o
d

D
R

A
t
l
a
n
t
a
,

G
A

3
0
3
0
5
Ga
r
d
e
n

T
o
w
e
r
s
,

L
L
P
21
0
1

N
E

R
h
o
d
e

I
s
l
a
n
d

A
V
E

W
a
s
h
i
n
g
t
o
n

D
C

2
0
0
1
8
Tw
i
n

C
i
t
y

P
r
o
p
e
r
t
i
e
s
12
5

A
l
l
e
n

S
T

K
e
r
n
e
r
s
v
i
l
l
e
,

N
C

2
7
2
8
4
BU
F
F
E
R

I
M
P
A
C
T
S
N.
C
.

D
E
P
T
.

O
F

T
R
A
N
S
P
O
R
T
A
T
I
O
N
DI
V
I
S
I
O
N

O
F

H
I
G
H
W
A
Y
S
FO
R
S
Y
T
H

A
N
D

G
U
I
L
F
O
R
D

C
O
U
N
T
I
E
S
PR
O
J
E
C
T
:

3
4
8
5
8
.
3
.
3

(
U
-
2
8
0
0
)
BU
F
F
E
R

D
R
A
W
I
N
G

S
H
E
E
T

3

O
F

1
3
R:
\
H
y
d
r
a
u
l
i
c
s
\
C
a
l
c
u
l
a
t
i
o
n
s
\
P
e
r
m
i
t
\
U
-
2
8
0
0

B
u
f
f
e
r
P
r
o
p
.
x
l
s
PR
O
P
.

N
O
.
PR
O
P
E
R
T
Y

O
W
N
E
R

A
D
D
R
E
S
S
34 39 42 43
RO
A
D

CR
O
S
S
I
N
G
B
R
I
D
G
E
PA
R
A
L
L
E
L

IM
P
A
C
T
ZO
N
E

1

(f
t
2 )
ZO
N
E

2

(f
t
2 )
TO
T
A
L

(f
t
2 )
ZO
N
E

1

(f
t
2 )
ZO
N
E

2

(f
t
2 )
TO
T
A
L

(f
t
2 )ZONE 1 (ft 2 )ZONE 2 (ft 2 )
1
2
4
"

C
S
P
-
L
-

5
5
+
6
7

T
O

5
7
+
1
1

R
T
X
2
1
1
5
2
8
5
0
4
9
6
5
1
U
N
D
E
R

2
4
"

C
S
P
-
L
-

5
5
+
6
7

T
O

5
7
+
1
1

R
T
X
3
2
4
1
7
3
6
4
8
"

R
C
P
-
Y
7
-

1
7
+
6
5

T
O

2
0
+
5
8
X
1
7
8
0
7
1
2
7
9
4
3
0
6
0
1
TO
T
A
L
:
21
1
5
2
8
5
0
4
9
6
5
1
7
8
3
9
1
2
8
3
5
3
0
6
7
4
2
R
O
A
D
W
A
Y

F
I
L
L
-
Y
2
-

2
4
+
0
0

T
O

2
5
+
6
4

R
T
X
1
7
6
0
1
7
6
3
R
O
A
D
W
A
Y

F
I
L
L
-
Y
2
-

3
0
+
0
8

T
O

4
1
+
0
9

R
T
X
6
0
0
7
7
3
1
1
1
3
3
1
8
4
R
O
A
D
W
A
Y

D
I
T
C
H
-
Y
2
-

3
4
+
8
9

T
O

3
5
+
1
5

L
T
5
4
5
7
2
6
2
6
5
4
8
"

R
C
P
-
Y
2
-

4
4
+
1
6

T
O

4
7
+
5
0
X
1
0
8
0
4
2
7
8
8
1
3
5
9
2
5
P
S
H
-
Y
2
-

4
5
+
7
5

L
T
S
T
O
R
M
W
A
T
E
R

M
A
N
A
G
E
M
E
N
T
0
6
7
6
7
7
R
O
A
D
W
A
Y

F
I
L
L
-
Y
2
-

4
4
+
1
6

T
O

4
7
+
9
4
X
11
6
5
2
3
4
1
3
9
9
TO
T
A
L
:
54
6
3
9
6
9
3
1
8
1
5
2
1
0
3
3
3
2
8
4
8
5
R :\H
y d ra
u
li
cs
\C
A
L
C
U
L
A
T
I
O
N
S
\
P
er
m
it
s \U
-28
0
0
B u ff
er

I mp
a
c
t S um
m
a
r
y

Sh
ee
t .x
l s
BU
F
F
E
R

I
M
P
A
C
T
S

S
U
M
M
A
R
Y
TY
P
E
SI
T
E

N
O
.
ST
R
U
C
T
U
R
E

S
I
Z
E

/

TY
P
E
S
T
A
T
I
O
N

(
F
R
O
M
/
T
O
)
ST
O
R
M
W
A
T
E
R

M
A
N
A
G
E
M
E
N
T
BU
F
F
E
R

D
R
A
W
I
N
G

4

O
F

1
3
PR
O
J
E
C
T
:

3
4
8
5
8
.
3
.
3

(
U
-
2
8
0
0
)

MI
T
I
G
A
B
L
E
DI
V
I
S
I
O
N

O
F

H
I
G
H
W
A
Y
S
BUFFER REPLACEMENT
FO
R
S
Y
T
H

&

G
U
I
L
F
O
R
D

C
O
U
N
T
I
E
S
IM
P
A
C
T
N.
C
.

D
E
P
T
.

O
F

T
R
A
N
S
P
O
R
T
A
T
I
O
N
AL
L
O
W
A
B
L
E

Jo
r
d
a
n

W
a
t
e
r
s
h
e
d
Ra
n
d
l
e
m
a
n

W
a
t
e
r
s
h
e
d
Rev. May 2006
Si
t
e

S
t
a
t
i
o
n
ZO
N
E

1

(f
t
^
2
)
ZO
N
E

2

(f
t
^
2
)
3
-Y
2
-

3
8
+
0
9

T
O

3
9
+
6
0

R
T
1
1
9
9
99
11
9
9
99
R :\H
y d ra
u
li
cs
\C
A
L
C
U
L
A
T
I
O
N
S
\
P
er
m
it
s \U
-28
0
0
W e tl
an
d i n
B u ff
er

S um
m
a
r
y

Sh
ee
t .x
ls
Ra
n
d
l
e
m
a
n

W
a
t
e
r
s
h
e
d
TO
T
A
L
S
:
BU
F
F
E
R

I
M
P
A
C
T
S

S
U
M
M
A
R
Y
WE
T
L
A
N
D
S

I
N

B
U
F
F
E
R
N.C. DEPT. OF TRANSPORTATION DIVISION OF HIGHWAYS BUFFER DRAWING 5 OF 13 PROJECT: 34858.3.3 (U-2800) FORSYTH & GUILFORD COUNTIES
D A T U M
D E S CR
I
P T I
ON
T H E L O C A L I Z E D C O O R D I N A T E S Y S T E M D E V E L O P E D F O R T H I S P R O J E C T
I S B A S E D O N T H E S T A T E P L AN E C O O R D I N A T E S E S T A B L I S H E D B Y
N C D O T F O R M O NU M E N T "U 2 8 0 0 -1 "
W I T H N A D 8 3 /9 5 S T A T E P L A N E G R I D C O O R D I N A T E S O F
N O R T H I N G : 8 5 6 5 3 8 .3 1 6 0 (f t ) E A S T I N G : 1 69
0 8 3 8 .4 3 2 0 (f t )
E L E V A T I O N : 94
8 .9 9 (f t )
T H E A V E R A G E C O M B I N E D G R I D F A C T O R U S E D O N T H I S P R O J E C T
(G R O U N D T O G R I D ) I S : 0 .9 9 9 9 4 1 4 2
T H E N .C . L A M B E R T G R I D B E A R I N G A N D
L O C A L I Z E D H O R I Z O N T A L G R O U N D D I S T A N C E F R O M
"U 2 8 0 0 -1 " T O -L - S T A T I O N 1 0 +0 1 .0 1 I S
2 8 6 .5 6 (f t ) N 1 1 8 ’ 0 4 .3 " E
A L L L I N E A R D I M E N S I O N S A R E L O C A L I Z E D H O R I Z O N T A L D I S T A N C E S
V E R T I C A L D A T U M U S E D I S N A V D 8 8
P R O P . 48
" W W
F E N C E
P R O P . 48 " WW F E N C E
P R O P . 48
" W W
F E N C E
P R O P . 48
" WW

F E N C E
P R O P . 48
" WW

F E N C E
P R O P . 48
" W W
F E N C E
P R O P . 48 " W W F E N C E
P R O P . 48
" WW

F E N C E
P R O P . 48 " WW F E N C E
P R O P . 48 " WW F E N C E
P R O P . 4 8 " W W F E N C E
P R O P . 48 " WW F E N C E
P R O P . 4 8 " WW F E N C E
P R O P . 4 8 " WW F E N C E
P R O P . 4 8 " W W F E N C E
P R O P . 48 " WW
F E N C E
P R O P . 48 " WW F E N C E
PROP. 48" WW FENCE PROP. 48" WW FENCE
PROP. 48" WW FENCE
P R O P . 48 " WW F E N C E
P R O P . 4 8 " W W F E N C E
P R O P . 48 " WW F E N C E
P R O P . 4 8 " WW F E N C E
P R O P . 4 8 " W W F E N C E
P R O P . 48 " W W F E N C E
CR
CR
CR
CR
CR CR
CR
CR
CR
CR
CR
P R O P . 48
" WW

F E N C E
W W F E N C E
P R O P . 48 "
CR
CR
CR
CR
CR
CR
CR
P R O P . 48 " W W F E N C E
R E M O V E F E N C E
P R O P . 48 " W W F E N C E
P R O P . 4 8 " WW F E N C E
R E M O V E F E N C E
R E M O V E F E N C E
REMOVE FENCE
PROP. 48" WW FENCE
REMOVE FENCE
PROP. 48" WW FENCE
REMOVE FENCE
R E M O V E F E N C E
P R O P . 4 8 " W W F E N C E
R E M OV E F E N C E
REMOVE FENCE
REMOVE FENCE REMOVE FENCE R E M OV E F E N C E REMOVE FENCE
REMOVE FENCE REMOVE FENCE
P R O P . 4 8 " WW F E N C E
R E T A I N E X I S T I NG F E N C E
P R O P . 4 8 " WW F E N C E
P R O P . 48
" W W
F E N C E
PROP. 48" WW FENCE
P R O P . 4 8 " W W F E N C E
P R O P . 48 " WW F E N C E
WW F E N C E
P R O P . 4 8 "
W W F E N C E P R O P . 4 8 "
P R O P . 48 " WW F E N C E
R E M O V E F E N C E
WW F E N C E
P R O P . 4 8 "
K e r n e r s v i l l e M e m o r i a l G a r d e n s
C 630
1.32
206
P R O P . 4 8 " WW F E N C E
P R O P . 48 " W W F E N C E
P R O P . 4 8 " W W F E N C E
P R O P . 4 8 " W W F E N C E
P R O P . 48 " W W F E N C E
P R O P . 48 " W W F E N C E
PROP. 48" WW FENCE
P R O P . 4 8 " W W F E N C E
P R O P . 4 8 " WW F E N C E
P R O P . 4 8 " WW F E N C E
P R O P . 4 8 " W W F E N C E
P R O P . 4 8 " W W F E N C E
P R O P . 48 " W W F E N C E
P R O P . 4 8 " W W F E N C E
P R O P . 4 8 " W W F E N C E
P R O P . 4 8 " W W F E N C E
PROP. 48" WW FENCE
PROP. 48" WW FENCE PROP. 48" WW FENCE
PROP. 48" WW FENCE
P R O P . 48 " W W F E N C E
P R O P . 48 " W W F E N C E
P R O P . 4 8 " W W F E N C E
P R O P . 4 8 " WW F E N C E
P R O P . 4 8 " WW F E N C E
P R O P . 4 8 " W W F E N C E
P R O P . 4 8 " WW F E N C E
WW F E N C E P R O P . 4 8 "
PROP. 48" WW FENCE
REMOVE FENCE
PROP. 48" WW FENCE
PROP. 48" WW FENCE REMOVE FENCE
REMOVE FENCE
REMOVE FENCE
PROP. 48" WW FENCE REMOVE FENCE PROP. 48" WW FENCE REMOVE FENCE
R E M O V E F E N C E
P R O P . 4 8 " W W F E N C E
REMOVE FENCE
REMOVE FENCE REMOVE FENCE REMOVE FENCE REMOVE FENCE REMOVE FENCE
REMOVE FENCE REMOVE FENCE
P R O P . 4 8 " W W F E N C E
R E T A I N E X I S T I NG F E N C E
P R O P . 48 " W W F E N C E
P R O P . 4 8 " W W F E N C E
PROP. 48" WW FENCE
PROP. 48" WW FENCE
PROP. 48" WW FENCE
WW F E N C E P R O P . 48 "
WW FENCE PROP. 48"
P R O P . 4 8 " W W F E N C E
REMOVE FENCE
W W F E N C E P R O P . 4 8 "
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
T O G R EE N S B O R O
T O W I N S T O N -S A LE M
SITE 1
SITE 2
SITE 3
SITE 4
SITE 5
SITE 6 E NGLISH
SHEET 6 OF 13
BUFFER DRAWING
BUFFER IMPACTS
WATERSHED
JORDAN
WATERSHED
RANDLEMAN
BUFFER IMPACTS
SITE 7
KERNERSVILLE - SR 2601 (MACY GROVE ROAD)

STP-2601 (1)

STATE STATE PROJECT REFERENCE NO.
STATE PROJ. NO.F. A. PROJ. NO.DESCRIPTION
NO.
TOTAL
SHEETS
N.C.
SHEET
1

LOCATION:
TYPE OF WORK:
0
9
/
0
8
/
9
9
U-2800 DIVISION OF HIGHWAYS
STATE OF NORTH CAROLINA
3
/
19
/
2
0
1
3
R
:
\
H
y
d
r
a
u
li
c
s
\
P
E
R
M
I T
S
_
E
n
v
i
r
o
n
m
e
n
t
a
l\
D
r
a
w
i
n
g
s
\
B
u
f
f
e
r
s
\
U
2
8
0
0
_
H
Y
D
_
p
r
m
_
b
u
f
_
t
s
h
.
d
g
n
F
k
e
y
s C
O
N
T
R
A
C
T
:

C
2
0
2
8
5
3
T
I
P

P
R
O
J
E
C
T
:

U
-
2
8
0
0
0
0
0
PROFILE (HORIZONTAL)
DESIGN DATA GRAPHIC SCALES
PLANS
PROFILE (VERTICAL)
0
0 0
PROJECT LENGTH
LETTING DATE:
DIVISION OF HIGHWAYS
PROJECT ENGINEER
PROJECT DESIGN ENGINEER
FOR
CONTRACTOR :
J. T. Peacock, Jr., P.E.
50 25 50 100
50 25 50 100
10 5 10 20
SIGNATURE:
SIGNATURE:
P.E.
P.E.
HYDRAULICS ENGINEER
ENGINEER
ROADWAY DESIGN
D
E
P
A
R
T
M E N
T
O
F T R A N S P O R T A
T
I O
N
S
T
A T E O F N O R T
H
C A R
O
L I
N
A
DESIGN - BUILD TEAM
1-888-521-4455 OR 919-878-9560
NC LICENSE NO. F-0112
RALEIGH, NORTH CAROLINA 27609
900 RIDGEFIELD DRIVE, SUITE 350
RUMMEL, KLEPPER & KAHL, LLP
TOTAL LENGTH TIP PROJECT U-2800................
LENGTH STRUCTURE TIP PROJECT U-2800........
LENGTH ROADWAY TIP PROJECT U-2800.........
Brandon J. McInnis, P.E.
VICINITY MAP
%
(
(
Begin Project
End Project
66
150
66
421
%421
$40
BUS
$40
BUS
$40
FORSYTH / GUILFORD COUNTIES D EE P R I V E R
C
R
E
E
K
A
B
B
O
T
T
S
KERNERSVILLE
G
U
I
L
F
O
R
D

C
O
U
N
T
Y
F
O
R
S
Y
T
H

C
O
U
N
T
Y
S OU T H E R N RR
NO R F O L K
-Y
9 -
-
D
R
1 -
-Y 7
-
-
Y
6
-
-
Y
1
1
-
8 9
15
16
6
5
10
11 12 14 13
17
4
7
I NDU S T R I A L P A R K D R .-Y 1 - S R 4319
M
A
C
Y

G
R
O
V
E

R
D
.
-
L
-

S
R

2
6
0
1
N S RR
E A S T M OUN T A I N S T .
-Y 5 - S R 1005
CHARLOTTE, NC 28273
1415 E. WESTINGHOUSE BLVD.
BLYTHE DEVELOPMENT COMPANY
2012 STANDARD SPECIFICATIONS
V =
T =
D =
DHV =
ADT 2030 =
ADT 2012 =
50 MPH
9 % *
55 %
10 %
34,400
12,500
0.917 mi
0.073 mi
0.844 mi
$%
(
(
40
BUS 421
150
66
66
$%40
BUS 421
34858.3.3
G
U
I
L
F
O
R
D

C
O
U
N
T
Y
F
O
R
S
Y
T
H

C
O
U
N
T
Y
K
E
R
N
E
R
S
V I
L
L
E
-Y2-
-
Y
1
2
-
-Y 4 A -
-L- Sta. 34+08.20–
BEGIN BRIDGE
-L- Sta. 35+63.70–
END BRIDGE
-L- Sta. 46+81.56–
BEGIN BRIDGE
-L- Sta. 47+98.06–
END BRIDGE
-L- Sta. 52+11.80–
BEGIN BRIDGE
-L- Sta. 53+22.80–
END BRIDGE
-Y 3 - S R 2042
O L D G R EE N S B O R O R D .
-L- Sta. 12+75.00
BEGIN TIP PROJECT U-2800
-L- Sta. 61+18.48
END TIP PROJECT U-2800
AUGUST 13, 2012
See Sheet 1-B For Conventional Symbols
See Sheets 1-A For Index of Sheets
FROM SOUTH OF SR 4319 (INDUSTRIAL PARK DRIVE) TO
GRADING, DRAINAGE, PAVING, STRUCTURES,
B
A D
C
N
A
D

8
3
* ( TTST 2% + DUALS 7%)
NORTH OF SR 1005 (EAST MOUNTAIN STREET) IN KERNERSVILLE
SIGNALS, SIGNING, LIGHTING, AND ITS
-
R
A
M
P -
K
E
R
N
E
R
S
V
I
L
L
E
N.T.S.
OFFSITE DETOUR ROUTES
COLLECTOR
FUNC. CLASS = URBAN
3. A PORTION OF THIS PROJECT IS WITHIN THE MUNICIPAL BOUNDARIES OF KERNERSVILLE.
ON THE PLANS FOR MACY GROVE RD.
CONTROLLED ACCESS PROJECT WITH ACCESS BEING LIMITED TO POINTS AS SHOWN
INTERCHANGES AND AT GRADE INTERSECTIONS ALONG I-40 BUS. THIS IS A PARTIAL
2. THIS IS A CONTROLLED ACCESS PROJECT WITH ACCESS BEING LIMITED TO
TO THE LIMITS ESTABLISHED BY METHOD III.
1. CLEARING ON THIS PROJECT SHALL BE PERFORMED
NOTES:
-D R 2 -
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
SHEET 7 OF 13
BUFFER DRAWING
HYDRAULICS ROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.
SHEET NO.PROJECT REFERENCE NO.
3
/
19
/
2
0
1
3
R
:
\
H
y
d
r
a
u
l
i
c
s
\
P
E
R
M
I
T
S
_
E
n
v
i
r
o
n
m
e
n
t
a
l
\
D
r
a
w
i
n
g
s
\
B
u
f
f
e
r
s
\
u
2
8
0
0
_
H
y
d
_
D
i
t
c
h
D
e
t
.
d
g
n
F
k
e
y
s
8
/
1
7
/
9
9
U-2800 DITCH DETAILS
PLANS PREPARED BY :
900 RIDGEFIELD DRIVE SUITE 350
RALEIGH, NORTH CAROLINA 27609-3960
RUMMEL, KLEPPER & KAHL, LLP
NC LICENSE NO. F-0112 [phone]
Median Ditch
( Not to Scale)
FALSE SUMP
S
S=Ditch Slope
etc.
GI
L
2’
D
D
Ditch Grade L L Ditch Grade
0.0% To 2.0%
Over 2.0% To 4.0%
20’
30’
Over 4.0% To 6.0%
Over 6.0%
40’
50’
9"
20’L (See Chart Below)

DETAIL
C Proposed Ditch
VA R .
S T A
K
E
S L O
P
E
5.0’5.0’
D
2 :
1
L I M
I T S
C
LE
A
R I N
G ( Not to Scale)
BERM DITCH
10.0’ V.C.
-Y5- STA. 31+00 TO STA. 34+00 RT
4.0’
DETAIL H
2.0’
Max. d= 1.0Ft.
Min. D= 1.0Ft.
Type of Liner= PSRM
d
Geotextile
d
2 :
1
B
D
( Not to Scale)
F l a tt e r 4 :1 o r
SPECIAL LATERAL BASE DITCH
-Y2- STA. 90+50 TO STA. 91+10 LT
Slope
Fill
DETAIL P
B= 2.0Ft.
Max. d= 1.0Ft.
Min. D= 1.0Ft.
Type of Liner= Class B Rip-Rap
Ground
Natural
Geotextile
2 :1 2 :
1
D
( Not to Scale)
STANDARD BASE DITCH
B
d
BEG EL=961.1, END EL=957.0
-L- STA. 27+63 RT; L=60’, S=6.81%
DETAIL Q
B= 4.0Ft.
Max. d= 1.0Ft.
Min. D= 1.0Ft.
Ground
Natural
Ground
Natural
*When B is < 6.0’
Type of Liner= Class B Rip-Rap
Geotextile
( Not to Scale)
TOE PROTECTION
d
F L A TTE R 2 :1 O R
-Y9- STA. 18+00 TO STA. 19+50 LT
-Y7- STA. 18+40 TO STA. 20+20 RT
-Y7- STA. 17+50 TO STA. 20+40 LT
-Y2- STA. 47+00 TO STA. 47+60 LT
DETAIL I
Type of Liner= Class B Rip-Rap
d= 1.0Ft.
GROUND
NATURAL SLOPE
FILL
GEOTEXTILE
( Not to Scale)
F l a tt e r
2 :1
o r F l a tt e r 2 :1 o r
-Y2- STA. 17+00 TO STA. 18+50 CL
D
D= 1.0’
Point
Shoulder
Point
Shoulder
PSRM
MEDIAN V DITCH w/PSRM
DETAIL C
A A
W
PLAN VIEW
SECTION A-A
(4’min typ.)
Permanent Soil Reinforcement
matting (PSRM)
Seed with native
grasses at installation.
PREFORMED SCOUR HOLE DETAIL R
-Y2- STA. 45+43 LT
*NOT TO SCALE
B
F I
LL
S
L O P
E
2 :1 2 :1
PIPE (d = 15" OR 18")
INFLOW
3/08
W= 4.0’
D= 1.0’
B= 3.75’
not shown for clarity)
(Rip Rap in basin
GROUND
NATURAL
Outlet
Pipe or Ditch
Scour Hole (PSH)
Square Preformed
D
PSRM
MIN. 1’ TUCK
WITH NATURAL GROUND
INSTALL LEVEL AND FLUSH
WITH GEOTEXTILE
LINER: CLASS B RIPRAP
( Not to Scale)
F l a t t e r
2 :
1
o r F l a tt e r 2 :1 o r
-Y2- STA. 48+20 TO STA. 50+00 CL
-Y2- STA. 39+50 TO STA. 41+50 CL
-Y2- STA. 32+50 TO STA. 36+00 CL
-Y2- STA. 24+00 TO STA. 26+00 CL
-Y2- STA. 18+50 TO STA. 22+50 CL
Point
Shoulder
Point
Shoulder
MEDIAN V DITCH
DETAIL L
1 :1 1 :1
V A
R
I
E
S

FLOW
{

A
A
F L O W
{
NOT TO SCALE

B
B
CHANNEL
EXISTING
BACKFILL
B E D
T B
T B
5’ Min.10’
OF EXISTING CHANNEL
MIN. OF BEYOND LIMITS
EXTEND CHANNEL BLOCK
LENGTH
MIN.
BACKFILL
COMPACTED
BACKFILL
UNCOMPACTED
OF EXISTING CHANNEL
MIN. OF BEYOND INVERT
EXTEND CHANNEL BLOCK
SPECIFIED IN PLANS
BE TREATED AS
NEW STREAMBANK SHALL
BACKFILL
COMPACTED
BACKFILL
UNCOMPACTED
SPECIAL PROVISIONS)
MATERIAL (SEE PROJECT
IMPERVIOUS SELECT
FINISH GRADE
1.5’
BACKFILL
COMPACTED
PLAN VIEW STREAM PLUG DETAIL S
SECTION A-A
SECTION B-B
THE ENGINEER.
6) COMPACT BACKFILL TO EXTENT POSSIBLE OR AT THE DIRECTION OF
THE PROJECT SPECIFICATIONS IMMEDIATELY AFTER GRADING.
5) INSTALL EROSION CONTROL MATTING AND SEED IN ACCORDANCE WITH
EXISTING STREAM CHANNEL.
4) BLOCK SHOULD EXTEND A MINIMUM OF 1.0’ BEYOND THE LIMITS OF THE
OF THE EXISTING CHANNEL.
3) BOTTOM OF BLOCK SHOULD BE A MINIMUM OF 1.0’ BELOW THE INVERT
CHANNEL AND PROPOSED CHANNEL.
2) BLOCK SHOULD BE INSTALLED AT THE INTERFACE BETWEEN EXISTING
PROJECT SPECIFICATIONS.
1) CHANNEL BLOCK SHALL BE INSTALLED IN ACCORDANCE WITH THE
NOTES:
INVERT
CHANNEL
-Y2- STA. 45+00 RT
F l a t t e r 4 :1 o r
D
2 :
1
( Not to Scale)
SPECIAL CUT DITCH
-Y3- STA. 17+50 TO STA. 19+00 LT
DETAIL O
Min. D= 1.5Ft.
Ground
Natural Slope
Ditch
Front
LATERAL ’V’ DITCH
( Not to Scale)
D
2 :
1 2 :1
b
1"/Ft.
-Y9- STA. 17+15 TO STA. 18+00 LT
-Y9- STA. 13+00 TO STA. 17+00 RT
-Y3- STA. 14+75 TO STA. 16+50 LT (3:1 SIDE SLOPES)
b= 5.0Ft.
Min. D= 1.0Ft.
DETAIL J
Ground
Natural
Slope
Fill
( Not to Scale)
LATERAL BASE DITCH
2 :
1 D
B
b
d
2 :1 1"/Ft.
-Y12- STA. 14+50 TO STA. 16+00 RT
-Y2- STA. 91+00 TO STA. 92+40 RT
-Y2- STA. 88+00 TO STA. 89+00 RT
DETAIL B
b= 5.0Ft.
B= 4.0Ft.
Max. d= 1.0Ft.
Min. D= 1.0Ft.
*When B is < 6.0’
Type of Liner= Class B Rip-Rap
Ground
Natural
Slope
Fill
GEOTEXTILE
( Not to Scale)
SPECIAL LATERAL ’V’ DITCH
D
d
2 :
1
-Y12- STA. 14+50 TO STA. 16+00 LT
DETAIL K
Max. d= 1.0Ft.
Min. D= 1.0Ft.
Type of Liner= Class B Rip-Rap
Filter Fabric
Slope
Fill
F l a tt e r 2 :1 o r
Ground
Natural
B
3 :1 3 :
1 D
( Not to Scale)
STANDARD BASE DITCH
BEG EL=955.6, END EL=955.4
LAST 61’: L=61’, S=0.30%
BEG EL=957.0, END EL=955.6;
NEXT 89’: L=89’, S=1.55%
FIRST 60’ SEE DETAIL Q;
-L- STA. 27+63 RT;
DETAIL D
B= 4.0Ft.
Min. D= 1.0Ft.
Ground
Natural
Ground
Natural
B
3 :1 3 :
1 D
( Not to Scale)
STANDARD BASE DITCH
BEG EL=954.5, END EL=953.8
L=213’, S=0.30%
-Y1- STA. 10+64 TO STA. 12+77 LT
BEG EL=965.7, END EL=965.5
-RPD- STA. 19+06 RT; L=48’, S=0.42%
BEG EL=967.9, END EL=966.2
-DRI- STA. 11+40 LT; L=311’, S=0.50%
DETAIL N
B= 2.0Ft.
Min. D= 1.0Ft.
Ground
Natural
Ground
Natural
F l a tt e r 4 :1 o r
D
2 :
1
( Not to Scale)
SPECIAL CUT DITCH
-Y12A- STA. 10+25 TO STA. 10+75 LT
-Y12- STA. 16+00 TO STA. 17+50 RT
-Y6- STA. 11+00 TO STA. 11+50 LT
-Y6- STA. 10+65 TO STA. 11+00 RT
-Y2- STA. 93+50 TO STA. 96+58 RT
-Y2- STA. 80+50 TO STA. 81+50 RT
-Y2- STA. 75+00 TO STA. 83+50 LT
-Y2- STA. 62+00 TO STA. 66+50 LT
-Y2- STA. 54+00 TO STA. 57+00 LT (USE 6:1)
-Y2- STA. 47+50 TO STA. 51+50 RT (USE 6:1)
-Y2- STA. 44+00 TO STA. 45+00 LT
-Y2- STA. 39+50 TO STA. 41+50 LT
-Y2- STA. 31+50 TO STA. 35+00 RT
-Y2- STA. 22+50 TO STA. 24+00 RT
-Y2- STA. 20+00 TO STA. 24+50 LT
-RPD- STA. 18+85 TO STA. 20+75 LT
-RPB- STA. 16+95 TO STA. 19+90 RT
-RPA- STA. 18+15 TO STA. 20+15 LT (USE 6:1)
-DR2- STA. 11+00 TO STA. 12+50 LT & RT
-L- STA. 12+72 TO STA. 25+50 LT
-L- STA. 12+71 TO STA. 13+50 RT
DETAIL A
Min. D= 1.0Ft.
Ground
Natural Slope
Ditch
Front
( Not to Scale)
2 :1 2 :
1 D
B
b
LATERAL BASE DITCH
1"/Ft.
-Y12- STA. 14+50 TO STA. 16+00 RT
-Y12- STA. 10+34 TO STA. 11+00 LT
-Y9- STA. 17+00 TO STA. 18+25 RT
-Y9- STA. 10+72 TO STA. 16+12 LT
-Y5- STA. 17+00 TO STA. 19+50 LT; 3:1 SLOPES
-Y2- STA. 92+40 TO STA. 93+50 RT
-Y2- STA. 89+00 TO STA. 91+00 RT
-Y2- STA. 35+00 TO STA. 39+00 LT; 3:1 SLOPES
-RPC- STA. 18+00 TO STA. 21+94 RT; 3:1 SLOPES
-RPB- STA. 19+90 TO STA. 21+65 RT
-L- STA. 54+00 TO STA. 58+00 LT; 3:1 SLOPES
-L- STA. 32+58 TO STA. 33+55 RT; 3:1 SLOPES
-L- STA. 27+63 TO STA. 30+67 RT; 3:1 SLOPES
DETAIL E
b= 5.0Ft.
B= 4.0Ft.
Min. D= 1.0Ft.
Ground
Natural
Slope
Fill
( Not to Scale)
RIP RAP AT EMBANKMENT
DETAIL F
Filter Fabric
1.0’
Var.
V a r .V a r .
-Y7- STA. 18+39 RT
-Y2- STA. 44+79 RT
-Y2- STA. 35+57 RT
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
GRASS SWALE DATA
D10= 0.21’
V10= 1.46ft/s
Q10= 2.38cfs
D2= 0.18’
V2= 1.34ft/s
Q2= 1.84cfs
L PRO.= 215’ (ADD. 141’)
L REQ.= 74’
SLOPE= 1.86%
DA= 0.74ac
56+15 LT
-L- STA. 54+00 TO
LATERAL BASE DITCH E
GRASS SWALE DATA
D10= 0.25’
V10= 1.93ft/s
Q10= 3.72cfs
D2= 0.21’
V2= 1.77ft/s
Q2= 2.87cfs
L PRO.= 150’ (ADD. 44’)
L REQ.= 106’
SLOPE= 2.75%
DA= 1.06ac
58+00 LT
-L- STA. 56+50 TO
LATERAL BASE DITCH E
GRASS SWALE DATA
D10= 0.73’
V10= 1.45ft/s
Q10= 4.45cfs
D2= 0.65’
V2= 1.35ft/s
Q2= 3.44cfs
L PRO.= 48’ (ADD. 48’)
L REQ.= 0’
SLOPE= 0.42%
DA= 1.52ac
-RPD- STA. 19+06 RT
DITCH N
STANDARD BASE
GRASS SWALE DATA
D10= 1.15’
V10= 1.85ft/s
Q10= 6.53cfs
D2= 1.04’
V2= 1.48ft/s
Q2= 4.26cfs
L PRO.= 600’ (ADD. 600’)
L REQ.= 0’
SLOPE= 0.30%
DA= 2.81ac
80+50 LT
-Y2- STA. 74+50 TO
SPECIAL CUT DITCH A
GRASS SWALE DATA
D10= 0.50’
V10= 0.70ft/s
Q10= 0.46cfs
D2= 0.45’
V2= 0.66ft/s
Q2= 0.35cfs
L PRO.= 50’ (ADD. 50’)
L REQ.= 0’
SLOPE= 0.30%
DA= 0.13ac
83+50 LT
-Y2- STA. 83+00 TO
SPECIAL CUT DITCH A
GRASS SWALE DATA
D10= 1.05’
V10= 1.85ft/s
Q10= 23.29cfs
D2= 0.99’
V2= 1.56ft/s
Q2= 17.92cfs
L PRO.= 61’ (ADD. 61’)
L REQ.= 0
SLOPE= 0.30%
DA= 7.86ac
ENTERING BUFFER
-L- STA. 27+63 RT
STANDARD BASE DITCH D
GRASS SWALE DATA
D10= 0.76’
V10= 2.03ft/s
Q10= 1.76cfs
D2= 0.69’
V2= 1.90ft/s
Q2= 1.36cfs
L PRO.= 200’ (ADD. 200’)
L REQ.= 0
SLOPE= 1.16%
DA= 0.50ac
25+50 LT
-L- STA. 23+50 TO
SPECIAL CUT DITCH A
GRASS SWALE DATA
D10= 0.95’
V10= 1.98ft/s
Q10= 4.75cfs
D2= 0.86’
V2= 1.86ft/s
Q2= 3.67cfs
L PRO.= 150’ (ADD. 34’)
L REQ.= 116’
SLOPE= 0.80%
DA= 1.16ac
20+00 CL
-Y2- STA. 18+50 TO
MEDIAN V DITCH L
GRASS SWALE DATA
D10= 0.67’
V10= 1.93ft/s
Q10= 2.33cfs
D2= 0.61’
V2= 1.81ft/s
Q2= 1.80cfs
L PRO.= 100’ (ADD. 43’)
L REQ.= 57’
SLOPE= 1.20%
DA= 0.57ac
22+50 CL
-Y2- STA. 21+50 TO
MEDIAN V DITCH L
GRASS SWALE DATA
D10= 0.87’
V10= 2.07ft/s
Q10= 3.17cfs
D2= 0.79’
V2= 1.94ft/s
Q2= 2.45cfs
L PRO.= 100’ (ADD. 17’)
L REQ.= 83’
SLOPE= 1.00%
DA= 0.83ac
26+00 CL
-Y2- STA. 25+00 TO
MEDIAN V DITCH L
GRASS SWALE DATA
D10= 1.19’
V10= 2.00ft/s
Q10= 5.80cfs
D2= 1.08’
V2= 1.87ft/s
Q2= 4.48cfs
L PRO.= 271’ (ADD. 133’)
L REQ.= 138’
SLOPE= 0.34%
DA= 1.38ac
35+21 CL
-Y2- STA. 32+50 TO
MEDIAN V DITCH L
GRASS SWALE DATA
D10= 0.74’
V10= 1.71ft/s
Q10= 1.92cfs
D2= 0.68’
V2= 1.60ft/s
Q2= 1.49cfs
L PRO.= 79’ (ADD. 22’)
L REQ.= 57’
SLOPE= 0.82%
DA= 0.57ac
36+00 CL
-Y2- STA. 35+21 TO
MEDIAN V DITCH L
GRASS SWALE DATA
D10= 0.98’
V10= 1.98ft/s
Q10= 2.83cfs
D2= 0.93’
V2= 1.68ft/s
Q2= 2.19cfs
L PRO.= 350’ (ADD. 281’)
L REQ.= 69’
SLOPE= 0.33%
DA= 0.69ac
35+00 RT
-Y2- STA. 31+50 TO
SPECIAL CUT DITCH A
GRASS SWALE DATA
D10= 0.50’
V10= 1.17ft/s
Q10= 0.43cfs
D2= 0.46’
V2= 1.05ft/s
Q2= 0.33cfs
L PRO.= 12’
L REQ.= 16’
SLOPE= 0.78%
DA= 0.16ac
39+62 LT
-Y2- STA. 39+50 TO
SPECIAL CUT DITCH A
GRASS SWALE DATA
D10= 1.11’
V10= 2.12ft/s
Q10= 3.89cfs
D2= 1.00’
V2= 1.98ft/s
Q2= 2.97cfs
L PRO.= 188’ (ADD. 6’)
L REQ.= 182’
SLOPE= 0.43%
DA= 1.82ac
41+50 LT
-Y2- STA. 39+62 TO
SPECIAL CUT DITCH A
GRASS SWALE DATA
D10= 0.97’
V10= 1.23ft/s
Q10= 3.08cfs
D2= 0.88’
V2= 1.15ft/s
Q2= 2.35cfs
L PRO.= 100’ (ADD. 8’)
L REQ.= 92’
SLOPE= 0.30%
DA= 0.92ac
45+00 LT
-Y2- STA. 44+00 TO
SPECIAL CUT DITCH A
GRASS SWALE DATA
D10= 0.57’
V10= 1.37ft/s
Q10= 7.47cfs
D2= 0.50’
V2= 1.28ft/s
Q2= 5.72cfs
L PRO.= 400’ (ADD. 50’)
L REQ.= 350’
SLOPE= 0.42%
DA= 3.50ac
39+00 LT
-Y2- STA. 35+00 TO
LATERAL BASE DITCH E
GRASS SWALE DATA
D10= 0.54’
V10= 1.98ft/s
Q10= 2.40cfs
D2= 0.50’
V2= 1.89ft/s
Q2= 1.85cfs
L PRO.= 200’ (ADD. 137’)
L REQ.= 63’
SLOPE= 1.67%
DA= 0.63ac
64+00 LT
-Y2- STA. 62+00 TO
SPECIAL CUT DITCH A
GRASS SWALE DATA
D10= 1.06’
V10= 1.49ft/s
Q10= 4.44cfs
D2= 1.00’
V2= 1.26ft/s
Q2= 3.43cfs
L PRO.= 250’ (ADD. 112’)
L REQ.= 138’
SLOPE= 0.30%
DA= 1.38ac
66+50 LT
-Y2- STA. 64+00 TO
SPECIAL CUT DITCH A
GRASS SWALE DATA
D10= 0.57’
V10= 2.02ft/s
Q10= 3.89cfs
D2= 0.52’
V2= 1.89ft/s
Q2= 3.01cfs
L PRO.= 150’ (ADD. 17’)
L REQ.= 133’
SLOPE= 1.65%
DA= 1.33ac
20+15 LT
-RPA- STA. 18+15 TO
SPECIAL CUT DITCH A
GRASS SWALE DATA
D10= 0.62’
V10= 2.00ft/s
Q10= 4.60cfs
D2= 0.56’
V2= 1.88ft/s
Q2= 3.55cfs
L PRO.= 200’ (ADD. 69’)
L REQ.= 131’
SLOPE= 1.40%
DA= 1.31ac
56+00 LT
-Y2- STA. 54+00 TO
SPECIAL CUT DITCH A
GRASS SWALE DATA
D10= 0.77’
V10= 1.62ft/s
Q10= 5.74cfs
D2= 0.70’
V2= 1.52ft/s
Q2= 4.44cfs
L PRO.= 400’ (ADD. 249’)
L REQ.= 151’
SLOPE= 0.69% (AVE.)
DA= 1.51ac
63+00 LT
-Y2- STA. 59+00 TO
CUT DITCH
GRASS SWALE DATA
D10= 0.50’
V10= 1.94ft/s
Q10= 2.84cfs
D2= 0.46’
V2= 1.74ft/s
Q2= 2.20cfs
L PRO.= 400’ (ADD. 319’)
L REQ.= 81’
SLOPE= 2.01%
DA= 0.81ac
54+00 LT
-Y2- STA. 50+00 TO
CUT DITCH
GRASS SWALE DATA
D10= 0.75’
V10= 2.03ft/s
Q10= 3.03cfs
D2= 0.68’
V2= 1.90ft/s
Q2= 2.34cfs
L PRO.= 130’ (ADD. 15’)
L REQ.= 115’
SLOPE= 1.15%
DA= 1.15ac
50+00 CL
-Y2- STA. 48+20 TO
MEDIAN V DITCH L
GRASS SWALE DATA
D10= 0.60’
V10= 1.62ft/s
Q10= 1.54cfs
D2= 0.31’
V2= 0.93ft/s
Q2= 1.19cfs
L PRO.= 200’ (ADD. 165’)
L REQ.= 35’
SLOPE= 1.01%
DA= 0.35ac
24+00 RT
-Y2- STA. 22+50 TO
SPECIAL CUT DITCH A
GRASS SWALE DATA
D10= 1.18’
V10= 2.00ft/s
Q10= 7.42cfs
D2= 1.07’
V2= 1.87ft/s
Q2= 5.74cfs
L PRO.= 450’ (ADD. 168’)
L REQ.= 282’
SLOPE= 0.34%
DA= 2.82ac
24+50 LT
-Y2- STA. 20+00 TO
SPECIAL CUT DITCH A
GRASS SWALE DATA
D10= 1.22’
V10= 2.05ft/s
Q10= 6.20cfs
D2= 1.10’
V2= 1.93ft/s
Q2= 4.79cfs
L PRO.= 150’ (ADD. 12’)
L REQ.= 138’
SLOPE= 0.35%
DA= 1.38ac
41+00 CL
-Y2- STA. 39+50 TO
MEDIAN V DITCH L
GRASS SWALE DATA
D10= 0.51’
V10= 1.99ft/s
Q10= 2.50cfs
D2= 0.49’
V2= 1.71ft/s
Q2= 1.68cfs
L PRO.= 200’ (ADD. 95’)
L REQ.= 105’
SLOPE= 1.80%
DA= 1.05ac
44+00 LT
-Y2- STA. 42+00 TO
CUT DITCH
GRASS SWALE DATA
D10= 0.57’
V10= 1.68ft/s
Q10= 9.05cfs
D2= 0.50’
V2= 1.45ft/s
Q2= 6.99cfs
L PRO.= 250’ (ADD. 250’)
L REQ.= 0’
SLOPE= 0.63%
DA= 2.38ac
19+50 LT
-Y5- STA. 17+00 TO
LATERAL BASE DITCH E
GRASS SWALE DATA
D10= 0.56’
V10= 1.35ft/s
Q10= 2.76cfs
D2= 0.50’
V2= 1.28ft/s
Q2= 2.13cfs
L PRO.= 311’ (ADD. 311’)
L REQ.= 0’
SLOPE= 0.50%
DA= 0.94ac
-DR1- STA. 11+40 LT
STANDARD BASE DITCH N
GRASS SWALE DATA
D10= 0.28’
V10= 2.01ft/s
Q10= 5.95cfs
D2= 0.25’
V2= 1.86ft/s
Q2= 4.60cfs
L PRO.= 650’ (ADD. 424’)
L REQ.= 0’
SLOPE= 3.00%
DA= 2.26ac
L=650’
-Y2_LT- STA. 26+09
SWALE
GRASS SWALE DATA
D10= 0.18’
V10= 1.53ft/s
Q10= 2.56cfs
D2= 0.16’
V2= 1.41ft/s
Q2= 1.98cfs
L PRO.= 550’ (ADD. 441’)
L REQ.= 0’
SLOPE= 2.80%
DA= 1.09ac
L=550’
-Y2_LT- STA. 26+63
SWALE
GRASS SWALE DATA
D10= 1.02’
V10= 1.81ft/s
Q10= 21.63cfs
D2= 0.92’
V2= 1.51ft/s
Q2= 15.70cfs
L PRO.= 304’ (ADD. 304’)
L REQ.= 0’
SLOPE= 0.30%
DA= 2.08ac (6.50ac TOT)
30+67 RT
-L- STA. 27+63 TO
LATERAL BASE DITCH E
GRASS SWALE DATA
D10= 0.46’
V10= 1.90ft/s
Q10= 7.81cfs
D2= 0.40’
V2= 1.76ft/s
Q2= 6.04cfs
L PRO.= 97’ (ADD. 97’)
L REQ.= 0’
SLOPE= 1.30%
DA= 1.91ac
ADDITIONAL LENGTH)
30+67 RT FOR
(SEE -L- 27+63 TO
33+55 RT
-L- STA. 32+58 TO
LATERAL BASE DITCH E
GRASS SWALE DATA
D10= 0.59’
V10= 1.18ft/s
Q10= 6.63cfs
D2= 0.50’
V2= 1.08ft/s
Q2= 4.93cfs
L PRO.= 394’ (ADD. 394’)
L REQ.= 0’
SLOPE= 0.30%
DA= 2.50ac
21+94 RT
-RPC- STA. 18+00 TO
LATERAL BASE DITCH E
GRASS SWALE DATA
D10= 0.95’
V10= 1.69ft/s
Q10= 7.79cfs
D2= 0.90’
V2= 1.43ft/s
Q2= 6.02cfs
L PRO.= 213’ (ADD. 8’)
L REQ.= 205’
SLOPE= 0.30%
DA= 2.05ac
12+77 LT
-Y1- STA. 10+64 TO
STANDARD BASE DITCH N
GRASS SWALE DATA
D10= 0.89’
V10= 2.03ft/s
Q10= 9.72cfs
D2= 0.82’
V2= 1.87ft/s
Q2= 7.51cfs
L PRO.= 300’
L REQ.= 277’
SLOPE= 0.85%
DA= 2.77ac
51+50 RT
-Y2- STA. 47+50 TO
SPECIAL CUT DITCH A
SHEET 8 OF 13
BUFFER DRAWING
HYDRAULICS ROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.
SHEET NO.PROJECT REFERENCE NO.
3
/
19
/
2
0
1
3
R
:
\
H
y
d
r
a
u
l
i
c
s
\
P
E
R
M
I
T
S
_
E
n
v
i
r
o
n
m
e
n
t
a
l
\
D
r
a
w
i
n
g
s
\
B
u
f
f
e
r
s
\
u
2
8
0
0
_
H
y
d
_
D
i
t
c
h
D
e
t
.
d
g
n
F
k
e
y
s
8
/
1
7
/
9
9
U-2800 DITCH DETAILS
PLANS PREPARED BY :
900 RIDGEFIELD DRIVE SUITE 350
RALEIGH, NORTH CAROLINA 27609-3960
RUMMEL, KLEPPER & KAHL, LLP
NC LICENSE NO. F-0112 [phone]
LANDRETH PROPERTIES/KERN LLC
DB 2679 PG 1442
KENNETH JAMES
DB 1781 PG 1667
NCDOT
DB 2501 PG 2765
TOWN OF KERNERSVILLE
DB 1691 PG 2260
DB 1692 PG 4220
DB 2786 PG 1221
NCDOT
DB 2501 PG 2765
CAROLINA HYDROLICS, INC
DB 1562 PG 543
EDGAR & MAXINE B HEDRICK
DB 1480 PG 933
DB 1476 PG 596
PB 16 PG 59
TOWN OF KERNERSVILLE
DB 1530 PG 988
PB 16 PG 59
PROPERTIES
COMMERCIAL
DB 1532 PG 1676
DB 2501 PG 2765
NCDOT
NCDOT
DB 2501 PG 2765
GRANITE LLC
AMANZI MARBLE &
JONATHAN & SABRINA DIXON
DB 2862 PG 4414
30
33
31
32
36
35
37
34
35
35
35
D
I
D I
D I
D
I

W
A
L
L
3
6
"
C
O
N
C
C
A
N
O
P
Y
S
72 " C H L
B S T
B
S
T
C
U
R
B
C
U
R
B
4
8
" C
H L
4
8
" C
H L
C
O
N
C
C
U
R
B
B
S
T

C
U
R
B
S
C
O
N
C
C
AN
O
P
Y C
AN
O
P
Y
C ON
C
72 " C H L
72 " C H L
B S T
B
S
T
C ANO P Y
C
O
N
C
G R
G
R
C
ON
C
C
O
N
C
D
K
B
S
T
G
R
C ON C
B S T C U RB

C
U
R
B
B
S
T
48 " WW
1 S
F
D
S
W
B S T
C
O
N
C
18
"
R
C
P
18 " RC P
B S T
12
" R
C
P
12
" RC
P
15
" RC
P
12 "
R
C
P
18 " RC P
H
W
GA
T
E
M T
L
C
O
N
C
G R
S O I L
S
G R
C ON C
BST W
/
L
T
W A
L
L
S
3
6
"
C
O
N
C
W
A
L
L
S
4
2
"

B
L
K

I S
L
B
S
T
18 " HD P E
S
R

1 0
0
5

E
A S
T

M OU
N
T
A I N
R
D

VA
R
.
W I D T
H

B
S
T
GR
BST
1SMTLBUS
CANOPY
1SMTLBUS
1SMTLBUS
1SMTLBUS
BST
BST
GR
1SMTLBUS
CONC
1SBKBUS
BST
CONC
GR
GR
BST
CONC
S
BST
RUINS
RUINS
1SMTLBUS
BST
GATE
MTL
GATE
MTL
8
"C
L
A
Y
F
C
F
C
C
ALLOWABLE IMPACTS ZONE 1
ALLOWABLE IMPACTS ZONE 2 E NGLISH
SHEET 9 OF 13
BUFFER DRAWING
36 " C ON C
18 " C ON C
H
W
D
I
D
I
D
I
D I
D
I
3
6
"C
ON
C
12
" C
O N C
12
" C
ON
C
15
" C
ON
C
12
" C
O
N
C
15
" C
ON
C
1 2 "
C
ON
C
1 8 " C O N C
1 2 " P
L
A S T I C
T
T
T
T
T
T
T
R
W
R
W
R
W
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
.0
2
.0
2
BEGIN BRIDGE
-L- POT Sta. 52+11.80
BEGIN APPROACH SLAB
-L- POT Sta. 51+87.62
END BRIDGE
-L- POT Sta. 53+22.80
END APPROACH SLAB
-L- POT Sta. 53+46.98
NOT TO SCALE
BRIDGE ON -L- OVER -Y5-
7
.5
’
14
’
12
’
12
’
14
’
7
.5
’
4
5
’
4
5
’
11
.5
’
11
.5
’
8 :1 8 :1
PROP. 1’-6" C&G PROP. 1’-6" C&G
PROP. 2’-6" C&G PROP. 2’-6" C&G
PROP. 2’-6" C&G
PROP. SIDEWALK PROP. SIDEWALK
PROP. 2’-6" C&G
MONOLITHIC ISLAND
PROP. 5"
UNREGULATED LANDFILL
APPROXIMATE LIMITS OF
C
F
C
C
F
F
F
F
F
C
F
C
C
C
F
F
F
F
F
F
C
C
C
C
F
F
C
C
-
Y 5
-
55 +00
60 +00
-Y7- POT Sta. 9+94.10
-L- POT Sta. 60+14.06=
-Y5- POT Sta. 39+40.00
END CONSTRUCTION
-Y7- PC Sta. 12+19.11
-L- PC Sta. 61+18.48
CR
P R O P . 48 " WW F E N C E
P R O P . 48 " WW F E N C E
P R O P . 48 " WW F E N C E
P
R
O
P .
4
8
"
W
W
F
E
N
C
E
P R O P . 48 " W W F E N C E
-
Y
7 -
50 +00 FUTURE MACY GROVE ROAD EXTENSION
CR
C C F R
CC F R
CC F R
CC F R
C
C F
R
C
C
F
R
P R O P . 48 " WW F E N C E
C C F R
CR CC F R
-L- PC Sta. 61+18.48
END PROJECT
W
W
F
E
N
C
E
P
R
O
P .
4
8
"
HYDRAULICS ROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.
SHEET NO.PROJECT REFERENCE NO.
6 U-2800
3
/
19
/
2
0
1
3
R
:
\
H
y
d
r
a
u
l
i
c
s
\
P
E
R
M
I
T
S
_
E
n
v
i
r
o
n
m
e
n
t
a
l
\
D
r
a
w
i
n
g
s
\
B
u
f
f
e
r
s
\
U
2
8
0
0
_
H
y
d
_
p
r
m
_
b
u
f
_
p
s
h
0
6
.
d
g
n
F
k
e
y
s
8
/
1
7
/
9
9
ADT 2012
ADT 2030 18,800
ROAD
MACY GROVE
15,200 17,200
-Y7- LOOP
-Y7-
10,400
PLANS PREPARED BY :
900 RIDGEFIELD DRIVE SUITE 350
RALEIGH, NORTH CAROLINA 27609-3960
RUMMEL, KLEPPER & KAHL, LLP
NC LICENSE NO. F-0112 [phone]
M
A
T
C
H
L
I
N
E

-
L -

S
T
A
.

5
0
+
0
0

S
E
E

S
H
E
E
T

5
M A T C H L I N E -Y 5 - S T A . 37 +0 0 S EE
S H EET
1 6 S EE S H EET 16
-Y 7 - S T A . 14 +50
M A T C H L I N E
TYPE-III TYPE-III
TYPE-III TYPE-III
D
-L-
-
Y 5
-
= 100 27’ 48.6"
-Y5- POT Sta. 41+69.22
-L- POT Sta. 52+67.30
5,900 5,100
4,200
7,500
3,300
8,400
NAD 83
PROPOSED BRIDGE CAUSED BY CONSTRUCTION ACTIVITY.
CONTRACTOR TO REPAIR DAMAGE TO PAVEMENT UNDER
NOTE:
FOR DITCH DETAILS SEE SHT. 2-M
FOR -Y7- PROFILE SEE SHT. 31
FOR -Y5- PROFILE SEE SHT. 31
FOR -L- PROFILE SEE SHT. 19
SITE 1
CALL
JURISDICTIONAL
BEGIN
MITIGABLE
PIPE CONSIDERED
AREA UNDER
WATERSHED
JORDAN
-Y5- STA. 37+39.02
LP
-Y7- STA. 10+97.07
HP
BRIDGE TO DRAIN
GRADE AREA UNDER
TB 2GI
0601
To CB
Conv. DI 0602
SYSTEM
RETAIN
SYSTEM
REMOVE
DI
0603
CB 0604
CB
0605
TO CURBLINE
GRADE TO DRAIN
SYSTEM
RETAIN
1 5
" RC
P -
I
I
I

15 " R
C P -II I
15
" RC
P -I
I
I

CB 0606
0607
CB
INV=967.8
W/ 7 SY FIL FAB
2 TONS CL B RIPRAP
0608
E L B
E L B
R O
D
& L U
G
2 E L B O
W S
REMOVE
R ET
A
I N
0609
INV=963.2
INV=959.6
24" RCP-III
W/ 14 SY FIL FAB
5 TONS CL B RIPRAP
SEE DETAIL E
LATERAL BASE DITCH
0611
0610
0612
0613 0614
0615
PSRM
PSRM
0616
0617
CB
CB
0618
INV=967.8
W/ 7 SY FIL FAB
2 TONS CL B RIPRAP
CB
CB
CB 15 " RC P -III
15 " RC P -III
ELB
ELB
15" CSP
ROD & LUG
2 ELBOWS
W/ 7 SY FIL FAB
2 TONS CL B RIPRAP
INV=969.1
SYSTEM
RETAIN
INV=962.0
INV=922.5
15 " C SP
15
"
RC
P -
I
I
I

2
4
"

C
S
P
15 " RC P -I I I
15" RCP-III
ON BANKS ONLY
W/ 21 SY FIL FAB
8 TONS CL B RIPRAP
15 " C SP
ELB
ELB
R OD & L UG 2 EL B O W S
31
28
29
30
B
B
A
A
B-B
0.2’
6.0’
OUTFALL
18.0’
5.0’
A-A
0.1’
18.0’
OUTFALL
30.0’
11.0’
913.25
913.24
922.54
943.86
948.29
966.24
963.60
TO HP
TO LP
D
O

N
O
T

B
U
R
Y
DB 2818 [G 2152
L E POPE BUILDING CO
DB 1350 PG 1357
DB 2793 PG 2121
PB 10 PG 119
KESHAV INVESTMENT INC
KESHAV INVESTMENT INC
DB 2818 [G 2152
HOLDINGS LLC
MOUNTAIN STREET
CONGRESS GARDENS, INC
DB 2952 PG 292
;
;
;
;24 " C L A Y
DI
D I
A B AN DO N E D
J B
24 " R C P
24 " RC P
1
8
"
R
C
P
18 " RC P
36 " C M P
15
"
C M
P
15 " RC P
15
" R
C
P CB
CB 3 0 " R C P
18
" RC P
H W
4
8
"

R
C
P
4
8
"

R
C
P
4 8 " WW
&
1 S B W
S
M
TL
16’ CONC
2’ BST
C ON C
16 ’ C O N C 48 " WW & 1 S B W
4
8 "
WW
&
1
S
B W
M T
L
M
TL
16
’ B
S
T
48 " WW & 1 S B W
S
LT
P OO L
48 " C H L
B S T
B S T
LT
S
B
S
T
G R
C O N C
B
S
T
B S T
3
0
"

C
&
G
B S T C U R B
12
" RC
P
12
" RC
P
1 6 ’ C O N C
16 ’ C ON C
R I P R A P
1 S B L K B U S
G R
B
L
K

W A
L
L
B S T
S R
10 05
E A S T M OUN T A I N
S T

26
’ B S T
M TL
D I
M TL
C
ON
C
B S T
W /LT
LT
LT
D I
3 ’ X 3 ’ C ON C
BST
1SBKBUS
GR 2SMBUS
BST
BST
1SMBUS
CONC
BST
BST
2SBKBUS
BST
8
"C
L AY
4
"
M
T
L
6 "M T L
8 "C L AY
8 "C L A Y
8 "C L AY C HA N G E S T O 8 "D I P
UNKN
O
W
N
O
T H
E R
E N D
U NK
NO
W N
O
T H E R

E ND
4
" S TEEL
12
" P L A S T
I C
6
"

T
Y
P
E

U
N
K
N
O
W
N
8
" T Y
P E
UNKN
O
W N
U
N
K
N
O
W
N

S
I
Z E & T Y P E
T
T
T
T
T
M
ETE
R
ELE
C T R
I C
E NGLISH
SHEET 10 OF 13
BUFFER DRAWING
MITIGABLE IMPACTS ZONE 1
18 " C ON C
2 4 " C L A Y A B A NDO N E D
24 " C O
N
C
24 " C ON C
4
8
"
C
O
N
C
T Y P E /S I ZE U
N
K
N
O
W N
1
8
"
C
O
N
C
H W
UN KNO W N
O T H E R E N D
D I
D I
D I
T H R OA
T
O
P E N
J
B
P O
SS I B LE
DI
T H R OA T
O P E N
P O S S
I B LE
J B
15 "C ON C
1 5
"C
ON
C
1 8
"C
O
N
C
30 "C ON C
J B
CB
CB
1 -
3
X
3

B
A
R
R
E
L
4
8
"
C
O
N
C
1 5
" C
M P
36 " C M P
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
25
+0 0
-Y 2 - C S S t a . 27 +74 .69
25
+00
-Y2_LT- SC Sta. 23+46.81
P
R O P .
48
"
WW
F
E N C E
-
Y
2_
LT
-
-
Y 2 -
1 5 +
0 0
-
R
A
M
P -
-RAMP- SC Sta. 12+20.00
-RAMP- PT Sta. 17+50.00
-RAMP- POC Sta. 17+45.00
BEGIN CONSTRUCTION
R E
M
OV
E
F
E
N C
E
P R
O
P .
48
"
W
W

F E N
C
E
R ET A I N E X I S T I NG F E N C E
P R
O
P .
48
" WW

F
E
N
C
E
WW F E
N
C
E
P
R
O P . 48 "
C
C
C
F
C
C
F
F
F
F
C
C
C
C
C
HYDRAULICS ROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.
SHEET NO.PROJECT REFERENCE NO.
3
/
19
/
2
0
1
3
R
:
\
H
y
d
r
a
u
l
i
c
s
\
P
E
R
M
I
T
S
_
E
n
v
i
r
o
n
m
e
n
t
a
l
\
D
r
a
w
i
n
g
s
\
B
u
f
f
e
r
s
\
U
2
8
0
0
_
H
y
d
_
p
r
m
_
b
u
f
_
p
s
h
0
9
.
d
g
n
F
k
e
y
s
8
/
1
7
/
9
9
U-2800 9
PLANS PREPARED BY :
900 RIDGEFIELD DRIVE SUITE 350
RALEIGH, NORTH CAROLINA 27609-3960
RUMMEL, KLEPPER & KAHL, LLP
NC LICENSE NO. F-0112 [phone]
M
A T C
H
L I N
E -
Y 2
-
S T A .
2
2
+
5
0

S EE

S H
EE
T
8
M A
T C
H
L I N
E -Y
2 - S T A
. 29
+
5 0 S EE
S H
EE
T
10
N
A
D

8
3
FOR DITCH DETAILS SEE SHT. 2-M
FOR -RAMP- PROFILE SEE SHT. 29
FOR -Y2_LT- PROFILE SEE SHTS. 20 & 21
FOR -Y2- PROFILE SEE SHTS. 20 & 21
SITE 2
WATERSHED
RANDLEMAN
39
41
40
SWALE
A
A
A-A
0.5’
7.0’
OUTFALL
22.0’
8.0’
956.81
952.63
950.25
-Y2 LT- STA. 22+35.43
HP
-Y2 LT- STA. 26+83.80
15 " RC P -III 0901
REMOVE DI
SEE DETAIL A
SPECIAL CUT DITCH
1
5
"
C
S
P
SEE DETAIL L
MEDIAN V DITCH
15
"
RC
P -III
24
" RC
P -I
V
24
"
R C P -III
2GI
2GI
2GI
2GI-A
2GI-A
0910
0909
0906
0907
0905
0908
0902
TB 2GI
JB w/MH
0903
0904
R ET A I N
R ET A I N
R E
T
A I N
R
E
T
A I
N
FILL
FLOWABLE
FILL W/
FS
FS
FS
FS
SEE DETAIL I
TOE PROTECTION
EL
B
E L B
R
O
D

&
L
U
G
2
E
L
B
O
W
S
REMOVE DI
W/ 7 SY FIL FAB
2 TONS CL B RIPRAP
INV=952.2
FS
2GI
0911
18
"
RC
P -III

2GI
0803
15
" C SP
ELB
ELB
R OD
&
L UG
2
EL B O W S
KEYED IN
CL B RIPRAP
33 TONS
FILL
FLOWABLE
FILL W/
2GI 18
"
RC
P
-III

MICHAEL YORK
DB 794 PG 33
DB 903 PG 511
DB 1119 PG 884
DB 905 PG 395
DB 957 PG 184
DB 1039 PG 505
DB 996 PG 444
DB 1143 PG 1615
CONGRESS GARDENS INC
DB 2715 PG 387
CONGRESS GARDENS, INC
DB 2952 PG 292
GARDEN TOWERS, LLP
DB 2963 PG 1013
42
39
;
;
;
;
;
46
D I
D I
24 " C L A
Y
F E S
F E S
A
B A
ND
O
N
E D
4
8
"
R
C
P
4
8
"
R
C
P
18
" R
C
P
1 8
" R
C
P
15 " RC P
15 " RC P
15 " R C P
24
’ B
S
T
4
’ B
S
T
1 1 ’ B
S
T
35 ’ B S T
5 ’ B S T
4 ’ B S T
M TL
M
TL
M
TL
M TL
M TL
M TL
M TL
R I P R A P
1 0 ’ C H L
1 0 ’ C
H L
C
ON
C
C ON C
C
O
N
C
C
A
N
O
P
Y
C
O
N
C
C O N C
LT L T
LT
L T
C A NO P Y
C
O
N
C
C ON C
C ON C
C
O
N
C
C
U
R
B
C
O
N
C
C
U
R
B
C
O
N
C
C
U
R
B
C
O
N
C

C
U
R
B
C O N C C U RB
B S T
C
ON
C
C O N C
C ON C
C ON C C U RB
6
" HD
P
E
L T
LT
LT
LT
C
O
N
C

C
U
R
B
C
O
N
C

C
U
R
B
LT
D I
D I
C A NO P Y
12 " RC P
R I P R A P BST
1SBK
SCHOOL
1SBK
1SBK
BST
E NGLISH
SHEET 11 OF 13
BUFFER DRAWING
MITIGABLE IMPACTS ZONE 1
MITIGABLE IMPACTS ZONE 2
ALLOWABLE IMPACTS ZONE 2
ALLOWABLE IMPACTS ZONE 1
1 8
" C
O
N
C
1 8
" C
ON
C
24
" C L A
Y
A
B A
N
D
O
N
E D
F E S
15 " C O N C
6
" P
L
A S
T
I C
1 5 " C O N C
15 " C O N C
D
I
D
I
F E S
D I
T H R OA T
O P E N
D I
T H R OA T
O P E N
4
8
"
C
O
N
C
4
8
"
C
O
N
C
4
"
M
T
L
8 "C L AY
8 "
C L AY
8 "C L A
Y
8 "C L A
Y
6 "P L A S T I C
6 "P L A S T I C
8 "C L A
Y
6 "P L A S T I C
6 "P L A S T I C
6 "P L A S T I C
6 "P L A S T I C
4 "D
I P
8 "C L A
Y
8 "C L AY
UNK
N
O
W N
O
T
H
E R
E
ND
UNK
N O W N
O T H E R
E ND
U NK NO W N
O T H E R E N D
U NK NO W N
O T H E R E ND UNKNO
W N
O T H E R E N D
UNKN O W N
O T H E R E N D U N K N O W N
O T H E R E N D 6 "P L A S T I C
U
N
K
N
O
W N
O T
H E R E
N
D
VA
U
L
T
s
W
A
TE
R
R
I S E R
1 .25 " P L A S T I C
2 " S TE EL
E O I
6 " T Y P E UNK NO W N
S
I GNA
L
NO
S
I GNA
L
NO
S
I GNA
L
NO
T
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
.0
2
.0
6
.05
.0
4
.03
.0
2
.0
1
.00
.0
1
.0
2
.0
3
.04
.0
5
.0
6
.0
7
.0
8
.0
2
.0
1
.0
0
.0
1
.0
2
.0
3
.0
4
.0
5
.0
6
.
0
7
.
0
8
.0
2 .0
3 .0
4
(T Y P )
36
.67 ’
.0
6
(T Y P
)
5
5
’
(T Y P
)
53
.75
’
(T Y P )
54 ’
30 +00
3 5 +0 0
40 +00
-Y2- ST Sta. 30+54.69
-Y2- TS Sta. 37+41.54
-Y2- SC Sta. 41+71.54
3 0 +00
35
+
00
4 0 +0 0
-Y2_LT- CS Sta. 32+96.74
-Y2_LT- SRS Sta. 36+26.74
-Y2_LT- SC Sta. 40+56.74
P R O P . 48 " WW F E N C E
PROP. 48" WW FENCE
P R O P . 48 " WW
F E N C E
-Y 2_LT -
-Y 2 -
10 +00
-RAMP- ST Sta. 10+00.00
-R A M P -
C
F
C
C
C
C F
C
F
F F
C
C
F
F
SITE 3
SITE 3
SITE 4
V10=2.34ft/s
Q10=10.64cfs
WATERSHED
RANDLEMAN
HYDRAULICS ROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.
SHEET NO.PROJECT REFERENCE NO.
3
/
2
8
/
2
0
1
3
R
:
\
H
y
d
r
a
u
l
i
c
s
\
P
E
R
M
I
T
S
_
E
n
v
i
r
o
n
m
e
n
t
a
l
\
D
r
a
w
i
n
g
s
\
B
u
f
f
e
r
s
\
U
2
8
0
0
_
H
y
d
_
p
r
m
_
b
u
f
_
p
s
h
1
0
.
d
g
n
F
k
e
y
s
8
/
1
7
/
9
9
U-2800 10
PLANS PREPARED BY :
900 RIDGEFIELD DRIVE SUITE 350
RALEIGH, NORTH CAROLINA 27609-3960
RUMMEL, KLEPPER & KAHL, LLP
NC LICENSE NO. F-0112 [phone]
M
A
T C
H
L I N
E
-
Y 2
-

S
T A
. 2
9
+
5
0

S
EE

S
H
EE
T
9
M
A
T
C
H
L
I
N
E

-
Y
2
-

S
T
A
.

4
2
+
5
0

S
E
E

S
H
E
E
T

1
1
N
A
D
83
FOR DITCH DETAILS SEE SHT. 2-M
FOR -RAMP- PROFILE SEE SHT. 29
FOR -Y2_LT- PROFILE SEE SHTS. 21 & 22
FOR -Y2- PROFILE SEE SHTS. 21 & 22
42
43
44
45
B
C
A
A
B
C
A-A
0.3’
3.5’
INFALL
12.0’
5.0’
B-B
0.5’
2.5’
OUTFALL
15.0’
10.0’
C-C
0.1’
1.0’
OUTFALL
8.0’
5.0’
922.03 921.99 921.71
920.52
920.98
920.43
920.03
919.44
LP
-Y2 LT- STA. 39+84.42
LP
-Y2- STA. 35+28.66
SEE DETAIL L
MEDIAN V DITCH
15
"

C
S
P
15
" RC
P
-III

15
" RC
P
-I I I
2 4 " RC P -III
24 " RC P -III
2GI-A
2GI-A
1005
1001
1004
1006
1002
1003
TB 2GI
TB 2GI
TB 2GI
R
E
T
A
I
N
R
E
T
A
I
N 1007
SEE DETAIL A
SPECIAL CUT DITCH
FS
FS
1009
2GI
2GI
FS
W/ 7 SY FIL FAB
2 TONS CL B RIPRAP
INV=939.9
1011 1012
15 " C SP
E L B
E L B
R O D & L U G 2 EL B O W S
EL B
EL
B
R O
D

&

L U
G
2

E
L B O
W
S
W/ 7 SY FIL FAB
2 TONS CL B RIPRAP
INV=928.6
INV=918.5
15 " RC P -II I
W/ 10 SY FIL FAB
3 TONS CL B RIPRAP
INV=921.6
KEYED IN
33 TONS CL B RIPRAP
2GI
Adj. 2GI
R ET
A I N
R ET
A I N
FS 2GI
COLLAR
18" RCP-III
REMOVE DI 1014
1015
1013
1016
1017
1018
5
4
"
R
C
P
-
I
I
I
SEE DETAIL A
SPECIAL CUT DITCH
SEE DETAIL E
LATERAL BASE DITCH
1008
INV=928.6
FIL FAB
RIPRAP W/ 7 SY
2 TONS CL B
SEE DETAIL L
MEDIAN V DITCH
FS
FS
HW
FROM ENDWALL TO JS
PROVIDES 25’ DISTANCE
ENDWALL 9.0’
FILL SLOPE 1.5:1
ELB
ELB
ROD & LUG
2 ELBOWS
18" CSP
15 " RC P -II I
ON BANKS ONLY
W/ 62 SY FIL FAB
33 TONS CL I RIPRAP
SEE DETAIL F
RIPRAP AT EMBANKMENT
B
MICHAEL YORK
DB 794 PG 33
DB 903 PG 511
DB 1119 PG 884
DB 905 PG 395
DB 957 PG 184
DB 1039 PG 505
DB 996 PG 444
DB 1143 PG 1615
DB 1163 PG 1006
SIXTY-SIX-I-40 ASSOCIATES
FORSYTH TECHNICAL COMMUNITY COLLEGE
DB 1845 PG 798
2 9 B
DB 2963 PG 1013
GARDEN TOWERS LLP
T O W N O F K E R N E R S V I LLE
F O R S Y T H C OUN T Y
42
39
S 7 58 ’57 "E
902 .3 5 ’
;
;
38
;
;
8 "
C L AY
8 "C L AY
6 "D I P
8
"C L AY
8 "T
Y
P E
U
N
KN
O
W N
8 "T Y P E U N KN O W N
8
"C
L
A
Y
UNKNO W N
O T H E R E ND
UNKNO
W
N
O T
H E
R
E
ND
FES
FES
FES
DI
24
"
RC
P
2
4
" R
C
P 24 " RC P
CB
12 " RC P
DI
3 0 " R
C
P
3 0 " R
C
P
15
" R
C
P
15
" RC
P
1
2
"
R
C
P
CB
15
" R
C
P
15 " RC P
C B CB
12
" RC
P
1 2
"
R
C
P
CB
DI
12 " RC P
12 " RC P DI
30 " RC P
S
18 " C &G
1 8 " C &G
1 8 "
C
&
G
1 8 "
C
&
G
18 " C &G
1 8 " C &G
1 8 " C &G
18 " C &G
B S T
B S T
B S T B S T
B S T
L T
LT
P O N D
96 " C H L & 3 S B W
48 " WW & 1 S B W
M TL
MTL
MTL
48 " WW & 1 S B W
1
8
"
R
C
P
S
O I L
C ON C
C ON C
C ON C
11 ’ B S T
4 ’ B S T
4 ’ B S T
1 0 ’ B S T
C O N C
C ON
C
C AN
O
P
Y
L T
m
D I L T LT
CB
LT
LT
L T
D I
LT
LT LT
LT
LT LT
L T
LT
LT
CB
I 40 W B L 2 4 ’ B S T P A V E D OV E R
I 4 0 E B L 2 4 ’ B S T P AV E D O V E R
P
O L
E S
F
L
A G 4 " HD P E
6 "
H
D P
E
6
" H D P
E
6
" HD
P
E
48
" RC
P
H W
M TL
M TL
M TL
M TL
S
12
" T
Y P
E

UN
K
N
O
W N
12 " T Y P E UNKNO W N
6 "
T
Y
P E
UNK
N
O
W
N
6
" T
Y P
E U N KN
O W N
8 " T Y P E UNKNO
W N
E NGLISH
MITIGABLE IMPACTS ZONE 1
MITIGABLE IMPACTS ZONE 2
SHEET 12 OF 13
BUFFER DRAWING
HW
1
8
"
C
O
N
C
FES
DI
2
4
" C
ON
C
2 4 " C O N C
12
"
C
O
N
C
12 " C ON C
1 5 " C O N C
15
" C O N C
15
" C
O N C
1
2
"
C
O
N
C
12
" C ON
C
4 " P L A S T I C
6
" P
L
A S
T
I C
6
" P
L
A S
T
I C
3 0 " C
O N C
3 0 " C O N C
CB
24 " C ON C
DI
CB
DI
CB
CB
CB
CB
DI
FES
FES
DI
DI
D R A I N
T O R OO F
JB
B U R I E D
DI
D R A I N
T O R OO F
D R A I N
T O R OO F
D R A I N
T O R OO F
CB
CB
6 " P L A S T I C
6 " P L A S T I C
D R A I N
T O R OO F
DI
6 " P L A S T I C
4 " P L A S T I C
1 2 " C O N C
1 2 " C
O N C
6 " P L A S T I C
12 " C O N C
3 0 " C ON C
30
" C
ON
C
48
" C
O
N
C
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
GUA R D R A I L
R E M OV E E X I S T .
GUARDRAIL
REMOVE EXIST.
P
.S
.
1 2
’
P
.S
.
10
’
P
.
S
.
1 0
’
P
.
S
.
10
’
P
.S
.
6
’P
.S
.
6
’
P
.
S
.
6
’
P
.
S
.
6
’
8 :1
8 :1
SBG
15
’
15
’
8 :1
12
’
12
’
12
’
12
’
1 2
’
12
’
12
’
12
’
12
’
1 2
’
1 2
’
1 2
’
15
’
15
’50 +00
45 +00
-Y2- ST Sta. 49+48.91
4 5 +00
P R O P . 4 8 " WW F E N C E
P R O
P
. 48
" WW

F E N C
E
-Y2_LT- PT Sta. 45+45.52 (15’ LT)
-Y2- CS Sta. 45+18.91=
-Y 2_LT
-
-Y2-
R
E M
OV
E
F
E
N
C
E
P R O P . 4 8 " WW F E N C E
P R O P . 48 " WW F E N C E
R E M OV E F E N C E
P R O
P
. 48
" W W

F E N
C E
R E M O V E
F E N C E R E M OV E F E N C E
C
F
C
F
F
C
F
C
C
C
HYDRAULICS ROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.
SHEET NO.PROJECT REFERENCE NO.
3
/
2
8
/
2
0
1
3
R
:
\
H
y
d
r
a
u
l
i
c
s
\
P
E
R
M
I
T
S
_
E
n
v
i
r
o
n
m
e
n
t
a
l
\
D
r
a
w
i
n
g
s
\
B
u
f
f
e
r
s
\
U
2
8
0
0
_
H
y
d
_
p
r
m
_
b
u
f
_
p
s
h
1
1
.
d
g
n
F
k
e
y
s
8
/
1
7
/
9
9
U-2800 11
PLANS PREPARED BY :
900 RIDGEFIELD DRIVE SUITE 350
RALEIGH, NORTH CAROLINA 27609-3960
RUMMEL, KLEPPER & KAHL, LLP
NC LICENSE NO. F-0112 [phone]
M
A T C
H
L I N
E -
Y 2
-
S T A .
4
2
+
5
0
S E E S H
EE
T
10
M
A
T
C
H
L
I
N
E

-
Y
2
-

S
T
A
.

5
4
+
5
0

S
E
E

S
H
E
E
T

1
2
N
A
D
8
3
FOR DITCH DETAILS SEE SHT. 2-M
FOR -Y2_LT- PROFILE SEE SHTS. 22 & 23
FOR -Y2- PROFILE SEE SHTS. 22 & 23
SITE 5
SITE 5
V10=0.69ft/s
Q10=3.77cfs
PSH
ALLOWABLE
PSH CONSIDERED
AREA UNDER
WATERSHED
RANDLEMAN
SITE 7
FS
SEE DETAIL A
SPECIAL CUT DITCH
1106 2GI
FS
1108
SEE DETAIL A
SPECIAL CUT DITCH
FS
1109
SEE DETAIL L
MEDIAN V DITCH
1110
Adj. DI
1112
JB w/MH
R
E
T
A I
N
1111
2GI-A
2GI-A
24 " RC P -III
24 " RC P -III
2 4 " RC P -III
INV=919.8
W/ 14 SY FIL FAB
5 TONS CL B RIPRAP
1105
INV=912.5
R ET
A
I N
1113
1114
INV=919.8
HW
1115
24 " C SP
EL B
E L B
R O
D
& L U
G
2 EL B O
W S 48 " RC P -I I I 48 " RC P -I II DRAIN
GRADE TO
SEE DETAIL I
TOE PROTECTION
JB w/Slab Lid
JB w/Slab Lid
18" CSP
ELB
ELB
R OD & L UG
2 EL B O W S
51
52
57
56
53 55
54
A-A
0.5’
3.0’
INFALL
8.0’
4.0’
B-B
0.1’
2.5’
INFALL
6.0’
3.0’
C-C
0.5’
3.0’
INFALL
6.0’
4.0’
D-D
0.5’
4.0’
OUTFALL
12.0’
5.0’
A
A
B
B
C
C
D
D
919.18
919.05
919.79
920.02 919.67
912.04
912.24
912.38
15" RCP-III
FS
W/ 7 SY FIL FAB
2 TONS CL B RIPRAP
INV=935.7
INV=928.0
2GI
1104
1103
1101
1102
SEE DETAIL A
SPECIAL CUT DITCH
916.16
SEE DETAIL R
PSH
2GI-D
15 " RC P -III
SEE DETAIL S
STREAM PLUG D O NO T B U R Y B U R Y DO NO T
ON BANKS ONLY
W/ 50 SY FIL FAB
26 TONS CL I RIPRAP
SEE DETAIL F
RIPRAP AT EMBANKMENT
E NGLISH
MITIGABLE IMPACTS ZONE 1
MITIGABLE IMPACTS ZONE 2
SHEET 13 OF 13
BUFFER DRAWING
1 8 " C
ON
C
3 6 " C O
N C
I NV =951 .0 2 ’
I N V =9 51 .0 9 ’
DI
DI CB
DI
T H R OA T
O P E N
DI
DI
T H R OA T
O P E N
DI
DI
DI
10 " P L A S T I C
DI
UNK N O W N
O T H E R E ND
DI
DI
DI
DI
UN KN O W N
O T H E R E N D
UN K N O W N
O T H E R E N D
U N KN O W N
O T H E R E N D
DI
DI
U N KN O W N
O T H E R E ND
DI
U N K N O W N
O T H E R E ND
U N KNO W N
O T H E R E N D
CB
DI
DI
DI
T H R OA T
O P E N
DI
T H R OA T
O P E N
HW
HW
DI
DI
24 " C ON C
18 " C L AY
6 " C L AY 6 " C L AY
8
"
C
L
A
Y
6 " C L AY 6 " C L AY
1 2
"
C
L
A
Y
12
"
C
L
A
Y
6
"
C
L
A
Y 6
" C
L
AY
1 0
"
C
L
A
Y
15 " C L AY
15 " C L AY
12 " C L AY
18
"

C
O
N
C 24 " C ON C
1 8 "
C
M P
18
"
C
M
P
15 "
C
O
N
C
DI
2 4 "C ON C
36 "C ON C
DI
6 " C L AY
10
" C
L
A
Y
8
"
C
L
A
Y
6 " C L AY
JB
P O SS I B LE
12
" C O N C
12
" C
ON
C
15 " C ON C
18 " C O N C
12
"

C
O
N
C
6 " C L AY
6
"
C
L
A
Y
15 " C ON C
15
" C
O
N
C
15 " C ON C
30
" C
O
N
C
1 2
" P
L
A S
T
I C
1 2
" P
L
A S
T
I C
B B B B
B
B
L
A
N
D
R
E
T
H

P
R
O
P
E
R
T
I E
S
/
K
E
R
N

L
L
C
T W I N C I T Y P R O P E R T I E S
D B 2 071 P G 1 510
S OU T H W E S T L AND C O M L P
D B 23 1 1 P G 203
D B 2679 P G 1442
KERN LLC
L AND R ET H P R O P E R T I E S
D B 2862 P G 4 414
8
12 13
14
16
17
15
23
24
B
B
B
B
B
30
31
B
B
B
B
B
B
B
C A
L VA
R Y
C HA
P EL
O
F
T H
E
T R I
AD , I
N
C
D
B
2945

P G
3223
43
44
30
34
S A B R I N A D I XON
J ON A T H AN &
DI
CB
DI
D
I
24 " C O N C
DI
DI
96 " C H L & 3 S B W
2
1 ’
B
S
T
M TL
2 S M TL B U S
30 " C &G 3
0
"
C
&
G
48 " C H L
84 " C H L & 3 S B W
30 " C &G
G R
B S T
B S T
W
A
LL
C
ON
C
48
"
S
C O N C
C O N C
C ON C
S
C A
LE
S
C ON
C
B
S
T
48 " C H L
LT
LT
G R

B
S T
W A LL
36 " C ON C
72 " C H L
7
2
"

C
H
L
CONC
B
S
T C U RB
B S T
1 S M TL B U S
C ANO P Y
7
2
"
C
H
L
B S T
B S T
DI
D
I
D
I
15 " RC P
18
" RC
P
12
"
R
C
P
2 4 " RC P 36 " RC P
3 6 " R C P
12 " RC P
15 " RC P
1 8 " C L AY
15 " C L AY

C
L
A
Y
6
"
1 2
" HD
P
E
12
" HD
P
E
1 0 " H
D
P
E
C ON
C
B
S
T
W /LT
W /LT
8
4
" C
H L
&

3
S
B
W
W D
WD
W D
W D
W D
W
D
W D
GA TE
M T L
9 6 " C H L & 3 S B W
21’ BST
G R G R
DI
S
BK
D I’S
1 S
M
T
L
B
U
S
C
O
N
C
C
O
N
C
B
S
T
3
6
"
R
C
P
8 "C
L AY
8 "
C
L
A
Y
8 "C L
A
Y
8 "C L AY 8 "C L AY
8 "C L A Y
8 "C L AY
8 "C L AY
3 " M TL
8 "
M
T
L
8
" M
T
L
8
" M T
L
UNKNO W N
O T H E R E ND
UN K N O W N
O T H E R E N D
UNKNO W N
O T H E R E ND
6
"M
T
L
4
"
M
T
L
M
T
L
4
"
CB
DI
1 2
"
C
L
A
Y
6 " C L AY
1
2
"
C
L
A
Y
6 " C L AY
6 " C L AY
8

"
C
L
A
Y
DI
DI
15 " C L AY
DI
15 " C L AY DI
DI
6 " C
L
AY
10
"
C
L
A
Y
12 " C L AY
10
"
C
L
A
Y
DI
6 " C L AY
DI
6 " C L A Y
6

"
C
L
A
Y
DI
C L AY
6"
8
"
C
L
A
Y
24 " RC P
18 "
C
M P
15 "
R
C P
18
"
C
M
P
HW
CB
2 S M TL B U S
2 S M TL B U S
2 S M TL B U S
2 S M TL B U S
B S T
DK
R
A
M
P
B S T
B S T
B S T
C ON C
9 6 " C H L & 3 S B W
115
GR
S R 1005 E A S T M OUN T A I N R D 26 ’ B S T
114
116
84 " C H L & 3 S B W
9 6 " C H L & 3 S B W
G R
84 "
C
H L
& 3 S
B
W
1 S M
TL
B
U
S
B S T
B S T
B S T
G R
S
G R
LT
74
73
72
S R 2042 O L D G R EE N S B O R O R D 19 ’ B S T
S
71 B S T
24 " C &G
15
"
R
C
P
DI
VAU LT
LT
C
ON
C
C
ON
C W /LT
DI
DI
LT
CONC
DI
B S T
H W
m
m
NO
R F
O L
K
S
OU
T
H
E
R
N
R
R
M I LE P O S T 13
30
" R
C
P
30 " C &G
30" C&G
18
"

R
C
P
S T A
T I ON
TE
S T
S T A
T I ON
TE
S T
2 " S TEEL
10 " S TE
E
L
6 " S TE EL
12 " P L A S T I C
8 "
T Y
P E
UNKN
O
W
N
1 2 " T Y P E UN K NO W N
8
"
T
Y
P
E

U
N
K
N
O
W N
12 " T Y P E UNKNO W N
SIGNAL
NO
U
N
K
N
O
W N

S
I Z
E

&

T
Y
P
E
T
T T
T
T
T
T
T
T
T
T
T
T
T
DO NOT USE FOR CONSTRUCTION
PRELIMINARY PLANS
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
C C
C
F
F
F
F
C
C
C
F
F
F
F
F
C
F
C
F
F
F
F
C C
F
F
F
C
C
F
F
C
C
C
BEGIN RESURFACING
END CONSTRUCTION
30 +00
-RR- POT Sta. 15+24.36
-Y5- POT Sta. 25+20.16
25 +00
-Y11- POT Sta. 12+60.00
-Y 5 -
2
0
+
0
0
-
Y 7
-
1 5 +00
-Y5- POT STA. 29+50.00
-RR- PC Sta. 16+48.00
-Y7- PT Sta. 17+89.14
P R O
P . 48
" W
W
F E N
C
E
-Y11- POT Sta. 10+00.00
-Y7- POT Sta. 20+94.46=
-Y5- POT Sta. 35+00.00=
-Y5- POT Sta. 34+46.00
-RAB- PC Sta. 13+39.29=
-RAB- PC Sta. 10+00.00=
10
+
0
0
-Y11- POT Sta. 10+54.00
-RAB- PCC Sta. 10+90.41=
-Y5- POT Sta. 35+54.00
-RAB- PCC Sta. 11+69.65=
-Y7- POT Sta. 20+40.46
-RAB- PCC Sta. 12+57.78=
-
Y 11
-
-
R
A
B -
WW

F E N
C E
P R O
P . 48
"
C
R
CR
CR
C C F R
C
R
C R
CR
CC
F R
-
R
R -
-DR2- POT Sta. 14+28.63
-DR2- PT Sta. 13+18.88
-DR2- PC Sta. 10+75.00
-DR2- PRC Sta. 11+40.77
END CONSTRUCTION
-DR2- POT Sta. 13+40.00
-Y5- POT Sta. 32+05.00
-DR2- POT Sta. 10+00.00=
SITE 6
WATERSHED
JORDAN
WATERSHED
RANDLEMAN
3
/
19
/
2
0
1
3
R
:
\
H
y
d
r
a
u
l
i
c
s
\
P
E
R
M
I
T
S
_
E
n
v
i
r
o
n
m
e
n
t
a
l
\
D
r
a
w
i
n
g
s
\
B
u
f
f
e
r
s
\
U
2
8
0
0
_
H
y
d
_
p
r
m
_
b
u
f
_
p
s
h
1
6
.
d
g
n
F
k
e
y
s
8
/
1
7
/
9
9
ADT 2012
ADT 2030
18,800
11,000
-Y7-
14,400
-Y5- EAST MOUNTAIN ROAD
11,100
-Y5-
PLANS PREPARED BY :
900 RIDGEFIELD DRIVE SUITE 350
RALEIGH, NORTH CAROLINA 27609-3960
RUMMEL, KLEPPER & KAHL, LLP
NC LICENSE NO. F-0112 [phone]
M
A
T C
H
L I N
E

-
Y 5
-

S
T A
.
3
7
+
0
0

S
EE

S
H
EE
T

6
M
A
T C
H
L I N
E
-
Y 5
-

S
T A
.

2
4
+
0
0

S
EE

S
H
EE
T

15
S E
E S
H E
E
T 6
-
Y 7 - S T
A . 14 +50
M
A T C
H L I N E
HYDRAULICS ROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.
SHEET NO.PROJECT REFERENCE NO.
U-2800 16
4,700
6,200 4,300
2,800
7,700
7,500
N
A
D

8
3
STAINED ASPHALT
STAMPED AND
SHEET NO.PROJECT REFERENCE NO.
U-2800 16
FOR DITCH DETAILS SEE SHT. 2-M
FOR ROUNDABOUT DETAIL SEE SHEET 2-L
FOR -DR2- PROFILE SEE SHT. 33
FOR -RAB- PROFILE SEE SHT. 33
FOR -Y11- PROFILE SEE SHT. 32
FOR -Y7- PROFILE SEE SHT. 31
FOR -Y5- PROFILE SEE SHT. 31
SYSTEM
RETAIN
SYSTEM
RETAIN
SYSTEM
RETAIN
SYSTEM
RETAIN
DRAIN
GRADE TO
DRAIN
GRADE TO
HP
-Y5- STA. 35+54.00
INV=962.0
LP
-Y7- STA. 16+35.28
LP
-RAB- STA. 12+59.88
HP
-RAB- STA. 10+90.10
-Y11- STA. 11+00.78
LP
SEE DETAIL H
BERM DITCH 1604
2GI 1605
2GI-D
1606
CB
1607
CB
SYSTEM
RETAIN
PLASTIC PIPE
& 11’ 12"
REMOVE DI
R E M OV E
SYSTEM
REMOVE
SYSTEM
REMOVE
1608
CB
FS
DI
1609
FS FS
CB
1610
CB
1612
CB
1613
CB
1614
1615
SYSTEM
REMOVE
R ET A I N
w/MH
JB
1616
JB w/Slab Lid
SYSTEM
REMOVE
R ET A I N
CB
1618
DI
1619
CB
CB
1621
1622
CB
1623
1624
CB
CB
1625
CB
1626
SYSTEM
RETAIN
CB
1627
1629
Slab Lid
JB w/
CB
1628
SEE DETAIL I
TOE PROTECTION
2GI
1630
1631
2GI
CB
1632
JB w/MH
1633
1634
w/MH
JB INV=923.5
1635
1611
CB
TO DETERMINE WHERE TO TIE IT TO THE PROPOSED DRAINAGE.
THE PIPE DOES NOT CONNECT AT #1615, INVESTIGATE THE SITE
RUNNING BESIDE THE BUILDING ON PARCEL #30. IN THE EVENT
#1615 HAS BEEN DESIGNED TO PICK UP THE EXISTING 36" RCP
NOTE:
SEE DETAIL I
TOE PROTECTION
2GI
1617
18" RCP-III 42 " RC P -I V
1
5
"
R
C
P
-
I
I
I

18
" RC
P -
I II

15 " R C P -III
1 5
" RC
P -III

1
8
"
R
C
P
-
I
I
I

18
"
R C
P
-
I
I
I

15 " RC P -III 15 " RC P -I II 24" CSP
ELB ELB
ELB
ELB
ROD & LUG
2 ELBOWS
18" CSP
2 ELBOWS ROD & LUG
ELB ELB
2 4 " RC P -I II
36" CSP
ROD & LUG
2 ELBOWS RCP-III
36"
ROD & LUG
2 ELBOWS
15" CSP
48" RCP-III
1 5 " RC P -III 15 " RC P -I I I
15
"
RC
P -III
RCP-III
24"
1 5 " RC P -I I I 1
5
"
R
C
P -
I
I
I

15
"

RC
P
-
I
I
I

15 " RC P -III 15
" RC
P
-III

RC
P -
I I I
1 8
"
24 " RC P -III
19
20
21
23
22
34
33
SWALE
NO FEATURE NO FEATURE
A
A
B
B
A-A
0.0’
1.5’
ROADSIDE
8.0’
3.0’
B-B
0.5’
8.0’
OUTFALL
20.0’
6.0’
962.44 962.47
962.76
924.76
925.22
L P
T O
H P
TO HP
SYSTEM
RETAIN
-DR2- STA. 11+32.12
LP
-DR2- STA. 12+28.63
HP
SYSTEM
RETAIN
1602
1601
R E M OV E
R ET A I N
SEE DETAIL A
SPECIAL CUT DITCH
REMOVE
2GI
24 " RC P -I II
ON BANKS ONLY
W/ 50 SY FIL FAB
26 TONS CL I RIPRAP
SEE DETAIL F
RIPRAP AT EMBANKMENT