20071995 Ver 1_More Info Received_20080527

K
STV/Ralph Whitehead Associates
1000 West Morehead Street. Suite 200
Charlotte. North Carolina 28208
(7041372-1885 fax:[phone]
May 5, 2008
Via FEDERAL EXPRESS
North Carolina Division of Water Quality
Winston-Salem Regional Office
585 Waughtown Street
Walston-Salem, NC 27107
'i
MAY 0 b 2008 11
Attention: W Sue Homewood
Subject- ` Res o to Request for Additional Information
Dear Ms. Homewood,
artley Drive Widening and Extension
City of High Point, Guilford County, NC
NCDWQ #07-1995
USACE Action I.D. #2006-20795
STV/RWA Project No. 3202000
?R@ffluwgp
MAY 2 7 2008
DENR - WA1 EFL QUAVn
yyETLANDS AND STORMWASER BRANCH
This letter has been prepared to address the request for additional information that has
been received fiom the North Carolina Division of Water Quality (NCDWQ regarding
the above referenced project. A response to each of the requests that were made is
presented. A copy of the letter requesting the additional information that has been
received is attached to this response letter.
1. Please submit a copy of your proposed stormwater management plan. The plan
should include drawings to indicate the location of the proposed stormwater
treatment systems.
A copy of the proposed Stormwater Management Plan (SWMP) and associated
drawings indicating the location of the proposed stormwater treatment systems as
well as design calculations is presented in Attachment A - Stormwater
Management Plan. A narrative describing the SWMP was previously included
within the Supplemental Information provided as part of the Section 404 permit
application. The narrative has been updated to reflect the latest drawings and is
included in Attachment B, beginning on page 4 of 12. Additional engineering
an enzployee-owned company providing quality service since 1912
plans indicating the location of the proposed stormwater treatment systems and
the grading detail is presented in Attachment E - Engineering Plans.
2. As discussed during afield visit on January 29, 2008, please submit a detailed on-
site mitigation plan. You currently proposed meeting some of your mitigation
requirements with a stream relocation/restoration and wetlands creation adjacent
to the project. The Division will need a detailed mitigation plan, including plan
views, profiles, planting plans, and monitoring proposal, in order to complete our
review. Please note that we discussed that the stream relocation will require a 50
foot protected buffer, except where it is directly adjacent to the roadway. We also
discussed that the mitigation areas will need to be legally protected in perpetuity.
A detailed on-site mitigation plan including plan views, profiles, planting plans,
and monitoring proposal is submitted as Attachment F - Mitigation Plan. A 50-
foot buffer will be been placed around the relocated stream and mitigation area,
except where it is directly adjacent to the roadway. This additional protected area
will be purchased by the City of High Point and the deed placed in a conservation
restriction to protect the area as a stream and wetland in perpetuity.
3. As discussed during a field visit on January 29, 2008, please revise your
application to include all temporary impacts that will be associated with utility
relocations.
A description of temporary impacts associated with utility relocations has been
included in Attachment B - Supplemental Information on page 9 of 12, and in
Attachment C - Figures, Figures 8 and 12. This attached Supplemental
Information replaces the Supplemental Information originally designated as
Attachment B in the Individual Permit application that was submitted on
November 20"', 2007. Please note, that as a result of final design efforts, the
overall impact numbers have been slightly revised from the initial permit
application submittal and depict an increase of 0.027 acre of additional wetland
impacts, and 20 linear feet of additional stream impacts. Changes in the
Supplemental Information are highlighted.
4. Please provide the Division with a copy of your response to the USA CE public
comments received.
A copy of the response letter to the USACE public comments received is attached
along with the letter from the Wildlife Resources Commission in Attachment D -
Public Comment/Response.
5. Please provide a profile view and cross section of all the proposed stream
culverts.
A profile view and cross section for all the proposed stream culverts is attached
(Attachment C - Figures 10 and 11).
6. Please note that if there is to be any additional impacts to wetlands or streams
from Sediment and Erosion Control measures, those temporary impacts must be
included in the permit application.
The impacts to streams and wetlands resulting from the Sediment and Erosion
Control measures is depicted in Attachment C - Figures 6, 7, and 8 and is
quantified in Attachment B - Supplemental Information, Tables 1 and 2. This
attached Supplemental Information replaces the Supplemental Information
originally designated as Attachment B in the Individual Permit application that
was submitted on November 20th, 2007. There are no temporary impacts.
Please do not hesitate to contact either of the undersigned at 704-372-1885, if you have
any questions.
Sincerely,
STV/RALPH WHITEHEAD ASSOCIATES, INC.
Brandon Phillips, C.H.M.M.
Sr. Environmental Specialist
Attachment A
Attachment B
Attachment C
Attachment D
Attachment E
Attachment F
- Stormwater Management Plan
- Supplemental Information
- Figures
- Public Comment/Response
- Engineering Plans
- Mitigation Plan
i3 j
Michael A. Iagnocco, P.W.S.
Senior Scientist
cc: Keith Pugh, P.E., City of High Point
Ian McMillan, DWQ
Andy Williams, USACE
ATTACHMENT A
STORMWATER MANAGEMENT PLAN
STORMWATER MANAGEMENT DESIGN STUDY AND
EROSION AND SEDIMENT CONTROL
HARTLEY DRIVE WIDENING AND EXTENSION
HIGH POINT, NORTH CAROLINA
April 17, 2008
Prepared By: Edward Vance, P.E.
Md Kamrul Huda, E.I.
Heather Bryant, E.I.
C A R
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STV/RALPH WHITEHEAD ASSOCIATES, INC.
CHARLOTTE, N.C
RWA No. 3202000
•
•
STORMWATER MANAGEMENT DESIGN STUDY AND
EROSION AND SEDIMENT CONTROL
HARTLEY DRIVE WIDENING AND EXTENSION
HIGH POINT, NORTH CAROLINA
April 17, 2008
Prepared By: Edward Vance, P.E.
Md Kamrul Huda, E.I.
Heather Bryant, E.I.
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STV/RALPH WHITEHEAD ASSOCIATES, INC.
CHARLOTTE, N.C
RWA No. 3202000
• PROPOSED ROADWAY IMPROVEMENTS OF HARTLEY DRIVE
TABLE OF CONTENTS
Introduction ........................................................................................................................1
Existing Conditions .................................................................................................. 1
Proposed Conditions ................................................................................................ 1
Disturbed Area ......................................................................................................... 1
General Soils Description ........................................................................................ 2
Hydrology ...........................................................................................................................2
Rational Method ....................................................................................................... 2
Runoff Coefficient ................................................................................................... 2
Rainfall Intensity and Time of Concentration ......................................................... 3
Drainage Area .......................................................................................................... 3
Stormwater Quality and Quantity ............................................................................ 3
Sediment and Erosion Control .........................................................................................4
• Results .................................................................................................................................4
•
i
•
LIST OF TABLES
Table 1: Soil Description ....................................................................................................2
Table 2: Runoff Coefficients for Rational Formula ............................................................3
Figure 1: Location Map ............................
Figure 2: Soil Map ....................................
Figure 3: Guilford County FEMA Map ....
Figure 4: Drainage Map ............................
LIST OF FIGURES
........................................................................5
........................................................................6
........................................................................7
........................................................................8
LIST OF APPENDICES
Appendix A: Pre vs. Post Outfall Analysis ................................................................
• A-1 to A-32
Appendix B: Culverts ................................................................................................ B-1 to B-12
Appendix C: Roadside Channels ............................................................................... C-1 to C-3
Appendix D: Inlet/Gutter Capacity ............................................................................ D-1 to D-3
Appendix E: Storm Drainage Systems ...................................................................... E-1 to E-5
Appendix F: Bridge Deck Drainage .......................................................................... F-1 to F-2
Appendix G: Outlet Protection .................................................................................. G-1 to G-8
Appendix H: Sediment and Erosion Control Details ................................................. H-1 to H-6
•
ii
• Introduction
STV/Ralph Whitehead Associates, Inc. (STV/RWA) entered into a contract with the City of
High Point to provide professional engineering services for the proposed roadway extension of
Hartley Drive. The project consists of extending the current Hartley Drive through undeveloped
land to connect from Main Street to Westover Drive. The purpose of this report is to document
and define the design procedures that were used to analyze the hydrology and hydraulics of the
proposed roadway improvements. Design calculations were performed in accordance with the
"City of High Point Storm Drainage System Design Manual" dated February 1, 1994 and the
"Guidelines for Drainage Studies and Hydraulic Design" by NCDOT dated 1999.
ExistinL3Conditions
The project begins approximately 3 miles northwest of downtown High Point along North Main
Street. The existing portion of Hartley Drive currently ends with a cul-de-sac. The surrounding
land-use near the project beginning is Commercial, Institutional, and Multi-Family. The project
crosses an Unnamed Tributary of Rich Fork Creek which is a FEMA regulated floodplain as
shown on Figure No. 3, Flood Insurance Rate Map No. 3710689100J; Dated June 18, 2007.
Proposed Conditions
The project consists of widening and extending Hartley Drive from North Main Street to
• Westover Drive. The length of the project is approximately 5800'. Westover Drive will be
realigned to create a new "T" intersection with the new Hartley Drive, and Ingleside Drive will
create a new "4-Leg" intersection with Hartley Drive. The project will provide a more
convenient access route to North Main Street for the residential areas in West High Point and
Davidson County.
Disturbed Area
Approximately 4.0 acres of land will be disturbed. This area was calculated between the cut/fill
slope lines on the project not including the existing pavement that will remain.
•
N:\PROJ\3202\Design\Hydro\Report\Narrative.doc
1
General Soils Description
•
Location Map
Soil Name
Description Permeability Erodibility
Factor
(Approx. Sta. No) Symbol (in/hr)
(K Value)
Well drained; surface layer is 7" dark brown sandy
10+00 to 25+00 Wilkes sandy loam; subsoil is 11" mottled brownish yellow sandy
32+40 to 35+00 WkC loam
6 to loam (upper part) & yellowish brown clay loam 2.0 - 6.0 surface 0.28
37+50 to 53+50 ,
10% slopes (lower part); underlying is 52" yellowish brown clay 0.2 - 0.6 subsoil 0.32
loam (upper part) & yellowish brown loamy coarse
sand lower art.
Well drained; surface layer is 7" dark brown sandy
25+00 to 30+00 Wiles sandy loam; subsoil is 11" mottled brownish yellow sandy
35+00 to 37+50
WkE loam, loam (upper part) & yellowish brown clay loam 2.0 - 6.0 surface 0.28
53+50 to 58+00 15 to 45% (lower part); underlying is 52" yellowish brown clay 0.2 - 0.6 subsoil 0.32
61+00 to 64+00 slopes loam (upper part) & yellowish brown loamy coarse
sand (lower art).
Poorly drained; surface layer is 12" brown sandy
Chewacla loam(upper part) and pale brown silt loam (lower
loam part); subsoil is 58" mottled brown sandy loam
30+00 to 32+40 Ch ,
frequently (upper part), mottled light brownish gray loam and 0.6-2.0 0.28
flooded silt loam (middle part) and mottle light brownish gray
and strong brown clay loam (lower part); underlying
is 90" mottled dark bluish gray clay loam.
Poindexter
and Zion Well drained; surface layer is 4" sandy loam and to
58+00 to 61+00
PnD
sandy loams 13" of sandy clay loam; subsoil to 36" is gravelly 2.0 - 6.0 surface
0
28
64+00 to 70+51 ,
8 to 15 /o sandy loam; underlying material to 80" is weathered 0.2 - 0.6 subsoil .

slopes bedrock.
Table 1: Soil Description (Source: USDA Soil Survey of Guilford/Davidson Counties, N.C.)
Hydrology
Rational Method
The Rational Method was used to determine the peak runoff for all drainage areas less than 200
acres.
Q=CIA
Where: Q = Peak discharge of drainage basin (c.f.s.)
C = Runoff Coefficient (Ratio of Runoff to Rainfall)
I = Average Rainfall Intensity for a Duration Equal to the Time of
Concentration (in./hr.)
A = Drainage Area Contributing to the Design Location (ac.)
•
Runoff Coefficient
The runoff coefficients are based on the characteristics of the drainage area and assuming that
the area is developed based on its zoning. The coefficient values were selected based on the City
of High Point's Design Manual.
N:\PROJ\3202\Design\Hydro\Report\Narrative.doe
2
•
Type of Development Runoff Coefficient
Minimum Allowable Runoff Coefficient 0.40
Residential, one acre or larger 0.40
Residential, 1/3 acre up to 1 acre lots 0.55
Residential, less than 1/3 acre lots 0.65
Apartment, cluster, condominium, light industrial and
office development 0.80
Paved areas 0.95
Table 2: Runoff Coefficients for Rational Formula
Rainfall Intensity and Time of Concentration
There is a direct relationship between the time of concentration and the rainfall intensity. The
City of Greensboro's Intensity-Duration-Frequency Curves were used to determine the rainfall
intensity for the design storm based on the calculated time of concentration. A minimum time of
10 minutes was used for small drainage basins.
Drainage Area
The drainage areas for the closed systems were delineated using "Micro Station" utilizing the
field survey and the proposed roadway alignment.
• Stormwater Quality and Quantity
•
To provide some level of storm water runoff quantity and quality control, three dry detention
basins were designed at three drainage outfall locations: outfalls A, E&K, and I&J ( See Figure
No. 4). All dry detention basins were designed for 2-, 10-, 25-, and 100-year 24-hour storm
events using Urban Hydrology & Detention Pond Modeling Software "PondPACK v10.0"
developed by Bentley Systems, Inc. A minimum basin side slope of 4H:1 V was used. For each
basin, a minimum of 1 foot freeboard was provided between the100-year water surface elevation
and the basin overflow invert.
The pre- vs. post- outfall analysis was performed using the SCS Graphical Peak Discharge
method for the 2-, 10-, 25- and 100-year, 24-hour storm events for each of the dry pond outfalls.
The Rational Method was used to calculate the peak runoff rates for the outfalls that did not
require a hydrograph for pond routing. The detailed calculations are provided in Appendix 'A' of
this report and correspond to the enclosed Drainage Area Map (Figure No. 4).
N: TROJ\3202\Design\Hydro\Report\Narrative. doc
3
Sediment and Erosion Control
• The following NCDOT standards sediment and erosion control practices are proposed for this
project: silt fence, inlet protection, and vegetative measures. The goal is to treat all sediment-
laden stormwater as close to the source as possible before it reaches the drainage system.
1. Riprap Outlet Protection (NCDOT STD 876.02) will be used at the ends of the storm
drain pipes to protect the receiving channel from scour by reducing the discharge velocity
and dissipating the energy.
2. Silt Fence (NCDOT STD 1605.01) will be placed along the perimeter of the disturbed
area where runoff is in sheet flow or concentrated flow less than 1.0 cfs. Silt Fence will
act as a sediment filter by retarding flow and promoting deposition.
3. Inlet Protection (NCDOT STD 1632.03) will be placed around drop inlets and catch
basins to help prevent sediment from entering the storm drain system.
4. Rock Silt Checks (NCDOT STD 1633.02) will be placed in roadside ditches and are
intended to reduce erosion in the channel by restricting the velocity.
5. Rock Sediment Dams (NCDOT STD 1634.01) will be placed at the outfall locations as
shown on the Erosion Control Plans and are used to remove sediment from construction
runoff where the total drainage area is less than 5 acres.
6. Construction Entrance (NCDOT STD 1607.01) will be placed near the beginning of the
project to minimize the spread of sediment to off site areas.
7. A level spreader will be placed at Outfall `A' below the detention basin in order to
convert the concentrated pipe flow to sheet flow.
• Sediment and erosion control devices should be inspected weekly and after each storm event.
Any damage to devices should be repaired immediately, and any silt accumulated should be
removed. All disturbed areas should be covered with temporary or permanent vegetation as soon
as practical. All devices should be properly maintained during all phases of construction and be
removed once the area has been stabilized.
Results
Specific design criteria and calculations for pre- and post-construction outfall analysis, culverts,
roadside channels, inlet/gutter capacity, storm drainage systems, bridge deck drainage, outlet
protection, and sediment and erosion control details appear in the following appendices.
Pre- and Post- Outfall Analysis ..................................
Culverts ......................................................................
Roadside Channels .....................................................
Inlet/Gutter Capacity .................................................
Storm Drainage Systems ............................................
Bridge Deck Drainage ................................................
Outlet Protection ........................................................
Sediment and Erosion Control Details .......................
•
.......................... Appendix A
.......................... Appendix B
.......................... Appendix C
.......................... Appendix D
.......................... Appendix E
...........................Appendix F
.......................... Appendix G
.......................... Appendix H
N:\PROJ\3202\Design\Hydro\Report\Narrative. doc
4
•
0
• • •
Soil Map-Davidson County, North Carolina, and Guilford County, North Carolina

V\ X68
F?-
N Meters
A 0 250 500 1,000 1,500
Feet
0 1,000 2,000 4,000 6,000
1_ `O Natural Resources Web Soil Survey 2.0
Conservation service National Cooperative Soil Survey
4/17/2008
Page 1 of 3
0 0 0
S? --LIMIT OF STUDY F
ZONE AE
ohs
V,
Nh ?
"V
GRID NORTH
LE 1" = 500'(1 : 6,000)
250 500 750 1,000
FEET
METERS
PANEL 6891J
FIRM
FLOOD INSURANCE RATE MAP
NORTH CAROLINA
PANEL 6891
(SEE LOCATOR DIAGRAM OR MAP INDEX. FOR FIRM PANEL
LAYOUT)
CONTAINS:
COMMUNITY CID No. PANEL SUFFIX
DAVIDSON COUNTY 370307 0691 J
GU ILFORD COUNTY 370111 6,91 1
HIGH POINT. CITY OF 3-0113 6691 1
z
0
W
Z
Z
0
Notice to User'. Tne Map Number shwrn below 11cu11 be used
when placing map orders the Community Number crown above
should be used on insurance aoplicatons for tie subject
community
EFFECTIVE DATE MAP NUMBER
JUNE 18, 2007 3710689100J
aT`! ? ?? ? y a `? "fie
I? "? 1 •, nel ?'
State of North Carolina
Federal Emergency' Management Agency
This is an official copy of a portion of the above referenced flood map. It
was extracted using F-MIT On-Line. This map does not reflect changes
or amendments which may have been made subsequent to the date on the
title block. For the latest product information about National Flood Insurance
Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov

APPENDIX A
PRE VS POST OUTFALL ANALYSIS
0

•
•
•
Pre vs. Post Outfall Analysis
Watershed `A'
Description
Watershed `A' currently flows from Main Street across the private commercial property to the
north of Hartley Drive and then to an Unnamed Tributary of Rich Fork Creek. The proposed
improvement to Hartley Drive includes curb & gutter and a closed drainage system. This
proposed drainage system will convey the storm water runoff to a new detention pond located on
the YMCA site near the existing cul-de-sac at the end of Hartley Drive. The new pond will then
discharge to the 100-year floodplain of the same Unnamed Tributary of Rich Fork Creek.
Watershed Characteristics Data
Watershed No. Area (acres) Time of Curve Number
Concentration (min) Pre-dev. Post-dev.
A 9.8 15 91 93
Pre-Development and Post-Development Watershed Peak Flow Rates
Storm Event Pre-development Peak Flow
Rates (cfs) Post-development Peak Flow
Rates (cfs)
2-Year 24-Hour 25 26
10-Year 24-Hour 42 44
25-Year 24-Hour 52 53
100-Year 24-Hour 66 68
Post-Development Routed Basin Peak Discharge Rates, Maximum Water Surface
Elevations, and Free Board
Storm Event Routed Discharge
Rate (cfs) Max. Water Surface
Elevation (ft) Free Board (ft)
2-Year 24-Hour 24 841.5 2.1
10-Year 24-Hour 43 842.0 1.6
25-Year 24-Hour 53 842.2 1.4
100-Year 24-Hour 66 842.6 1.0
Outfall A_Summary.doc
A-1
STV
•
STV / RWA JOB: 3202-000 1
Consulting Engineers SUBJECT: Watershed No. 'A' SHEET
1000 West Morehead Street, Suite 200 CALC'D BY: HSB DATE: 14-Feb-08 of
Charlotte, NC 28208 [phone] CHECK•D BY: EJV DATE: 14-Feb-08 3
TIME OF CONCENTRATION (Tc)
Check One: Q Present ? Developed
Note: Space for as many as three segments per flow type can be used for each worksheet.
Include a map, schematic, or description of flow segments.
•
Sheet flow
Path #1 Path #2 Path #3
Segment ID
1. Surface Description (table 3-1) ........................................ Smooth
2. Manning 's roughness coefficient, n (table 3-1) ............. 0.011
3. Flow length, L (total L < 300 ft) ....................................... ft. 100
4. Two-year 24-hour rainfall, PZ ........................................... in. 3.04
5. Land slope, s ................................................................. ft./ft. 0.0040
6. Tt = .007 (nL)o-8 Compute Tt ....................... hr. 0.0394 0.0000 0.0000
P2 0.5 50.4
Shallow concentrated flow
Segment ID
7. Surface description (Paved or Unpaved) ........................ Paved
8. Flow length, L ...................................................................... ft. 600
9. Watercourse slope, s ................................................... ft. /ft. 0.0040
10. Average velocity, V (figure 3-1) ........................ ft. /sec. 1.29
11 Tt = L Compute Tt ....................... hr. 0.1296 0.0000 0.0000
3600 V
Channel flow
Segment ID
12. Cross sectional flow area, a .............................................. ft.2
13. Wetted perimeter, PW ......................................................... ft.
14. Hydraulic Radius, r = a / pW Compute r ......................... ft.
15. Channel slope, s ........................................................... ft. /ft.
16. Manning's roughness coefficient, n ..................................
17a. V = 1.49r 213S1/2 Compute V ft. /sec.
n
17b. Input Velocity, FPS ............................................... ft. /sec. 5.00
18. Flow length, L ...................................................................... ft. 1500
4019. Tt = L Compute Tt ..................................................... hr. 0.0833
3600 V
20. Total, T, (add Ttin steps 6, 11, and 19) ......................... hr. 0.2524
21. Watershed Total, Tc (maximum, Path #1, #2, or #3) ............................................................... 0.25 Hour
15 min
A-2
_ STV
•
•
•
TV/ RWA JOB: 3202-000 2
:onsulting Engineers SUBJECT: Watershed No. 'A' SHEET
1000 West Morehead Street, Suite 200 CALCD BY: HSB DATE: 14-Feb-08 of
:harlotte, NC 28208 [phone] CHECK'D BY: EJV DATE:, 14-Feb-08 3
RUNOFF CURVE NUMBER AND RUNOFF
Check one: 0 Present ? Developed
Runoff Curve Number
Soil name over description CN' Area Product
and hydrologic of CN x area
group
(appendix A)
(cover type, treatment, and hydrologic condition; percent impervious;

N M

N

N
unconnected /connected impervious area ratio)
v ,/
acres
v L L mi 2
? on on
%
F- ii U-
B Paved Road 98 2.3 225.4
B Commerical Business 92 5.7 524.4
B Medium Residential 85 1.2 102.0
B Open Space' 69 0.6 41.4
Totals =_> 9.8 893.2
' Use only one CN source per line
CN (weighted) = total product = 893.2 91.1 Use CN =___> 91
total area 9.8
Runoff
Frequency ........................................................... yr
Rainfall, P (24-hour) ........................................ it
Runoff, Q ............................................................ in
(Use P and CN with table 2-1, figure 2-1, or
equations 2-3 and 2-4)
Storm # 1 Storm # 2 Storm # 3 Storm #
2 10 25 100
3.04 4.72 5.63 7.04
2.11 3.71 4.60 5.98
A-3
STV
•
STV / RWA JOB: 3202-000 3
'onsulting Engineers SUBJECT: Watershed No. 'A' SHEET
1000 West Morehead Street, Suite 200 CALC'D BY: HSB DATE: 14-Feb-08 of
:harlotte, NC 28208 [phone] CHECK•D BY: EJV DATE: 14-Feb-08 3
GRAPHICAL PEAK DISCHARGE METHOD
Check one: E] Present ? Developed
•
is
1. Data
Drainage area .......................... A.
Runoff curve number ........................... CN =
Time of concentration ........................ Tc _
Rainfall distribution .................................... _
Pond and swamp areas spread
thoroughout watershed ............................. _
0.015 mil (acres/640)
91 (From CN Et Runoff worksheet)
0.25 hr (From T, worksheet)
II (I, IA, 11, III)
0.0 percent of AR, ( 0 ) acres or mil
covered)
2. Frequency .............................................................. yr
3. Rainfall, P (24-hour) ............................................... in
Storm #1 Storm #2 Storm #3 Storm #4 Storm #5
2 10 25 100
3.04 4.72 5.63 7.04
4. Initial abstraction, la ................................................ in 0.198 0.198 0.198 0.198
(Use CN with table 4-1)
5. Compute la/P ............................................................. 0.07 0.04 0.04 0.03
6. Unit peak discharge, q .. ..................................am/in 730 748 748 750
(Use Tc and la/P with exhibit 4-II)
7. Runoff, Q .................................................................. in 2.11 3.71 4.60 5.98
(From CN & Runoff worksheet)
8. Pond and swamp adjustment factor, Fp .................... 1.00 1.00 1.00 1.00
(Use percent pond and swamp area with table 4-2. Factor
is 1.0 for zero percent pond and swamp area.)
9. Peak discharge, qp ............................................ ft3/s 25 42 52 66
(Where qp = q„AmQFp)
A-4
STV
STV / RWA JoB: 3202-000 1
Consulting Engineers SUBJECT: Watershed 'A' SHEET
• 1000 West Morehead Street, Suite 200 CALC'D BY: HSB DATE: 14-Feb-08 of
Charlotte, NC 28208 [phone] CHECK'D BY: EJV DATE: 14-Feb-08 3
TIME OF CONCENTRATION (Tc)
Check One: E] Present Q Developed
Note: Space for as many as three segments per flow type can be used for each worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow
Path #1 Path #2 Path #3
Segment ID
1. Surface Description (table 3-1) ........................................ Smooth
2. Manning 's roughness coefficient, n (table 3-1) ............. 0.011
3. Flow length, L (total L < 300 ft) ....................................... ft. 100
4. Two-year 24-hour rainfall, P2 ........................................... in. 3.04
5. Land slope, s ................................................................. ft. /ft. 0.0040
6. Tt = .007 (nL)0-8 Compute Tt
P20.5 S0.4 ....................... hr. 0.0394 0.0000 0.0000
• Shallow concentrated flow
Segment ID
7. Surface description (Paved or Unpaved) . ....................... Paved
8. Flow length, L ............................................... ....................... ft. 600
9. Watercourse slope, s ................................... ................ ft. /ft. 0.0040
10. Average velocity, V (figure 3-1) ................
1.29
........ ft. /sec.
11 Tt = L Compute Tt ....................... hr. 0.1296 0.0000 0.0000
3600 V
Channel flow
Segment ID
12. Cross sectional flow area, a .............................................. ft.2
13. Wetted perimeter, P„ . ......................................................... ft.
14. Hydraulic Radius, r = a / pW Compute r ......................... ft.
15. Channel slope, s ........................................................... ft. /ft.
16. Manning's roughness coefficient, n ..................................
17a. V = 1.49r"'s'1Z Compute V ft. /sec.
n
17b. Input Velocity, FPS ............................................... ft./sec. 5.00
18. Flow length, L ...................................................................... ft. 1500
19. Tt = L Compute Tt ..................................................... hr. 0.0833
• 3600 V
20, Total, Tc (add Ttin steps 6, 11, and 19) ......................... hr. 0.2524
21. Watershed Total, Tc (maximum, Path #1, #2, or #3) ............................................................... 0.25 Hour
15 min
A-5
STV
•
•
•
>TV/ RWA JOB: 3202-000 2
:onsulting Engineers SUBJECT: Watershed 'A' SHEE'
1000 West Morehead Street, Suite 200 CALC'D Br: HSB DATE: 14-Feb-08 of
:harlotte, NC 28208 [phone] CHECK•D BY: EJV _ DATE: 14-Feb-08 3
RUNOFF CURVE NUMBER AND RUNOFF
Check one: ? Present 7 Developed
Runoff Curve Number
of name Cover description CN* Area Product
and hydrologic of CN x area
group
(cover type, treatment, and hydrologic condition; percent impervious;
N
M
IT
(appendix A)
unconnected /connected impervious area ratio)
N N N
acres
miA
2
v
m >
an >
on %
H u- u-
B Paved Road 98 3.6 352.8
B Commerical Business 92 5.4 496.8
B Medium Residential 85 0.5 42.5
B Open Space 69 0.3 20.7
Totals == 9.8 912.8
* Use only one CN source per line
CN (weighted) = total product = 912.8 93.1 Use CN =___> 93
total area 9.8
Runoff
Frequency ........................................................... yi
Rainfall, P (24-hour) ........................................ it
Runoff, Q ............................................................ it
(Use P and CN with table 2-1, figure 2-1, or
equations 2-3 and 2-4)
Storm # 1 Storm # 2 Storm # 3 Storm # 5
2 10 25 100
3.04 4.72 5.63 7.04
2.29 3.92 4.82 6.21
A-6
STV
•
STV / RWA JOB: 3202-000 3
'onsulting Engineers suBJEcr: watershed 'A' SHEET
1000 West Morehead Street, Suite 200 CALC'D BY: HSB DATE: 14-Feb-08 of
Z-harlotte, NC 28208 [phone] CHECK'D BY: EJV DATE: 14-Feb-08 3
GRAPHICAL PEAK DISCHARGE METHOD
Check one: ? Present E Developed
•
•
1. Data
Drainage area ........................................AR, _
0.015 mi2 (acres/640)
Runoff curve number ........................... CN =
Time of concentration ........................ Tc =
Rainfall distribution .................................... =
Pond and swamp areas spread
thoroughout watershed ............................. _
2. Frequency .............................................................. yr
3. Rainfall, P (24-hour) ............................................... in
93 (From CN Et Runoff worksheet)
0.25 hr (From T, worksheet)
II (I, IA, II, III)
0.0 percent of Am ( 0 ) acres or mil
covered)
Storm #1 Storm #2 Storm #3 Storm #4 Storm #5
2 10 25 100
3.04 4.72 5.63 7.04
4. Initial abstraction, la ................................................ in 0.151 0.151 0.151 0.151
(Use CN with table 4-1)
5. Compute la/P ............................................................. 0.05 0.03 0.03 0.02
6. Unit peak discharge, q .. .................................. tsm/in 730 748 748 750
(Use T, and la/P with exhibit 4-II)

7. Runoff, Q .................................................................. in 2.29 3.92 4.82 6.21
(From CN & Runoff worksheet)

8. Pond and swamp adjustment factor, Fp .................... 1.00 1.00 1.00 1.00
(Use percent pond and swamp area with table 4-2. Factor
is 1.0 for zero percent pond and swamp area.)
9. Peak discharge, qp ............................................ ft3/s 26 44 53 68
(Where qp = quAmQFp)
A-7
Type.... Master Network Summary Page 2.01
Name.... Watershed
File.... N:\PROJ\3202\Design\Hydro\PondPack\Pond 1\Project_Postdev_Watershed A -Pond l.ppw
•
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Highpoint
Total
Depth
Return Event in
2 3.0400
10 4.7200
25 5.6300
100 7.0400
Rainfall
Type
----------------
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
RNF ID
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
• Return HYG Vol
Node ID
--
----- Type
---- Event
------ cu.ft Trun
---------- --
--------
*OUTFALL --
A JCT 2 81545
*OUTFALL A JCT 10 139564
*OUTFALL A JCT 25 171384
*OUTFALL A JCT 100 220947
POND 1 IN POND 2 81548
POND 1 IN POND 10 139567
POND 1 IN POND 25 171387
POND 1 IN POND 100 220950
POND 1 OUT POND 2 81545
POND 1 OUT POND 10 139564
POND 1 OUT POND 25 171384
POND 1 OUT POND 100 220947
0
S/N:
Bentley PondPack (10.00.027.00)
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs
--------- cfs
-------- ft
-------- cu.ft
------------
12.1000 24.41
12.0500 43.42
12.0500 52.74
12.0500 66.06
12.0250 26.33
12.0250 43.84
12.0250 53.22
12.0250 67.66
12.1000 24.41 841.52 6155
12.0500 43.42 842.03 7607
12.0500 52.74 842.23 8271
12.0500 66.06 842.58 9456
Bentley Systems, Inc.
2:36 PM 4/16/2008
k-8
•
•
•
Pre vs. Post Outfall Analysis
Watershed `B'
Description
Watershed `B' is currently undeveloped and sheet flows directly into an Unnamed Tributary to
Rich Fork Creek. The proposed roadway drainage will be picked up in a closed drainage system
and will outfall into the same tributary near the northwest corner of the proposed bridge.
Increased concentrated flows will be attenuated by using a riprap apron at the end of the outfall
pipe.
Watershed Characteristics Data
Watershed No. Area (acres) Time of C-Value
Concentration (min) Pre-dev. Post-dev.
B 0.18 10 0.55 0.95
Pre-Development and Post-Development Watershed Peak Flow Rates
Storm Event Pre-development Peak Flow
Rates (cfs) Post-development Peak Flow
Rates (cfs)
10-Year 0.56 0.97
Outfall B_Summary.doc
A-9
i
•
RALPH WHITEHEAD ASSOCIATES, INC. Jos: Hartley Drive 3202-000 1
IN Consulting Engineers SUBJECT: Pre vs. Post Evaluation SHEET
1000 W. Morehead Street P.O. Box 35624 CALC'D BY: HSB DATE: 14-Feb-08 of
Charlotte, NC 28235 [phone] CHECK'D BY: EJV DATE: 14-Feb-08 1
PRE VS. POST OUTFALL EVALUATION
GIVEN:
Outfall Location: Road Name Hartley Drive Sta. 30+65 (RT)
Basin I. D. Outfall'B`
Weighted C-value (PRE)
Landuse Sub-area C
Minimum 0.00 0.40
Residential (>lac) 0.00 0.40
Residential (<lac) 0.18 0.55
Commercial, etc. 0.00 0.80
Paved 0.00 0.95
Weighted C-value (PRE) = 0.55
Time of Concentration= 10 min.
Rainfall Intensity (10 yr.) = 5.70 in. /hr
Drainage Area = 0.18 ac.
SOLUTION:
Peak Runoff (QY) = C " I ' A Where:
Percent Change (0) = 100 ` IQPOST - QPREI / QPRE
Q10(PRE) = 0.56 c.f.s.
0 = 0.41 c.f.s.
•
Pre Post Rational Method
Weighted C-value (POST)
Landuse Sub-area C
Minimum 0.00 0.40
Residential (>lac) 0.00 0.40
Residential (<l ac) 0.00 0.55
Commercial, etc. 0.00 0.80
Paved 0.18 0.95
Weighted C-value (POST) = 0.95
Time of Concentration= 10 min.
Rainfall Intensity (10 yr.) = 5.70 in. /hr.
Drainage Area = 0.18 ac.
Q = Peak Discharge (cfs) Y = Storm Event (Year)
C = Runoff Coefficient
I = Rainfall Intensity (in/hr) - Based on time of concentration
A = Drainage Area (Acre)
Where: 4 = Change (%) - (10 Year Storm)
QPosT = Post-construction Discharge (cfs)
QPRE = Pre-construction Discharge (cfs)
Q10(POST) = 0.97 c.f.s.
A-10
•
•
•
Pre vs. Post Outfall Analysis
Watershed `C'
Description
Watershed `C' is currently undeveloped and sheet flows directly into an Unnamed Tributary to
Rich Fork Creek. The proposed roadway drainage will be picked up in a closed drainage system
and will outfall into the same tributary near the southwest corner of the proposed bridge.
Increased concentrated flows will be attenuated by using a riprap apron at the end of the outfall
pipe.
Watershed Characteristics Data
Watershed No. Area (acres) Time of C-Value
Concentration (min) Pre-dev. Post-dev.
C 0.5 10 0.55 0.95
Pre-Development and Post-Development Watershed Peak Flow Rates
Storm Event Pre-development Peak Flow
Rates (cfs) Post-development Peak Flow
Rates (cfs)
10-Year 1.57 2.71
Outfall C_Summary.doc
A-11
•
RALPH WHITEHEAD ASSOCIATES, INC. JoB: Hartley Drive 3202-000 1
Consulting Engineers SUBJECT: Pre vs. Post Evaluation SHEET
1000 W. Morehead Street P.O. Box 35624 CALC'D BY: HSB DATE: 14-Feb-08 of
Charlotte, NC 28235 [phone] CHECK'D BY: EJV DATE: 14-Feb-08 1
PRE VS. POST OUTFALL EVALUATION
GIVEN:
Outfall Location: Road Name Hartley Drive Sta. 31+50 (LT)
Basin I. D. Outfall 'C'
Weighted C-value (PRE)
Landuse Sub-area C
Minimum 0.00 0.40
Residential(>lac) 0.00 0.40
Residential(<1ac) 0.50 0.55
Commercial, etc. 0.00 0.80
Paved 0.00 0.95
Weighted C-value (PRE) = 0.55
Time of Concentration= 10 min.
Rainfall Intensity (10 yr.) = 5.70 in./hr
Drainage Area = 0.50 ac.
•
SOLUTION:
Peak Runoff (Qy) = C ' I ' A Where:
Percent Change (0) = 100 * 1QPOST - QPREI / QPRE
Q10(PRE) = 1.57 c.f.s.
0 = 1.14 c.f.s.
•
Pre-Post Rational Method
Weighted C-value (POST)
Landuse Sub-area C
Minimum 0.00 0.40
Residential(>lac) 0.00 0.40
Residential (<1ac) 0.00 0.55
Commercial, etc. 0.00 0.80
Paved 0.50 0.95
Weighted C-val ue (POST) = 0.95
Time of Concentration= 10 min.
Rainfall Intensity (10 yr.) = 5.70 in./hr.
Drainage Area = 0.50 ac.
Q = Peak Discharge (cfs) Y = Storm Event (Year)
C = Runoff Coefficient
I = Rainfall Intensity (in/hr) - Based on time of concentration
A = Drainage Area (Acre)
Where: A = Change (%) - (10 Year Storm)
QPOST = Post-construction Discharge (cfs)
QPRE = Pre-construction Discharge (cfs)
Q10(POST) = 2.71 c.f.s.
A-12
0
•
•
Pre vs. Post Outfall Analysis
Watershed `D'
Description
Watershed `D' is currently undeveloped and sheet flows directly into an Unnamed Tributary to
Rich Fork Creek. The proposed roadway drainage will be picked up in a closed drainage system
and will outfall into the same tributary near the southeast corner of the proposed bridge.
Increased concentrated flows will be attenuated by using a riprap apron at the end of the outfall
pipe.
Watershed Characteristics Data
Watershed No. Area (acres) Time of C-Value
Concentration (min) Pre-dev. Post-dev.
D 2.52 10 0.55 0.92
Pre-Development and Post-Development Watershed Peak Flow Rates
Storm Event Pre-development Peak Flow
Rates (cfs) Post-development Peak Flow
Rates (cfs)
10-Year 7.90 13.21
Outfall D_Summary.doc
A-13
•
•
RALPH WHITEHEAD ASSOCIATES, INC. JOB: Hartley Drive 3202-000 1
IN Consulting Engineers SUBJECT: Pre vs. Post Evaluation SHEET
1000 W. Morehead Street P.O. Box 35624 CALC'D BY: HSB DATE: 14-Feb-08 of
Charlotte, NC 28235 [phone] CHECK'D BY: EJV DATE: 14-Feb-08 1
PRE VS. POST OUTFALL EVALUATION
GIVEN:
Outfall Location: Road Name Hartley Drive Sta. 35+00 (LT)
Basin I. D. Outfall'D`
Weighted C-value (PRE)
Landuse Sub-area C
Minimum 0.00 0.40
Residential (>lac) 0.00 0.40
Residential (<lac) 2.52 0.55
Commercial, etc. 0.00 0.80
Paved 0.00 0.95
Weighted C-value (PRE) = 0.55
Time of Concentration= 10 min.
Rainfall Intensity (10 yr.) = 5.70 in./hr
Drainage Area = 2.52 ac.
SOLUTION:
Peak Runoff (Qy) = C ' I ` A Where:
Percent Change (A) = 100 " 1QPOST - QPREI / Q PRE
Q10(PRE) = 7.90 c.f.s.
A = 5.31 c.f.s.
•
Pre-Post Rational Method
Weighted C-value (POST)
Landuse Sub-area C
Minimum 0.00 0.40
Residential (>1ac) 0.00 0.40
Residential (<lac) 0.18 0.55
Commercial, etc. 0.00 0.80
Paved 2.34 0.95
Weighted C-va lue (POST) = 0.92
Time of Concentration= 10 min.
Rainfall Intensity (10 yr.) = 5.70 in. /hr.
Drainage Area = 2.52 ac.
Q = Peak Discharge (cfs) Y = Storm Event (Year)
C = Runoff Coefficient
I = Rainfall Intensity (in/hr) - Based on time of concentration
A = Drainage Area (Acre)
Where: 0 = Change (%) (10 Year Storm)
QPOST = Post-construction Discharge (cfs)
QPRE = Pre-construction Discharge (cfs)
Q10(POST) = 13.21 c.f.s.
A-14
•
•
•
Pre vs. Post Outfall Analysis
Watershed IV & `K'
Description
Watershed `E' & `K' currently outfalls on the east side of Ingleside Drive. There is an existing
detention basin located in the path of the proposed alignment of Hartley Drive which will be
relocated to the northeast quadrant of the new 4-way intersection. The pre- and post- flows will
generally remain the same.
Watershed Characteristics Data
Watershed No. Area (acres) Time of Curve Number
Concentration (min) Pre-dev. Post-dev.
E & K 6.1 12 75 76
Pre-Development and Post-Development Watershed Peak Flow Rates
Storm Event Pre-development Peak Flow
Rates (cfs) Post-development Peak Flow
Rates (cfs)
2-Year 24-Hour 7 8
10-Year 24-Hour 17 18
25-Year 24-Hour 23 24
100-Year 24-Hour 33 34
Post-Development Routed Basin Peak Discharge Rates, Maximum Water Surface
Elevations, and Free Board
Storm Event Routed Discharge
Rate (cfs) Max. Water Surface
Elevation (ft) Free Board (ft)
2-Year 24-Hour 8 838.7 2.8
10-Year 24-Hour 17 839.4 2.1
25-Year 24-Hour 23 839.8 1.7
100-Year 24-Hour 32 840.2 1.3
Outfall E_K_Summary.doc
A-15
STV
•
;TV / RWA JOB: 3202-000 1
:onsulting Engineers SUBJECT: Watershed No. 'E Et K' SHEE
000 West Morehead Street, Suite 200 CALC'D BY: HSB DATE: 14-Feb-08 of
:harlotte, NC 28208 [phone] CHECK'D BY: EJV DATE: 14-Feb-08 3
TIME OF CONCENTRATION (Tj
Check One: Q Present ? Developed
Note: Space for as many as three segments per flow type can be used for each worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow
Path #1
Segment ID
1. Surface Description (table 3-1) ........................................ Woods
2. Manning's roughness coefficient, n (table 3-1) ............. 0.400
3. Flow Length, L (total L < 300 ft) ....................................... ft. 100
4. Two-year 24-hour rainfall, Pz ........................................... in. 3.04
5. Land slope, s ................................................................. ft. /ft. 0.1100
•
Path #2
6. Tt = .007 (nL)°'8 Compute Tt ....................... hr. 0.1857 0.0000 0.0000
Pz 0.5 s0.4
Shallow concentrated flow
Segment ID
7. Surface description (Paved or Unpaved) ........................ Unpaved
8. Flow length, L ...................................................................... ft. 110
9. Watercourse slope, s ................................................... ft. /ft. 0.3700
10. Average velocity, V (figure 3-1) ........................ ft. /sec. 9.81
11. Tt = L Compute Tt ....................... hr. 0.0031 0.0000 0.0000
3600 V
Channel flow
Segment ID
12. Cross sectional flow area, a .......................................... ....ft.z
13. Wetted perimeter, pW ......................................................... ft.
14. Hydraulic Radius, r = a / pW Compute r ......................... ft.
15. Channel slope, s ........................................................... ft. /ft.
16. Manning 's roughness coefficient, n ..................................
17a. V = 1.49rz13S1i2 Compute V ............................... ft. /sec.
n
17b. Input Velocity, FPS ............................................... ft./sec. 5.00
18. Flow length, L ...................................................................... ft. 250
• 19. Tt = L Compute Tt ..................................................... hr. 0.0139
3600 V
20. Total, T, (add Ttin steps 6, 11, and 19) ......................... hr. 0.2027
21. Watershed Total, T, (maximum, Path #1, #2, or #3) ............................................................... 2-07-1 Hour
12 min
A-16
STV
•
•
•
>TV/ RWA JOB: 3202-000 2
Zonsulting Engineers SUBJECT: Watershed No. 'E Et K' SHEET
1000 West Morehead Street, Suite 200 CALC'D BY: HSB DATE: 14-Feb-08 of
:harlotte, NC 28208 [phone] CHECK'D BY: EJV DATE: 14-Feb-08 3
RUNOFF CURVE NUMBER AND RUNOFF
Check one: 0 Present ? Developed
Runoff Curve Number
of name over description CN' Area Product
and hydrologic of CN x area
group

(appendix A)
(cover type, treatment, and hydrologic condition; percent impervious;
cv M

N

N

unconnected /connected impervious area ratio) N
v
a, acres
a, 8
mi^2
? on on
F- U- U-
B Paved 98 1.1 107.8
B Commerical Business 92
B Low Residential 70 5.0 350.0
B Institutional 88
Totals == 6.1 457.8
Use only one CN source per line
CN (weighted) = total product = 457.8 75.0 Use CN =___> 75
total area 6.1
I Runoff
Frequency .......................................................... . yl
Rainfall, P (24-hour) ........................................ it
Runoff, Q ............................................................ in
(Use P and CN with table 2-1, figure 2-1, or
equations 2-3 and 2-4)
Storm # 1 Storm # 2 Storm # 3 Storm # 4 Storm # 5
2 10 25 100
3.04 4.72 5.63 7.04
0.99 2.22 2.97 4.18
A-17
STV
•
•
iTV / RWA JOB: Project Name 3
:onsulting Engineers SUBJECT: Watershed No. 'E Et K' SHEET
000 West Morehead Street, Suite 200 CALC'D BY: HSB DATE: 14-Feb-08 OF
:harlotte, NC 28208 [phone] CHECK'D BY: EJV DATE: 14-Feb-08 3
GRAPHICAL PEAK DISCHARGE METHOD
1. Data
Drainage area ........................................Am = 0.010
Runoff curve number ........................... CN = 75
Time of concentration ........................ Tc =
Rainfall distribution .................................... =
Pond and swamp areas spread
thoroughout watershed ............................. _
2. Frequency .............................................................. yr
3. Rainfall, P (24-hour) ............................................... in
Check one: El Present ? Developed
mi2 (acres/640)
(From CN £t Runoff worksheet)
0.2 hr (From T, worksheet)
II (I, IA, II, III)
0.0 percent of Am ( 0 ) acres or mil
covered)
Storm #1 Storm #2 Storm #3 Storm #4 Storm #5
2 10 25 !
00
3.04 4.72 5.63 7.04

4. Initial abstraction, la ................................................ in 0.667 0.667 0.667 0.667
(Use CN with table 4-1)

5. Compute la/P ............................................................. 0.22 0.14 0.12 0.09

6. Unit peak discharge, q .. ........ .......................... csm/in 750 780 790 805
(Use Tc and la/P with exhibit 4-11)

7. Runoff, Q .................................................................. in 0.99 2.22 2.97 4.18
(From CN a Runoff worksheet)

8. Pond and swamp adjustment factor, FP .................... Ei,oo 1.00 1.00 1.00
(Use percent pond and swamp area with table 4-2. Factor
is 1.0 for zero percent pond and swamp area.)
9. Peak discharge, qp ............................................ ft3/s 7 17 23 33
(Where qp = q,,AmQFp)
A-18
•
STV
STV / RWA JOB: 3202-000 1
Consulting Engineers SUBJECT: Watershed No. 'E & K' SHEET
1000 West Morehead Street, Suite 200 CALC'D BY: HSB DATE: 14-Feb-08 of
Charlotte, NC 28208 [phone] CHECK'D BY: EJV DATE: 14-Feb-08 3
TIME OF CONCENTRATION (Tc)
Check One: ? Present Q Developed
Note: Space for as many as three segments per flow type can be used for each worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow
Path #1 Path #2
Segment ID
1. Surface Description (table 3-1) ........................................ Woods
2. Manning's roughness coefficient, n (table 3-1) ............. 0.400
3. Flow length, L (total L < 300 ft) ....................................... ft. 100
4. Two-year 24-hour rainfall, PZ ........................................... in. 3.04
5. Land slope, s ................................................................. ft. /ft. 0.1100
•
•
6. Tt = .007 (nL) 0.8 Compute Tt ....................... hr. 0.1857 0.0000 0.0000
P2 0.5 S0.4
Shallow concentrated flow
Segment ID
7. Surface description (Paved or Unpaved) ........................ Unpaved
8. Flow length, L ...................................................................... ft. 110
9. Watercourse slope, s ................................................... ft. /ft. 0.3700
10. Average velocity, V (figure 3-1) ........................ ft. /sec. 9.81
11 Tt = L Compute Tt ....................... hr. 0.0031 0.0000 0.0000
3600 V
nnel flow
Segment ID
12. Cross sectional flow area, a .............................................. ft.2
13. Wetted perimeter, p„ . ......................................................... ft.
14. Hydraulic Radius, r = a / pW Compute r ......................... ft.
15. Channel slope, s ........................................................... ft. /ft.
16. Manning's roughness coefficient, n ..................................
17a. V = 1.49r 2/3S112 Compute V ft./sec.
n
17b. Input Velocity, FPS ............................................... ft. /sec. 5.00
18. Flow length, L ...................................................................... ft. 250
19. Tt = L Compute Tt ..................................................... hr. 0.0139
3600 V
20. Total, Tc (add Tt in steps 6, 11, and 19) ......................... hr. 0.2027 l -
21. Watershed Total, T, (maximum, Path #1, #2, or #3) ............................................................... 0.20 Hour
12 min
A-19
STV
•
•
•
STV/ RWA JOB: 3202-000 2
:onsulting Engineers SUBJECT: Watershed No. 'E £x K' SHED
1000 West Morehead Street, Suite 200 CALC'D BY: HSB DATE: 14-Feb-08 of
:harlotte, NC 28208 [phone] CHECK'D BY: EJV DATE: 14-Feb-08 3
RUNOFF CURVE NUMBER AND RUNOFF
Check one: ? Present 0 Developed
Runoff Curve Number
Soil name over description CN` Area Product
and hydrologic of CN x area
group
(appendix A)
(cover type, treatment, and hydrologic condition; percent impervious;
N M
N
N
unconnected/connected impervious area ratio) C-4
v acres
v 2 L mi 2
on on
%
it ii
B Paved 98 1.4 137.2
B Commerical Business 92`
B Low Residential 70 4.7 329.0
B Institutional, 88
Totals == 6.1 466.2
- Use only one (-N source per line
CN (weighted) = total product = 466.2 = 76.4 Use CN =___> 76
total area 6.1
I Runoff
Frequency .......................................................... .yi
Rainfall, P (24-hour)....., .................................. it
Runoff, Q ............................................................ it
(Use P and CN with table 2-1, figure 2-1, or
equations 2-3 and 2-4)
Storm # 1 Storm # 2 Storm # 3 Storm # 4 Storm # 5
2 10 25 100
3.04 4.72 5.63 7.04
1.04 2.31 3.06 4.29
A-20
STV
•
STV / RWA JOB: Project Name 3
Consulting Engineers SUBJECT: Watershed No. 'E Et K' SHEET
1000 West Morehead Street, Suite 200 CALC'D BY: HSB DATE: 14-Feb-08 of
Charlotte, NC 28208 [phone] CHECK•D Br EJV DATE: 14-Feb-08 3
GRAPHICAL PEAK DISCHARGE METHOD
Check one: ? Present R Developed
•
1. Data
Drainage area ........................................ Am =
Runoff curve number ........................... CN =
Time of concentration ........................ Tc =
Rainfall distribution .................................... =
Pond and swamp areas spread
thoroughout watershed ............................. _
2. Frequency .............................................................. yr
3. Rainfall, P (24-hour) .............................
......... in
0.010 mil (acres/640)
76 (From CN Et Runoff worksheet)
0.2 hr (From Tc worksheet)
II (I, IA, Ii, III)
0.0 percent of Am ( 0 ) acres or miZ
covered)
Storm #1 Storm #2 Storm #3 Storm #4 Storm #5
2 10 25 100
3.04 4.72 5.63 7.04
.. in 0.632 0.632 0.632 0.632
5. Compute UP ............................................................. 0.21 0.13 0.11 0.09
4. Initial abstraction, la .................................
(Use CN with table 4-1)
6. Unit peak discharge, q .. ....... ........................... csm/in 750 780 790 805
(Use T, and la/P with exhibit 4-II)
7. Runoff, Q .................................................................. in 1.04 2.31 3.06 4.29
(From CN Et Runoff worksheet)
8. Pond and swamp adjustment factor, FP .................... 1.00 1.00 1.00 1.00
(Use percent pond and swamp area with table 4-2. Factor
is 1.0 for zero percent pond and swamp area.)
• 9. Peak discharge, qp ............................................ ft3/s 8 18 24 34
(Where qp = q„AmQFP)
A-21
Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... N:\PROJ\3202\Design\Hydro\PondPack\Pond 2\Project_Postdev_Watershed E_Pond 2.ppw
•
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Highpoint
Total
Depth
Return Event in
------------
2 ------
3.0400
10 4.7200
25 5.6300
100 7.0400
Rainfall
Type
----------------
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
RNF ID
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
• Return HYG Vol
Node ID
--- Type
---- Event
------ - cu.ft Trun
--------- --
---------
*OUTFALL ---
E -- JCT 2 23085
*OUTFALL E JCT 10 51100
*OUTFALL E JCT 25 67857
*OUTFALL E JCT 100 95100
POND 2 IN POND 2 23085
POND 2 IN POND 10 51100
POND 2 IN POND 25 67858
POND 2 IN POND 100 95100
POND 2 OUT POND 2 23085
POND 2 OUT POND 10 51100
POND 2 OUT POND 25 67857
POND 2 OUT POND 100 95100
0
SIN:
Bentley PondPack (10.00.027.00)
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs
----- cfs
-------- ft
-------- cu.ft
-------------
----
12.0750 7.63
12.0500 17.32
12.0500 22.87
12.0500 31.56
12.0250 8.14
12.0250 18.41
12.0250 24.38
12.0000 34.00
12.0750 7.63 838.72 1375
12.0500 17.32 839.44 3115
12.0500 22.87 839.76 4159
12.0500 31.56 840.24 5989
Bentley Systems, Inc.
3:03 PM 4/16/2008
P. Z.2.
•
•
0
Pre vs. Post Outfall Analysis
Watershed `G'
Description
Watershed `G' is currently undeveloped and is located at the confluence of two small perennial
streams. There is a proposed 60" diameter concrete pipe culvert at this outfall which will be
buried 1.0' below the existing ground line.
Watershed Characteristics Data
Watershed No. Area (acres) Time of C-Value
Concentration (min) Pre-dev. Post-dev.
G 36.96 25 0.40 0.45
Pre-Development and Post-Development Watershed Peak Flow Rates
Storm Event Pre-development Peak Flow
Rates (cfs) Post-development Peak Flow
Rates (cfs)
10-Year 58.34 66.03
Outfall G_Summary.doc
A-23
RALPH WHITEHEAD ASSOCIATES, INC. JOB: Hartley Drive 3202-000 1
?f Consulting Engineers SUBJECT: Pre vs. Post Evaluation SHEET
?/ 1000 W. Morehead Street P.O. Box 35624 CALC'D BY: HSB DATE: 14-Feb-08 of
Charlotte, NC 28235 [phone] CHECK'D BY: EJV DATE: 14-Feb-08 1
•
PRE VS. POST OUTFALL EVALUATION
GIVEN:
Outfall Location: Road Name Hartley Drive Sta. 52+85 (LT)
Basin I. D. Outfall 'G'
Weighted C-value (PRE)
Landuse Sub area C
Minimum 36.96 0.40
Residential (>lac) 0.00 0.40
Residential (<lac) 0.00 0.55
Commercial, etc. 0.00 0.80
Paved 0.00 0.95
Weighted C-value (PRE) = 0.40
Time of Concentration= 25 min.
Rainfall Intensity (10 yr.) = 3.97 in. /hr
Drainage Area = 36.96 ac.
SOLUTION:
Peak Runoff (QY) = C " I * A Where:
Percent Change (A) = 100 * 1QPOST - QPREI / QPRE
Q10(PRE) = 58.69 c.f.s.
A = 7.34 c.f.s.
•
Pre-Post Rational Method
Weighted C-value (POST)
Landuse Sub-area C
Minimum 33.56 0.40
Residential (>lac) 0.00 0.40
Residential (<lac) 0.00 0.55
Commercial, etc. 0.00 0.80
Paved 3.40 0.95
Weighted C-va lue (POST) = 0.45
Time of Concentration= 25 min.
Rainfall Intensity (10 yr.) = 3.97 in./hr.
Drainage Area = 36.96 ac.
Q = Peak Discharge (cfs) Y = Storm Event (Year)
C = Runoff Coefficient
I = Rainfall Intensity (in/hr) - Based on time of concentration
A = Drainage Area (Acre)
Where: 0 = Change (%) - (10 Year Storm)
QPOsT = Post-construction Discharge (cfs)
QPRE = Pre-construction Discharge (cfs)
Q10(POST) = 66.03 c.f.s.
A-24
•
•
•
Pre vs. Post Outfall Analysis
Watershed `I' & `J'
Description
Watershed `I' & `J' is located at the tie-in point
realigned to form a new "T" intersection with
located in the abandoned roadway right-of-way.
the existing roadside ditch along Westover Drive.
with Westover Drive. Westover Drive will be
Hartley Drive. A new detention pond will be
The outfall from the proposed pond will flow to
Watershed Characteristics Data
Watershed No. Area (acres) Time of Curve Number
Concentration (min) Pre-dev. Post-dev.
I & J 1.3 10 70 76
Pre-Development and Post-Development Watershed Peak Flow Rates
Storm Event Pre-development Peak Flow
Rates (cfs) Post-development Peak Flow
Rates (cfs)
2-Year 24-Hour 1 2
10-Year 24-Hour 3 4
25-Year 24-Hour 4 5
100-Year 24-Hour 5 7
Post-Development Routed Basin Peak Discharge Rates, Maximum Water Surface
Elevations, and Free Board
Storm Event Routed Discharge
Rate (cfs Max. Water Surface
Elevation (ft) Free Board (ft)
2-Year 24-Hour 1 846.1 5.9
10-Year 24-Hour 3 846.5 5.5
25-Year 24-Hour 4 846.7 5.3
100-Year 24-Hour 5 846.9 5.1
Outfall I_J_Summary.doc
A-25
STV
•
;TV / RWA JOB: 3202-000 1
:onsulting Engineers SUBJECT: Watershed No. 'I' a 'J' SHEET
1000 West Morehead Street, Suite 200 CALC'D BY: HSB DATE: 14-Feb-08 of
:harlotte, NC 28208 [phone] CHECK'D BY: EJV DATE: 14-Feb-08 3
TIME OF CONCENTRATION (TC)
Check One: E Present ? Developed
Note: Space for as many as three segments per flow type can be used for each worksheet.
Include a map, schematic, or description of flow segments.
flow
Path #1 1 1 Path #2
Segment ID
1. Surface Description (table 3-1) ........................................ Grass
2. Manning 's roughness coefficient, n (table 3-1) ............. 0.240
3. Flow length, L (total L < 300 ft) ....................................... ft. 100
4. Two-year 24-hour rainfall, P2 ........................................... in. 3.04
5. Land slope, s ................................................................. ft. /ft. 0.0600
•
6. Tt = .007 (nL)°'a Compute Tt ....................... hr. 0.1572 0.0000 0.0000
P2 0.5 50.4
Shallow concentrated flow
Segment ID
7. Surface description (Paved or Unpaved) ........................ Unpaved
8. Flow length, L ...................................................................... ft. 100
9. Watercourse slope, s ................................................... ft. /ft. 0.0600
10. Average velocity, V (figure 3-1) ........................ ft. /sec. 3.95
11. Tt = L Compute Tt ....................... hr. 0.0070 0.0000 0.0000
3600 V
nnel flow
Segment ID
12. Cross sectional flow area, a .............................................. ft.2
13. Wetted perimeter, PW ......................................................... ft.
14. Hydraulic Radius, r = a / pW Compute r ......................... ft.
15. Channel slope, s ........................................................... ft. /ft.
16. Manning's roughness coefficient, n ..................................
17a. V = 1.49r2/3s'/2 Compute V ft. /sec.
n
17b. Input Velocity, FPS ............................................... ft. /sec.
18. Flow length, L ...................................................................... ft.
. 19. t = L Compute Tt ..................................................... hr.
0.0000
3600 V
20. Total, Tc (add Ttin steps 6, 11, and 19) ......................... hr. 0.1643
21. Watershed Total, T, (maximum, Path #1, #2, or #3) ............................................................... 0.16 Hour
10 min
A-26
STV
•
•
•
STV/ RWA JOB: 3202-000 2
Consulting Engineers SUBJECT: Watershed No. '1' Et 'J' SHEET
1000 West Morehead Street, Suite 200 CALC'D BY: HSB DATE: 14-Feb-08 of
Charlotte, NC 28208 [phone] CHECK'D BY: EJV DATE: 14-Feb-08 3
RUNOFF CURVE NUMBER AND RUNOFF
Check one: 0 Present ? Developed
Runoff Curve Number
of name over description CN` Area Product
and hydrologic of CN x area
group

(appendix A)
(cover type, treatment, and hydrologic condition; percent impervious;
N
M
N
V
N

unconnected /connected impervious area ratio) N J acres
a, v v mi^2
fa °n on
%
U_ LL_
B Paved 98
B Commerical Business 92
B Low Residential 70 1.3 91.0
B Institutional 88
Totals 1.3 91.0
Use only one CN source per line
CN (weighted) = total product = 91.0
total area 1.3
70.0 Use CN ====> F77071
I Runoff
Frequency .......................................................... .yi
Rainfall, P (24-hour) ........................................ it
Runoff, Q ............................................................ it
(Use P and CN with table 2-1, figure 2-1, or
equations 2.3 and 2-4)
Storm # 1 Storm # 2 Storm # 3 Storm # 4 Storm # 5
2 10 25 100
3.04 4.72 5.63 7.04
0.74 1.83 2.51 3.65
A-27
STV
•
STV / RWA JOB: Project Name 3
Zonsutting Engineers SUBJECT: Watershed No. T Et 'J' SHEET
1000 West Morehead Street, Suite 200 CALC'D BY: HSB DATE: 14-Feb-08 of
:harlotte, NC 28208 [phone] CHECK'D BY: EJV DATE: 14-Feb-08 3
GRAPHICAL PEAK DISCHARGE METHOD
Check one: 0 Present ? Developed
•
1. Data
Drainage area ........................................ Am =
Runoff curve number ........................... CN =
Time of concentration ........................ Tc =
Rainfall distribution .................................... =
Pond and swamp areas spread
thoroughout watershed ............................. _
2. Frequency ................................
3. Rainfall, P (24-hour) .................
.................. yr
..................... in
0.002 miz (acres/640)
70 (From CN Et Runoff worksheet)
0.2 hr (From Tc worksheet)
II (I, IA, II, III)
0.0 percent of Am ( 0 ) acres or mi2
covered)
Storm #1 Storm #2 Storm #3 Storm #4 Storm #5
2 10 25 100
3.04 4.72 5.63 7.04
4. Initial abstraction, la ................................................ in 0.857 0.857--? 0.857 FO.
(Use CN with table 4-1)
5. Compute la/P ............................................................. 0.28 0.18 0.15 0.12
6. Unit peak discharge, q . .................................."m/in 600 635 650 665
(Use Tc and la/P with exhibit 4-II)
7. Runoff, Q .................................................................. in 0.74 1.83 2.51 3.65
(From CN Et Runoff worksheet)
8. Pond and swamp adjustment factor, Fp .................... 1.00 1.00 1.00 1.00
(Use percent pond and swamp area with table 4-2. Factor
is 1.0 for zero percent pond and swamp area.)
• 9. Peak discharge, qp ............................................ ft3/s 1 3 4 5
(Where qp = q„AmQFp)
A-28
•
STV
STV / RWA JOB: 3202-000 1
Consulting Engineers SUBJECT: Watershed No. 'I' Et 'J' SHEET
1000 West Morehead Street, Suite 200 CALC'D BY: HSB DATE: 14-Feb-08 of
Charlotte, NC 28208 [phone] CHECK'D BY: EJV DATE: 14-Feb-08 3
TIME OF CONCENTRATION (Tc)
Check One: El Present E Developed
Note: Space for as many as three segments per flow type can be used for each worksheet.
Include a map, schematic, or description of flow segments.
Sheet flow
Path #1 1 1 Path #2
Segment ID
1. Surface Description (table 3-1) ........................................ Grass
2. Manning's roughness coefficient, n (table 3-1) ............. 0.240
3. Flow length, L (total L < 300 ft) ....................................... ft. 100
4. Two-year 24-hour rainfall, P2 ........................................... in. 3.04
5. Land slope, s ................................................................. ft. /ft. 0.0600
•
6. Tt = .007 (nL)°'a Compute Tt ....................... hr. 0.1572 0.0000 0.0000
P2 0.5 S0.4
Shallow concentrated flow
Segment ID
7. Surface description (Paved or Unpaved) ........................ Unpaved
8. Flow length, L ...................................................................... ft. 100
9. Watercourse slope, s ................................................... ft. /ft. 0.0600
10. Average velocity, V (figure 3-1) ........................ ft. /sec. 3.95
11. Tt = L Compute Tt ..................••••• hr. 0.0070 0.0000 0.0000
3600 V
Channel flow
Segment ID
12. Cross sectional flow area, a z
13. Wetted perimeter, PW ......................................................... ft.
14. Hydraulic Radius, r = a / pW Compute r ......................... ft.
15. Channel slope, s ........................................................... ft. /ft.
16. Manning's roughness coefficient, n ..................................
17a. V = 1.49r213S'n Compute V ft. /sec.
n
17b. Input Velocity, FPS ............................................... ft. /sec.
18. Flow length, L ...................................................................... ft.
19. Tt = L Compute Tt ..................................................... hr. 0.0000
• 3600 V
20. Total, Tc (add Ttin steps 6, 11, and 19) ......................... hr. 0.1643
21. Watershed Total, T, (maximum, Path #1, #2, or #3) ............................................................... 0.16 Hour
10 min
A-29
STV
0
•
STV/ RWA JOB: 3202-000 2
Consulting Engineers SUBJECT: Watershed No. 'I' Et 'J' SHEET
1000 West Morehead Street, Suite 200 CALC'D BY: HSB DATE: 14-Feb-08 OF
Charlotte, NC 28208 [phone] CHECK'D BY: EJV DATE: 14-Feb-08 3
RUNOFF CURVE NUMBER AND RUNOFF
Check one: ? Present 0 Developed
Runoff Curve Number
Soil name over description CN' Area Product
and hydrologic of CN x area
group
(appendix A)
(cover type, treatment, and hydrologic condition; percent impervious;
N
N
N
unconnected /connected impervious area ratio) N a, a, acres
a, mi 2

? >
on >
on %
F- U- U-
B Paved 98 0.3 29.4
B Commerical Business 92
B Low Residential 70 1.0 70.0
B Institutional 88
Totals == 1.3 99.4
- use only one L.N source per Line
CN (weighted) = total product = 99.4 = 76.5 Use CN ====> 76
-1
total area 1.3
I Runoff
Frequency .......................................................... .yi
Rainfall, P (24-hour) ........................................ it
Runoff, Q ............................................................ it
(Use P and CN with table 2-1, figure 2.1, or
equations 2-3 and 2.4)
Storm # 1 Storm # 2 Storm # 3 Storm # 4 Storm # 5
2 10 25 100
3.04 4.72 5.63 7,04
1.04 2.31 3.06 4.29
A-30
STV
•
•
STV / RWA JOB: Project Name 3
Consulting Engineers SUBJECT: Watershed No. 'I' & 'J' SHEET
1000 West Morehead Street, Suite 200 CALC'D BY: HSB DATE: 14-Feb-08 or
Charlotte, NC 28208 [phone] CHECK'D BY: EJV DATE. 14-Feb-08 3
GRAPHICAL PEAK DISCHARGE METHOD
1. Data
Drainage area ........................................Am =
Check one: ? Present E Developed
0.002 mi2 (acres/640)
Runoff curve number ........................... CN =
Time of concentration ........................ Tc =
Rainfall distribution .................................... =
Pond and swamp areas spread
thoroughout watershed ............................. _
2. Frequency .............................................................. yr
3. Rainfall, P (24-hour) ............................................... in
76 (From CN Et Runoff worksheet)
0.2 hr (From T, worksheet)
II (I, IA, II, III)
0.0 percent of Am ( 0 ) acres or miz
covered)
Storm #1 Storm #2 Storm #3 Storm #4 Storm #5
2 10 25 100
3.04 4.72 5.63 7.04
4. Initial abstraction, la ................................................ in 0.632 0.632 0.632 0.632
(Use CN with table 4-1)
5. Compute la/P ............................................................. 0.21 0.13 0.11 0.09
6. Unit peak discharge, q .. ........ .......................... csm/in 625 660 670 680
(Use Tc and la/P with exhibit 4-II)
7. Runoff, Q .................................................................. in 1.04 2.31 3.06 4.29
(From CN lr Runoff worksheet)

8. Pond and swamp adjustment factor, Fp ....................
E
1.00
1.00
1.00
1.00
(Use percent pond and swamp area with table 4-2. Factor
is 1.0 for zero percent pond and swamp area.)
• 9. Peak discharge, qp ............................................ ft3/s 2 4 5 7
(Where qp = q„AmQFp)
A-31
Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... N:\PROJ\3202\Design\Hydro\PondPack\Pond 3\Project_Postdev_Watershed I_Pond 3.ppw
is
MASTER DESIGN STORM SUMMARY
Network Storm Collection: Highpoint
Total
Depth
Return Event in
------------
2 ------
3.0400
10 4.7200
25 5.6300
100 7.0400
Rainfall
Type
----------------
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
RNF ID
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
• Return HYG Vol
Node ID
---------
---
----- Type
---- Event
------ - cu.ft Trun
--------- --
*OUTFALL I JCT 2 4916
*OUTFALL I JCT 10 10884
*OUTFALL I JCT 25 14454
*OUTFALL I JCT 100 20257
POND 3 IN POND 2 4917
POND 3 IN POND 10 10885
POND 3 IN POND 25 14455
POND 3 IN POND 100 20259
POND 3 OUT POND 2 4916
POND 3 OUT POND 10 10884
POND 3 OUT POND 25 14454
POND 3 OUT POND 100 20258
•
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs
--------- cfs
-------- ft
-------- cu.ft
-----
-----

12.1500
1.19 -
-
12.1500 2.71
12.1500 3.64
12.1500 5.13
12.0500 1.55
12.0500 3.56
12.0500 4.73
12.0500 6.60
12.1500 1.19 846.10 577
12.1500 2.71 846.47 1485
12.1500 3.64 846.66 1984
12.1500 5.13 846.94 2821
S/N:
Bentley PondPack (10.00.027.00)
3:07 PM
Bentley Systems, Inc.
4/16/2008
A-3z
•
APPENDIX B
CULVERTS
0
0
CULVERTS
DESIGN CRITERIA:
• Secondary Routes (Major, City Thoroughfares) ..................................................................... 50-Year storm
Secondary Routes ................................................................................................................... 25-year storm
Headwater Elevation ............................................................................... 24" freeboard at low point in road
Allowable HW/D Ratio ................................................................................................................. 1.2 or less
Culvert Calculations
The FHWA computer program HY-8 was used to perform the hydraulic analysis to size and analyze the
proposed culverts. For thoroughfare roads, the culverts were designed for the 50-year storm, and
checked using the 100-year event for road and structure flooding.
Tailwater
For culverts that discharged to a defined channel, the tailwater depth was the normal depth for the design
storm. The downstream channel cross section was entered into HY-8 for open channel calculations.
• Buried Pipe
For environmental considerations, all culvert pipes were upsized one pipe diameter in order to bury the
inverts below the existing stream bed.

B-1

RALPH WHITEHEAD ASSOCIATES, INC. JOB: Hartley Drive (3202) 1
Consulting Engineers SUBJECT: Culvert Summary SHEET
1000 W. Morehead Street P.O. Box 35624 CALC'D BY: HSB DATE: 6-Jun-07 OF
Charlotte, NC 28235 [phone] CHEK'D BY: EVJ DATE: 6-Jun-07 1
PRELIMINARY CULVERT SUMMARY SHEET
RUNOFF
Rational Method: Q = C*I*A*Cf - (Cfzs = 1.1, Cfso = 1.2, Cf,oo = 1.25)
SITE DATA OR PIPE DATA RESULTS
NCDOT Highway Drainage Chart C200.3
on
c c
o
^

+
L)
V N L N L
C L N L
C L N L
C\ .•..
^ ?.
^ i••. Vf
w
N N
W 0 ^
7 s
to N 4J 0) cu .
,,.., w
E c >, w Q v '-c-- 5 5 c :. c c c `u E an
3
v
3
3
'>

o
0
to
rn
?-
L
-- L
L
-
L
O L
L
o `m _
m
c
n °
o
o CL
x
=
O^
U
0
Ry H> ^ c o c C r r- r c} N ?o `° ro N ^ ^ ."
v
v
v
>-
>- L n
>
- 7
c
o n o
' o o
' L to E
E ,oo rt? mo o
mo .?
oo ,.
ouf ' ,? o
00 }, ac ca. > > d' o o o o

m

J

W
....
Q

.
V
0
N
Q'
Q' _

N

[l
L

C

C

E.

If1 t-

N _

om..

?.

W W
47 53+85 N/A 839.0 36.96 v C200.3 Chart 50 68 93 108 RCP 54 200 817.40 809.00 0.042 821.69 0.95 17.94 822.18 >100
30 40+67 N/A 841.0 10.64 C200.3 Chart 25 34 46 54 RCP 36 130 834.00 830.00 0.031 836.57 0.86 13.31 836.90 >100

Notes:
(1) Design year = 50 year storm and checked for the 100 year.
(2) Assumed minimum slope 0.5%.
(3) Invert elevations are estimates from High Point topo and prelimi nary al ignment. Elevations will be determined from survey.
(4) Roadway elevation was not known at time of preliminary sizing. Minimum cover should be T to base.
(4) Headwater elevations were calculated using HY8.
(5) Based upon 404 Permitting, culverts will be buried V for 48" or larger and 20% for culverts less than 48".
Structure #47 was analyzed as a 54" RCP. Structure # 47 should be constructed as a 60" RCP with inverts buried 1.0'
Structure #30 was analyzed as --a 36" RCP. Structure #30 should be constructed as a 42" RCP with inverts buried 0.6'

n ;„eN C"--' o,e;; ,tee A; B-2
G?ve-c+ -*- H-7
APPENDIX C
SHEET 3 OF 8
•
•
t :Yfrt.l PL E
61VEN
HYDROLDiTIC CONTOUR 5.0
ORRINRGF RRER 35 RC
SMRL L RRER FUL L BU5/NE 55
AN5WER
010 39 x l•4 = 54.0 Cf5,
j
v ?
2 4
0 3
2, o00
iaoo
e00
600
400
=L-200
Jos /00
$ O
-?`cXA?1p Q16 5?
1
0 20
t l5 !D
?!0 --
0
u1 cs1 ? v
4i ?W W W w ??W 2
?v >W hV
gzz
c411 vE GORR?F?ON s
FD DEVELo NT
U
O
c?
/000
6 00
ago
1
-? 200
t
• 100
50 V)
,4 0 Lk"
.30
crl-
20
Q
lp
5
o
,ORCTOR5 FOR FREQUENCIES 1
?Q 0 CURVE VRGUE z 1.75
60C
25 11 rr x 1.35 Qb
A
2.3 0 it a x 8 Q? - 50 C 135 J= (og CA
Q It x : !5
Qb = 5o (185) = G 3 C-6
Q c , = 60(a.15)= 108 r-As
RUNOFF FROM URBAN RR585
NORTN CAROLINA 57T5 NIGHwRY CohjNr1551aN
URN, / ?3 C 200.3
•
CHART C 200.3
B- 3
BASIN I.D.: Culvert #47 (PROPOSED)
LOCATION: Hartley Drive - STA. 53+85
1 OF 3
• CURRENT DATE: 04-14-2008 FILE DATE: 4/14/2008
CURRENT TIME: 14:46:39 FILE NAME: 47
FHWA CULVERT ANALYSIS
HY-8, VERSION 6.1

3 C 3 SITE DATA 3 CULVERT SHAPE, M ATERIAL, INLET 3
3 U ... .. .. .. .. .. ... .. ... ... .. .. .. .. .. .. .. .. .. .. ... .. e .. .. .. .. .. .. .. .. ... .. .. .. .. .. .. . .. .. .. .. .. .. ... .. .. .. .. .. ... .. .. .. .. .. ... .. .. . . .. .. .. ,
3 L 3 INLET OUTLET CULVERT 3 BARRELS 3
3 V 3 ELEV. ELEV. LENGTH 3 SHAPE SPAN RISE MANNING INLET 3
3 NO.3 (ft) (ft) (ft) 3 MATER IAL (ft) (ft) n TYPE 3
3 1 3 817.40 809.00 200.18 3 1 RCP 4.50 4.50 .012 CONVENTIONAL 3
3 2 3 3 3
3 3 3 3 3
3 4 3 3 3
3 5 3 3 3
3 6 3 3 3
iJ
SUMMARY OF CULVERT FLOWS (cfs) FILE: 47 DATE: 4/14/2008
ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR
820.28 50.0 50.0 0.0 0.0 0.0 0.0 0.0 0.00 1
820.48 55.8 55.8 0.0 0.0 0.0 0.0 0.0 0.00 1
• 820.68
820.87 61.6
67.4 61.6
67.4 0.0
0.0 0.0
0.0 0.0
0.0 0.0
0.0 0.0
0.0 0.00
0.00 1
1
821.06 73.2 73.2 0.0 0.0 0.0 0.0 0.0 0.00 1
821.24 79.0 79.0 0.0 0.0 0.0 0.0 0.0 0.00 1
821.42 84.8 84.8 0.0 0.0 0.0 0.0 0.0 0.00 1
821.61 90.6 90.6 0.0 0.0 0.0 0.0 0.0 0.00 1
821.69 93.0 93.0 0.0 0.0 0.0 0.0 0.0 0.00 1
821.99 102.2 102.2 0.0 0.0 0.0 0.0 0.0 0.00 1
822.18 108.0 108.0 0.0 0.0 0.0 0.0 0.0 0.00 1
839.00 344.9 344.9 0.0 0.0 0.0 0.0 0.0 OVERTOPPING
SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: 47 DATE: 4/14/2008
HEAD HEAD TOTAL FLOW % FLOW
ELEV ( ft) ERROR (ft ) FLOW (cf s) ERROR (cfs) ERROR
820.28 0.000 50.00 0.00 0.00
820.48 0.000 55.80 0.00 0.00
820.68 0.000 61.60 0.00 0.00
820.87 0.000 67.40 0.00 0.00
821.06 0.000 73.20 0.00 0.00
821.24 0.000 79.00 0.00 0.00
821.42 0.000 84.80 0.00 0.00
821.61 0.000 90.60 0.00 0.00
821.69 0.000 93.00 0.00 0.00
821.99 0.000 102.20 0.00 0.00
. 822.18 0.000 108.00 0.00 0.00
<1> TOLERANCE (ft) = 0.010 <2> TOLERANCE ($) = 1.000
B-4
BASIN I.D.: Culvert #47 (PROPOSED)
LOCATION: Hartley Drive - STA. 53+85
•
•
•
2 OF 3
CURRENT DATE: 04-14-2008
CURRENT TIME: 14:46:39
A.A,AA.A.AAA.A,AAADAAZillbziiibbriririribriririri???riri?BSarXXh
PERFORMANCE CURVE FOR CULVERT 1 - 1(
AAAAAAAAAAAA.AAAAAAAtiiiaa???riribriririri????riri??TTT
DIS- HEAD- INLET OUTLET
CHARGE WATER CONTROL CONTROL FLOW NORMAL
FLOW ELEV. DEPTH DEPTH TYPE DEPTH
(cfs) (ft) (ft) (ft) <F4> (ft)
?.A,A.AAAAA.A.A,AAA.AAAAAAAiizaziiiribbriria?S?riririri?ririribba
50.00 820.28 2.88 2.88 1-S2n 1.01
55.80 820.48 3.08 3.08 1-S2n 1.07
61.60 820.68 3.28 3.28 1-S2n 1.12
67.40 820.87 3.47 3.47 1-S2n 1.18
73.20 821.06 3.66 3.66 1-S2n 1.23
79.00 821.24 3.84 3.84 1-S2n 1.29
84.80 821.42 4.02 4.02 1-S2n 1.34
90.60 821.61 4.21 4.21 1-S2n 1.39
93.00 821.69 4.29 4.29 1-S2n 1.40
102.20 821.99 4.59 4.59 5-S2n 1.47
108.00 822.18 4.78 4.78 5-S2n 1.51
El. inlet face invert 817.40 ft
E1. inlet throat invert 0.00 ft
FILE DATE: 4/14/2008
FILE NAME: 47
AAAAAA.A.AAAAAAkizizizitin?riririri?briririri?srinT
4.50 (ft) BY 4.50 (ft)) RCP
.. ... .. .. .. .. ... .. .. . . . . .
A AAAAAAAAAAAAAA?iAAriria????rinri?ri?8rir
CRIT. OUTLET TW OUTLET TW
DEPTH DEPTH DEPTH VEL. VEL.
(ft) (ft) (ft) (fps) (fps)
2.03 1.03 1.83 17.94 4.69
2.16 1.11 1.94 18.12 4.84
2.28 1.08 2.05 20.81 4.97
2.38 1.23 2.15 18.93 5.09
2.49 1.29 2.25 19.41 5.20
2.59 1.35 2.34 19.65 5.31
2.70 1.42 2.43 19.73 5.41
2.79 1.47 2.56 20.10 5.55
2.82 1.48 2.61 20.32 5.60
2.96 1.56 2.69 20.77 5.68
3.05 1.62 2.77 20.89 5.77
El. outlet invert 809.00 ft
E1. inlet crest 817.40 ft
***** SITE DATA ***** CULVERT INVERT **************
INLET STATION 0.00 ft
INLET ELEVATION 817.40 ft
OUTLET STATION 200.00 ft
OUTLET ELEVATION 809.00 ft
NUMBER OF BARRELS 1
SLOPE (V/H) 0.042 0
CULVERT LENGTH ALONG SLOPE 200.18 ft
***** CULVERT DATA SUMMARY ************************
BARREL SHAPE CIRCULAR
BARREL DIAMETER 4.50 ft
BARREL MATERIAL CONCRETE
BARREL MANNING'S n 0.012
INLET TYPE CONVENTIONAL
INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL
INLET DEPRESSION NONE
B-5
BASIN I.D.: Culvert #47 (PROPOSED)
LOCATION: Hartley Drive - STA. 53+85
•
•
CURRENT DATE: 04-14-2008
CURRENT TIME: 14:46:39
FILE DATE: 4/14/2008
FILE NAME: 47
3 OF 3
..................................................
AAAAAb.?.IAAAAAAAAAA?lht1Z1Z1Z1?Z?I?Z1???Z1Zn?Za???a?t?tiTTTT?TrrhrrrXfirXXTt?TTS? ??HHHHHHHHHHHHHHH?
.. ............................................. TAILWATER .. .. .. ..........................................
...............................................................
AAAAAAAAAA?AAAAAA?pAAklt??n?Z1?b??????nnnnnnntinrrrrTTrrrirTrS?rTrT?xrrr •• •• ••fi •• •• •• •? •• •• •• ?? •? ••
H H H H H H H H H H H H H H Hyy
******* REGULAR CHANNEL CROSS SECTION ****************
BOTTOM WIDTH 4.00 ft
SIDE SLOPE H/V (X:1) 1.0
CHANNEL SLOPE V/H (ft/ft) 0.010
MANNING'S n (.01-0.1) 0.035
CHANNEL INVERT ELEVATION 809.00 ft
CULVERT NO.1 OUTLET INVERT ELEVATION 809.00 ft
******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL
FLOW W.S.E. FROUDE DEPTH VEL. SHEAR
(cfs) (ft) NUMBER (ft) (f/s) (psf)
50.00 810.83 0.701 1.83 4.69 1.14
55.80 810.94 0.704 1.94 4.84 1.21
61.60 811.05 0.707 2.05 4.97 1.28
67.40 811.15 0.710 2.15 5.09 1.34
73.20 811.25 0.713 2.25 5.20 1.40
79.00 811.34 0.715 2.34 5.31 1.46
84.80 811.43 0.718 2.43 5.41 1.52
90.60 811.56 0.720 2.56 5.55 1.60
93.00 811.61 0.722 2.61 5.60 1.63
102.20 811.69 0.724 2.69 5.68 1.68
108.00 811.77 0.725 2.77 5.77 1.73
....................................................
AXa?A?,AAA?AAk1?1AAAAAh1a21?1X1Z1Z1AZ1???21Z1I.1Z1?h?a?Z???b??ziziz??briririTi?rXTTTXXrrS?RTXXxxrrrr5?.. ..N?
ROADWAY OVERTOPPING DATA
.................................................
? AAAAAAAAb.?X??AAA?bbtaAbAAb11t?A??????nn??nriririri??anririririt?rTri?xhTTT?fiTTTTTTTxrr;;;;rte
ROADWAY SURFACE PAVED
EMBANKMENT TOP WIDTH 40.00 ft
CREST LENGTH 100.00 ft
OVERTOPPING CREST ELEVATION 839.00 ft
•
B-6
•
RALPH WHITEHEAD ASSOCIATES, INC. JOB: Hartley; Drive (3202) 1
Consulting Engineers SUBJECT: #47 - Buried Pipe SHEET
1000W. Morehead Street P.O. Box 35624 CA!_cD BY: AMA DATE: 14-Mar-06 of
Charlotte, NC 28235 [phone] CHECK'D BY: DATE: 1
Area of Buried Pipe
Structure No. #47 Road Name Hartley Dr. Sta. 53+85
Determine the area of a buried pipe to the area of the designed pipe.
GIVEN:
Design Pipe Diameter (in) = 54
Buried Pipe:
D = Pipe Diameter (in) 60
r= Pipe radius (ft) 2.5
d = Depth Buried (ft) 1.0
SOLUTION: Determine the area of the buried pipe.
• 0 (radians) = 2 (arccos [ (r-d)/r ]) _
Atot., (ft i
Area of the Segment = Asp (ft) _ [ r2(0 - sin 0)] / 2 =
Area of the buried pipe = Aburied = Apipe - Aseg =
i
CHECK:
Diameter of area buried (in) = (4 * Aburied
CONCLUSION:
•
Buried Pipe Area.xls
1.85
19.63
2.80
16.84
55.6 >
54 = Ddesign (in)
B-7
cu I vim- -44-- 30
•
•
APPENDIX C
SHEET 3 OF 8
E XRld PL
G I YEN 1000
NYDROLC3GIC CONTOUR 5. D 2, ao?
ORAINRGF AREA 35 RC.
5AM L RRER FULL B41511VE 55 00
AN5 wER /, 000
Q 14 = 39 x 4 = 54. ?o CF .9. eoo 400
600
j 400 .1.
> e -? 200
o ? 20o z
v ? .
_ExA X80 !oo
0 4
?O 3 50
Z 140
Qia aS ~ 30
Qt?
1'S !p O 20
1.0
0 0.5 4 !o
w CLW WW
:zs
Stz
=
v ?? ?? o
zzi
¢v >w O
CU,YE
N 'S
FMVEORONWNjT
FRCTORS FOR FREQUENCIES 1 t
?Q 5 CURVE MUF X % 75 /0 if N
9 25 irl a x 1:35 Qua' a5 C,?'s
a/00 tr 50 it 5 Qsty- a5 (i 35
It x 05cr= a5 (1•ft) = y(o a?
Q,vo Q5 (a.15)= 54-1
C£'s
RUNOFF FROM UR 5RN RRE85
NORTH CAROLINA STVTE HIGHWRY COMh115510N
URN, / 7.9 C 200.3
•
CHART C 200.3
S- S
BASIN I.D.: Culvert #30 (PROPOSED)
LOCATION: Hartley Drive - STA. 40+67
1 OF 3
• CURRENT DATE: 04-14-2008 FILE DATE: 4/14/2008
CURRENT TIME: 14:50:45 FILE NAME: 30
FHWA CULVERT ANALYSIS
HY-8, VERSION 6.1
UAAAAAAAAAAAA AAAAAAAA AAAAAAA7? 7?AAAAXi2i AA1aAA11AI 1I1X\I1Z1b Z1Ab3ititiriri ??n?bri??? 8?briri?? ????

3 C 3
SITE DATA
3
CULVERT
SHAPE, MATERIAL,
INLET ?
3
3 U P?AAAAAA AAtabk?XlbA AAAAAAAA ZIAAZiA bAAibz izitiAAA tiSif\AAZ1ii ri??riri?ri?ri riririririri8 88riri
3 L 3 INLET OUTLET CULVERT 3 BARRELS
3 V 3 ELEV. ELEV. LENGTH 3 SHAPE SPAN RISE MANNING INLET 3
3NO.3 (ft) (ft) (ft) 3 MATERIAL (ft) (ft) n TYPE 3
3 1 3 834.00 830.00 119.06 3 1 RCP 3.00 3.00 .012 IMPR SDT REC 3
3 2 3 3 3
3 3 3 3 3
3 4 3 3 3
3 5 3 3 3
3 6 3 3 3
P,AAA,A,A,?,?,?k?AAA A.A,A.?,A.P.AA bZ1?1A.A 31?AAtl AbbtiA??A ??tiAtlt?? 3i?zari? ???b?b?n ?b?b??ririS ri??brinriri ??Si U
SUMMARY OF CULVERT FLOWS (cfs) FILE: 30 DATE: 4/14/2008 r
ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR
835.59 25.0 25.0 0.0 0.0 0.0 0.0 0.0 0.00 1
835.73 27.9 27.9 0.0 0.0 0.0 0.0 0.0 0.00 1
835.88 30.8 30.8 0.0 0.0 0.0 0.0 0.0 0.00 1
836.02 33.7 33.7 0.0 0.0 0.0 0.0 0.0 0.00 1
• 836.15 36.6 36.6 0.0 0.0 0.0 0.0 0.0 0.00 1
836.28 39.5 39.5 0.0 0.0 0.0 0.0 0.0 0.00 1
836.41 42.4 42.4 0.0 0.0 0.0 0.0 0.0 0.00 1
836.54 45.3 45.3 0.0 0.0 0.0 0.0 0.0 0.00 1
836.57 46.0 46.0 0.0 0.0 0.0 0.0 0.0 0.00 1
836.78 51.1 51.1 0.0 0.0 0.0 0.0 0.0 0.00 1
836.90 54.0 54.0 0.0 0.0 0.0 0.0 0.0 0.00 1
841.00
AP,?AA?A,?,A.A,?,Ab 110.5
b.AAX1A?Ab 110.5
AA.?b?b?lA?ta 0.0
tl??Ata?zlzi 0.0
tiri??ri?ri 0.0
?bff?ri 0.0
?ribriribb? 0.0 OVERTOPPING
nri?rii????riri??fi?;hrirXhh
r
SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: 30 DATE: 4/14/2008
HEAD HEAD TOTAL FLOW o FLOW
ELEV ( ft) ERROR (ft ) FLOW (cf s) ERROR (cfs) ERROR
835.59 0.000 25.00 0.00 0.00
835.73 0.000 27.90 0.00 0.00
835.88 0.000 30.80 0.00 0.00
836.02 0.000 33.70 0.00 0.00
836.15 0.000 36.60 0.00 0.00
836.28 0.000 39.50 0.00 0.00
836.41 0.000 42.40 0.00 0.00
836.54 0.000 45.30 0.00 0.00
836.57 0.000 46.00 0.00 0.00
836.78 0.000 51.10 0.00 0.00
836.90 0.000 54.00 0.00 0.00
..........................
<1> TOLERANCE (ft) ............
= 0.010 ......... .......... ...........................
<2> TOLERANCE ($) .........
= 1.000 ..... .
B-9
BASIN I.D.: Culvert #30 (PROPOSED)
LOCATION: Hartley Drive - STA. 40+67
• CURRENT DATE: 04-14-2008
CURRENT TIME: 14:50:45
PERFORMANCE CURVE FOR CULVERT 1 - 1(
DIS- HEAD- INLET OUTLET
CHARGE WATER CONTROL CONTROL FLOW NORMAL
FLOW ELEV. DEPTH DEPTH TYPE DEPTH
(cfs) (ft) (ft) (ft) <F4> (ft)
25.00 835.59 1.59 1.59 1-S2n 0.90
27.90 835.73 1.73 1.73 1-S2n 0.95
30.80 835.88 1.88 1.88 1-S2n 1.00
33.70 836.02 2.02 2.02 1-S2n 1.05
36.60 836.15 2.15 2.15 1-S2n 1.10
39.50 836.28 2.28 2.28 1-S2n 1.14
42.40 836.41 2.41 2.41 1-S2n 1.19
45.30 836.54 2.54 2.54 1-S2n 1.24
46.00 836.57 2.57 2.57 1-S2n 1.25
51.10 836.78 2.78 2.78 1-S2n 1.32
54.00 836.90 2.90 2.90 1-S2n 1.36
El. inlet face invert 834.00 ft
El. inlet throat invert 833.66 ft
2 OF 3
FILE DATE: 4/14/2008
FILE NAME: 30
3.00 (ft) BY 3.00 (ft)) RCP
CRIT. OUTLET TW OUTLET TW
DEPTH DEPTH DEPTH VEL. VEL.
(ft) (ft) (ft) (fps) (fps)
1.61 0.94 1.43 13.31 3.95
1.70 0.99 1.52 13.62 4.07
1.80 1.05 1.60 13.95 4.18
1.88 1.11 1.68 14.14 4.29
1.96 1.16 1.76 14.47 4.38
2.04 1.22 1.83 14.61 4.47
2.12 1.27 1.90 14.90 4.56
2.19 1.33 1.98 15.03 4.65
2.20 1.34 2.03 15.03 4.71
2.32 1.42 2.10 15.53 4.78
2.38 1.47 2.16 15.61 4.85
El. outlet invert 830.00 ft
El. inlet crest 834.00 ft
***** SITE DATA ***** CULVERT INVERT **************
• INLET STATION 0.00 ft
INLET ELEVATION 834.00 ft
OUTLET STATION 130.00 ft
OUTLET ELEVATION 830.00 ft
NUMBER OF BARRELS 1
SLOPE (V/H) 0.0308
CULVERT LENGTH ALONG SLOPE 119.06 ft
***** CULVERT DATA SUMMARY
BARREL SHAPE
BARREL DIAMETER
BARREL MATERIAL
BARREL MANNING'S n
INLET TYPE
INLET EDGE AND WALL
INLET DEPRESSION
************************
CIRCULAR
3.00 ft
CONCRETE
0.012
IMPR SDT RECT
BEVELED EDGE TOP (15-26 DEG WINGWALL)
NONE
***** SIDE-TAPERED RECTANGULAR IMPROVED INLET ***
FACE WIDTH 8.50 ft
SIDE TAPER (4:1 TO 6:1) (X:1) 4.00
•
B-10
BASIN I.D.: Culvert #30 (PROPOSED)
LOCATION: Hartley Drive - STA. 40+67
•
•
CURRENT DATE: 04-14-2008
CURRENT TIME: 14:50:45
FILE DATE: 4/14/2008
FILE NAME: 30
3 OF 3
.......................................................... .
AAA,AX?AAAAAAAAAAAAAbAAAAAAAAAAAAAAAAt1t?????riZi?bZi???????ii???ri?ririnririririiiRrrirrS?TrTt?x
.......................... . . .....................
TAILWATER
******* REGULAR CHANNEL CROSS SECTION ****************
BOTTOM WIDTH 3.00 ft
SIDE SLOPE H/V (X:1) 1.0
CHANNEL SLOPE V/H (ft/ft) 0.010
MANNING'S n (.01-0.1) 0.035
CHANNEL INVERT ELEVATION 830.00 ft
CULVERT NO.1 OUTLET INVERT ELEVATION 830.00 ft
******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL
FLOW W.S.E. FROUDE DEPTH VEL. SHEAR
(cfs) (ft) NUMBER (ft) (f/s) (psf)
25.00 831.43 0.670 1.43 3.95 0.89
27.90 831.52 0.674 1.52 4.07 0.95
30.80 831.60 0.677 1.60 4.18 1.00
33.70 831.68 0.679 1.68 4.29 1.05
36.60 831.76 0.682 1.76 4.38 1.10
39.50 831.83 0.684 1.83 4.47 1.14
42.40 831.90 0.686 1.90 4.56 1.19
45.30 831.98 0.689 1.98 4.65 1.24
46.00 832.03 0.690 2.03 4.71 1.27
51.10 832.10 0.692 2.10 4.78 1.31
54.00 832.16 0.694 2.16 4.85 1.35
AA,?,A?,AAA,A,?,????AAAAA,A.AAA,??.X?At?AA.AAbti?ibbt?AAZiAA2i?Abtiti?iAA????bri??riririri?ririb?rinririaS?iiTrr
AAAAAAAAAAAAAAAAAAAAAAAAAA ROADWAY OVERTOPPING DATA .. .. ............................................
AAA.AA.AAA.AAAA,A,?,AA.AAAAAAA.AA,P.AAAAAA?AAAA.AAAAAAA??I?AAAA,AbAtiAzi2iririri??ririri?riririri?riS?aririari
ROADWAY SURFACE PAVED
EMBANKMENT TOP WIDTH 40.00 ft
CREST LENGTH 100.00 ft
OVERTOPPING CREST ELEVATION 841.00 ft
•
B-11
•
RALPH WHITEHEAD ASSOCIATES, INC. Job: Hartley Drive (3202) 1
Consulting Engineers SUBJECT: #30 - Buried Pipe SHEET
1000 W. Morehead Street P.O. Box 35624 CALC'D BY: AMA DATE: 14-Mar-06 of
Charlotte, NC 28235 [phone] CHECK'D BY: DATE: 1
Area of Buried Pipe
Structure No. #30 Road Name Hartley Dr. Sta. 40+67
Determine the area of a buried pipe to the area of the designed pipe.
GIVEN:
Design Pipe Diameter (in) = 36
Buried Pipe:
D = Pipe Diameter (in) 42
r= Pipe radius (ft) 1.75
d = Depth Buried (ft) 0.6
SOLUTION: Determine the area of the buried pipe.
• 0 (radians) = 2 (arccos [ (r-d)/r ]) _
Atotal (ft z) ° 1[ r2 _
Area of the Segment = ASeg (ft') _ [ rZ(0 - sin 0)] / 2 =
Area of the buried pipe = Aburied = Apipe - ASeg =
CHECK:
Diameter of area buried (in) _ (4 * Aburied / 700.s =
CONCLUSION:
•
Buried Pipe AreaAs
1.71
9.62
1.10
8.52
39.5 > 36 = Ddesign (in)
B-12
•
APPENDIX C
ROADSIDE CHANNELS
0
0
ROADSIDE CHANNELS
• DESIGN CRITERIA:
Discharge ....................................................................................................................................10-yr storm
Minimum Slope ................................................................................ 0.5 % (desirable), 0.30% (acceptable)
Permissible Shear Stress (for Class `C' Vegetation) .................................................................... 1.00 lb/ft2
Permissible Shear Stress (for Class I Riprap) ............................................................................... 3.00 lb/ft2
Permissible Shear Stress (for Class II Riprap) .............................................................................. 4.00 lb/ft2
Flow Depth
Flow depth is an iterative process using the Manning's equation combined with the continuity equation:
Q = [1.486 A Rai' Slit] / n
Where:
Q = discharge (cfs)
n = Manning's roughness coefficient
A = cross-sectional area (ft)
R = hydraulic radius (ft)
S = slope (ft/ft)
• Shear Stress
Shear stress is calculated from the following equation from HEC 15:
Td:
Where:
Td
v=
d=
S=
v d S
shear stress (lb/ ft2)
unit weight of water (62.4 lb/ ft3
flow depth (ft)
slope (ft/ft)
The permissible shear stress approach was used to analyze the proposed channels. If the computed shear
stress is less than the permissible for the particular lining, then the channel is assumed to be stable. The
initial calculation assumes a class `C' vegetative lining with a permissible shear stress of 1.00 lb/ ft2 as
indicated in Table 2, page 36 of HEC 15. If the "shear comment" column on the following spreadsheets
indicates "FIX," then an alternate lining was used.
•
C-1
0 0
RALPH WHITEHEAD ASSOCIATES, INC. JOB: Hartley Drive 1
Consulting Engineers SUBJECT: Riprap Ditch Analysis SHEET
1000 W. Morehead Street P.O. Box 35624 CALC'D BY: HSB DATE 14-Jun-07 or
Charlotte, NC 28235 [phone] CHEK'D BY: DATE 2
DITCH ANALYSIS USING MANNINGS OPEN CHANNEL FOR RIPRAP LININGS
For 6 Inch Riprap (Enter 6, 9, 12, or 14)
From Station: 63+00 To Station: 64+50 Road Name: Hartley Drive (RT)
SL= 6.00 SR= 4.00 B= 0.00
From Ditch Ditch To Ditch Ditch Q(Actual) Depth Mannings Slope Area Wetted Hyd. Rad. Velocity Q(Cal.) Depth Shear Depth Shear
ct. Flov n-th Cta Flav Denth r_f_a. ft. n ft. /ft. so. ft. Perim. ft. f. D. S. c.f.S. ft. P.S.f. Comment Comment
63+00 854.77 2.0 63+50 854.08 2.0 3.6 0.75 0.069 0.0138 2.78 7.61 0.37 1.30 3.6 0.75 0.64 GOOD GOOD
63+50 854.08 2.0 64+00 853.00 1.0 3.6 0.69 0.069 0.0216 2.35 7.00 0.34 1.53 3.6 0.69 0.92 GOOD GOOD
64+00 853.00 1.0 64+50 850.50 1.2 3.6 0.59 0.069 0.0500 1.71 5.98 0.29 2.10 3.6 0.59 1.83 GOOD GOOD

Roadside Channels Riorao.xls C-2
• • •
RALPH WHITEHEAD ASSOCIATES, INC. JOB: Hartley Drive 2
Consulting Engineers SUBJECT: Riprap Ditch Analysis SHEET
1000 W. Morehead Street P.O. Box 35624 CALC'D BY: HSB DATE 14-Jun-07 OF
Charlotte, NC 28235 [phone] CHEK'D BY: EJV DATE 14-Jun-07 2
DITCH ANALYSIS USING MANNINGS OPEN CHANNEL FOR RIPRAP LININGS
For 6 Inch Riprap (Enter 6, 9, 12, or 14)
From Station: 67+00 To Station: 69+50 Road Name: Hartley (LT)
SL= 4.00 SR= 6.00 B= 0.00
From Ditch Ditch To Ditch Ditch Q(Actual) Depth Manning's Slope Area Wetted Hyd. Rad. Velocity Q(Cal.) Depth Shear Depth Shear
«k , f e ft n ft /ft cn ft PPrim_ ft- f.D.S. c.f.s. ft. p.s.f. Comment Comment
67+00 847.82 1.5 67+50 845.86 1.5 2.7 0.55 0.069 0.0392 1.51 5.62 0.27 1.78 2.7 0.55 1.35 GOOD GOOD
67+50 845.86 1.5 68+00 843.74 1.0 2.7 0.54 0.069 0.0424 1.47 5.53 0.27 1.84 2.7 0.54 1.43 GOOD GOOD
68+00 843.74 1.0 68+50 841.68 0.8 2.7 0.55 0.069 0.0412 1.49 5.56 0.27 1.82 2.7 0.55 1.40 GOOD GOOD
68+50 841.68 0.8 69+00 838.70 1.0 2.7 0.51 0.069 0.0596 1.29 5.19 0.25 2.09 2.7 0.51 1.89 GOOD GOOD
69+00 838.70 1.0 69+50 837.24 1.0 2.7 0.58 0.069 0.0292 1.69 5.93 0.28 1.60 2.7 0.58 1.06 GOOD GOOD

C-3
P-i,id. fh.-I, Pin- As
•
APPENDIX D
INLET/GUTTER CAPACITY

•
INLET/GUTTER CAPACITY
DESIGN CRITERIA:
• Storm Event
.......................................................................................................................................10 year
Maximum Gutter Spread .......................................................................................................................... 8 ft
Gutter Spread
The "City of High Point Storm Drainage System Design Manual" set two limits for the gutter spread.
The flow shall not encroach within 8 feet of the street centerline and the width of the flow shall not
exceed 10-feet from the face of curb. Based on these limits the allowable spread on Hartley Drive is 8
feet.
Flow Depth
Using the maximum flow width and various slopes for the road, the flow depth and capacity can be
determined. To determine capacity, the Manning's equation combined with the continuity equation is
used:
Q = [1.486 A R"3 SL 112, / n
Where:
Q = discharge (c.f.s.)
n = Manning's roughness coefficient
A = cross-sectional area (ft.2)
R = hydraulic radius (ft.)
• SL= Longitudinal slope (ft./ft.)
To determine the maximum spacing to contain the flow within the allowable spread, the Rational
Method and the maximum Q is used to solve for the spacing length.
Curb Inlet Capacity
All inlets are spaced to catch the 10-year storm event and so that the flow does not exceed the maximum
allowable gutter flow. Furthermore, the spacing should be set so the flow is within the maximum
allowable volume to curb inlets.
Drop Inlet Capacity
The capacity of rectangular grates for drop inlets is determined from an equation that relates the flow to
head and opening area.
Q = CA(2gh)'/2 x (2/3)
Q = Capacity (cfs)
C = Orifice Coefficient (0.6 for square edges / 0.8 for rounded edges)
A = Net area of opening (ft2)
g = 32.2 ft/sec2
h =allowable head (ft)
Yard Inlet Capacity
The capacity for the yard inlet is determined using the Chart for "Yard Inlet Capacity"(page 17-18,
• "City of High Point Storm Drainage System Design Manual").
D-1
• • r
RALPH WHITEHEAD ASSOCIATES, INC. JOB: 3202000 Hartley Drive 1
Consulting Engineers SUBJECT: Inlet Capacity SHEET
1000 W. Morehead Street P.O. Box 35624 CALCD BY: HS13 DATE: 14-Apr-08 OF
Charlotte, NC 28235 704 372-1885 CHEK'D BY: EJy DATE: 14-Apr-08 2
Inlet/Gutter Capacity Chart (4'-10" Curb Opening)
Rainfall Intensity (in/hr): 4.00 Pavement n-Value: 0.012
Inlet Drainage Surface Q (c.f.s.) Slope (ft/ft) Inlet Bypass
# Area (ac.) Sub. Total Long. Trans. Eff. Qcap Spread Q (cfs) To Inlet # Remarks
2 0.16 0.61 0.61 0.0330 0.0200 0.91 0.56 4.29 0.05 4
4 0.17 0.65 0.70 0.0330 0.0200 0.87 0.61 4.52 0.09 7
7 0.26 0.99 1.08 0.0058 0.0200 ' 0.91 0.98 7.37 0.09 10
10 0.29 1.10 1.28 0.0058 0.0300 0.94 1.20 6.10 0.08 12
12 0.38 1.44 1.52 0.0058 0.0300 0.89 1.36 6.51 0.16 13
14 0.22 0.84 1.00 0.0075 0.0300 0.98 0.97 5.29 0.02 14
15 0.33 1.25 1.31 0.0075 0.0300 0.91 1.19 5.86 0.12 16
16 0.33 1.25 1.37 0.0075 0.0300 0.90 1.23 5.97 0.14 17
17 0.29 1.10 1.24 0.0075 0.0300 0.93 1.15 5.75 0.09 18
18 0.23 0.87 0.97 0.0498 0.0300 0.81 0.78 3.67 0.18 20
20 0.18 0.68 0.87 0.0498 0.0300 0.85 0.73 3.52 0.13 22
22 0.27 1.03 1.16 0.0498 0.0300 ` 0.75 0.87 3.93 0.29 24
24 0.18 0.68 0.97 0.0498 0.0300 0.81 0.79 3.68 0.18 End

3 0.15 0.57 0.57 0.0330 0.0200 0.93 0.53 4.19 0.04 6
6 0.13 0.49 0.53 0.0330 0.0200 0.95 0.51 4.09 0.03 8
9 0.27 1.03 1.05 0.0058 ' 0.0200 0.92 0.97 7.31 0.09 10

5 0.13 0.49 0.49 0.0330 0.0300 1.00 0.49 3.08 0.00 7

13 0.27 1.03 1.03 0.0075 0.0300 0.97 1.00 5.35 0.03 15

19 0.36 1.37 1.37 0.0498 0.0200 0.62 0.85 5.39 0.52 21
21 0.14 0.53 1.05 0.0498 0.0200 0.70 0.74 4.89 0.32 23
23 0.40 1.52 1.84 0.0498 0.0200 0.53 0.98 6.02 0.86 End

28 0.42 1.60 1.60 0.0350 0.0300 0.69 1.10 4.73 0.50 26
26 0.30 1.14 1.64 0.0350 0.0200 0.60 0.98 6.15 0.66 23
23 0.40 1.52 2.18 0.0350 0.0200 0.52 1.13 6.85 1.05 End
D-2
0 0 &
RALPH WHITEHEAD ASSOCIATES, INC.
1 JOB: 3202000 Hartley Drive 2
Consulting Engineers
w SUBJECT: Inlet Capacity SHEET
1000 W. Morehead Street P.O. Box 35624 CALCD BY: HSB DATE: 14-Apr-08 OF
Charlotte, NC 28235 704 372-1885 CHEWD BY: EJV DATE: 14-Apr-08 2
Inlet/Gutter Capacity Chart (4'-10" Curb Opening)
Rainfall Intensity (in/hr): 4.00 Pavement n-Value: 0.012
Mnvimi im Iz--l• 0.
Inlet Drainage Surface Q (c.f.s.) Slope (ft/ft) Inlet Bypass
4 Area (ac.) Sub. Total Long. Trans. Eff. Qcap Spread Q (cfs) To Inlet # Remarks

29 0.48 1.82 1.82 0.0350 0.0300 0.65 1.18 4.98 0.64 27
27 0.29 1.10 1.74 0.0350 0.0200 " 0.58 1.01 6.30 0.73 24
24 0.18 0.68 1.42 0.0350 0.0200 0.64 0.91 5.83 0.51 End

31 0.08 0.30 0.30 0.0075 0.0200 0.99 0.30 4.37 0.00 38
38 0.26 0.99 0.99 0.0075 0.0200 0.91 0.90 6.81 0.09 40
40 0.23 0.87 0.96 0.0075 0.0200 0.92 0.88 6.73 0.08 42
43 0.29 1.10 1.18 0.0075 0.0200 0.86 1.02 7.26 0.16 45
45 0.18 0.68 0.85 0.0075 0.0200 0.95 0.81 6.42 0.04 End

32 0.10 0.38 0.38 0.0075 0.0200 1.00 0.38 4.75 0.00 39
39 0.22 0.84 0.84 0.0075 0.0200 0.96 0.80 6.39 0.04 41
41 0.18 0.68 0.72 0.0075 0.0200 0.98 0.71 6.04 0.01 42
42 0.15 0.57 0.58 0.0075 0.0200 0.99 0.58 5.57 0.01 44
44 0.13 0.49 0.50 0.0075 0.0200 1.00 0.50 5.27 0.00 46
46 0.18 0.68 0.68 0.0075 0.0200 0.99 0.68 5.92 0.01 End
0.00
52 0.36 1.37 1.37 0.0360 0.0200 0.65 0.89 5.72 0.48 50
50 0.24 0.91 1.39 0.0360 0.0200 0.65 0.90 5.76 0.49 48
48 0.20 0.76 1.25 0.0360 0.0200 0.68 0.85 5.54 0.40 45
45 0.18 0.68 1.09 0.0360 0.0200 0.72 0.79 5.25 0.30 End

53 0.36 1.37 1.37 0.0360 0.0200 0.65 0.89 5.72 0.48 51
51 0.23 0.87 1.35 0.0360 0.0200 0.65 0.88 5.70 0.47 49
49 0.20 0.76 1.23 0.0360 0.0200 0.68 0.84 5.50 0.39 46
46 0.18 0.68 1.07 0.0360 0.0200 0.73 0.78 5.22 0.29 End

D-3
•
APPENDIX E
STORM DRAINAGE SYSTEMS
0
0
STORM DRAINS
• DESIGN CRITERIA:
Storm Event ................................................................................................................................10 yr storm
Minimum Time of Concentration ................................................................................................10 minutes
Minimum Rainfall Intensity ........................................................................................................... 5.70 in/hr
Minimum Slope ..........................................................................................1.0 % (for 24" dia. and smaller)
Minimum Slope ............................................ meet full flow velocity of 6 ft/sec (for pipes larger than 24")
Minimum Pipe Size ........................................................................................................................15-inches
Minimum Cover ......................................................................................................2.0'(1.0' for yard inlets)
Time of Concentration
If the water path to the inlet was less than 500-feet, the minimum time of concentration, 10 minutes, was
used. If the length of the water path exceeded 500-feet, the time of concentration to the inlet was
calculated based on the "City of High Point Storm Drainage System Design Manual".
Rainfall Intensity
• Rainfall intensities for storm drainage calculations came from the "City of High Point Storm Drainage
System Design Manual," (Pages 9).
Rainfall Runoff
The Rational Method was used to estimate the rainfall runoff to each storm drainage system.
Pipe Capacity
The pipe capacity can be calculated using the Manning's equation combined with the continuity
equation:
Q (cfs) _ [1.486 A R" S"'] / n
Where: R = Hydraulic Radius (ft) = A / P
P (ft) = Wetted Perimeter of Flow
A (ft) = Flow Area
S = Slope (ft/ft)
n = Manning's Roughness Coefficient
Hydraulic software, Geopak Drainage, was used to analyze and determine pipe sizes for the closed
. systems. The software uses the Manning formula to determine the hydraulic characteristics of the storm
drain. The computer program's internal design preferences and drainage library were set to the City of
High Point design standards.
E-1
RALPH WHITEHEAD ASSOCIATES, INC. JOB: Hartley Drive 3202000 1
Consulting Engineers SUBJECT: Storm Drainage Design SHEET
71MV 1000 W. Morehead Street P.O. Box 35624 CALC'D BY: HSB DATE: 10-Mar-08 OF
Charlotte, NC 28235 [phone] CHEWD BY: EJV DATE: 10-Mar-08' 2
Construction Storm Drainage Schedule

Structures From Structure
Elevations To Structure
Elevations Pipe
Diameter Pipe
Length
Slope
From To Top Invert Top Invert (m) A Remarks
SYST EM -A
CB-100 GI-101 874.42 870.96 874.00 87&84 15 14 0.86
GI-101 CB-102 874,00 87D,64 874.42 B69,60 15 155 0,80
CB-102 CB-103 674.42 869.60 872.96 868.60 15 „ 123 0.81
CB-103 MH-1 872,96 868.60 873.00 867,90 15 87 0,80
MH-1 CB-2 873.00 867.90 869.94 866.86 15 > 130 0.30
CB-2 CB-4 869,94 866,61 863,55 B60.22 18 > 192 3,33
CB-3 ! C8-6 870.10 867.02 864.97 861.97 15 181 2.79
CB-4 CB -7 863,55 86Q 12 860.30 >856,97 1 B 223 1.41
CB-5 CB-6 864.97 > 861.89 a64.97 `861.52 15 37 1.00
CB-6' CB-9 864.97 861,32 860.06 856,84 15 231 1,94 ;
CB-7 CB-9 860.30 855.47 860.06 855.09 ' 36 76 0.50
OP-8A MH-8 855.10 86D.84 865.56 859.11 15 24 7,21
MH-8 CB-7 865.56 857.85 860.30 855.97 30 ' 24 7.83
S CB-9 CB-10 860.06 855.09 858 42 853.09 36 218 0,92
EX-9A MH-8 867.45 861.96 865.561. 858.36 24 51 7.06 ;
CB-10 CB-12 858,42 853.09 858,34 852,33! 36 ! 133 0,57
GI-111. CB-10 858.42 854.59 858.42 854.09 24 92 0.54
CB-12 CB-14 858.34 852.33 857.33 851.28 36 210 0,50
CB-13 CB-14 856.78 , 853.70 857.33 853 03 15 43 1.56
CB-14' CB-15 857.33 > 851.28 855,62 850,50 36 156 0,50`
CB-15 CB-16 855.62 850.40 854.41 849.58 36 158 0.52
CB-16 CS-17 854.41 849.48 853.51 847.00 36 ' 149 1.66
GI-16A CB-16 852.93 850.72 854,41; 850.54 15 18 1!00
CB-17 C13-18 853.51 ' 847.DD 845.19 ,840 36 36 220 3:02
GI-17A CB-17 852,00 848,92 853.51 848.75 15' ` 17 1100
CB-18 P0-21 84519 839L7 838,50 837,00 36 44 4,70
SYST EM - B
CB-20 P0-72 633.47 83039 1 810.75 809.5D 15 96 21.76
SYST EM - C
CB-19 CB-21 839.43 ' 836.35 830.60 827.52 15 155 5.70
CB-21 PO-22 830,60 827.42 813.25 812.00 15 ' 80 19.27
SYST EM - D
CB-22 CB-24 828,16 823 91 826.11 819.79 15; 106 3,89
CB-23 PO-56 826.74 818.44 B05,00 803,00 24 73 21.15
C6 24 CB-23 826.11 81904 826,74 818.44 24 59 1.02
GI-25
38-26 CB-24
CB-27 839.00
826.90 835.92
82332 826.11
826.93 819.92
82&85 15
15 40
34 40.00
8.74
CB-27 C8-24 4 P3 . 820.60 826.11 819.54 18 106 1.00
E-2
RALPH WHITEHEAD ASSOCIATES, INC. JOB: :Hartley Drive 3202000 2
Consulting Engineers SUBJECT: Storm Drainage Design SHEET
1000 W. Morehead Street P.O. Box 35624 CALC'D BY: HSB DATE: 10-Mar-08 OF
Charlotte, NC 28235 [phone] CHEWD BY: EJV DATE: 10-Mar-08; 2
Construction Storm Drainage Schedule

Structures From Structure
Elevations To Structure
Elevations Pipe
Diameter Pipe
Length
Slope
From To Top Invert Top Invert (m) (ft) Remarks
CB-28 CB-29 834.21 ?831 13 834.21 >830,70 15 ' 43.::: 1,00
CB-29- CB-27 $34 21 830 50 826-93 820,85 15 ' 289 3.34
SYST EM - E
C B-31 >> CB-32 845.33 842.33 844,70 ' 841.70 , 15 41 1.54
CB-32 CB-34 84470 841.60 844,17 840,78 > 95 57 1,44
CB-34 CB-36 844.17 $40.68 843.88 B40.Q0 15 49 1.39-
CB-36 P0-55 84188 840.39 <842 25 840 QO' 15 29 1.34
SYST EM - F
CB-38 CB-39 842.80 840.06 841,96 838,88 15 ' 28 4,21
CB-39 CB-41 841,96 838.68 840.77 836.68 15 198 1,01
CB-40 CB-41 841.00 837.92 &4077 836.78 15 32 356
CB-41 CB-42 840.77 836.58 840,02 835.08 15 , 150 1:00
CB 42 PO-58 840.02 834.98 835,25 833,50 ' 15 148 1,00
SYST EM - G
CB-43 CB-45 83&09 835 01 837.94 832.18 15 99 286
CB-44 C B-46 838.94 835B6 838.79 834.86 15 I D1 0.99
CB-45 PO-47 837.94 ' 831.98 810.25 809.00 15 72 31.921
CB-46 CB-45 838,79 834.66 837-94 832.18 15 30 8,27
CB-48 CB-45 838,90 835.82 837 94 ! 83216 ; 15 99 3.68
CB-49 CB-48 839.30 83622 838.79 834.86 15 1X 1.36
SYST EM - H
CB-50 CB-51 843.68 840.60 844.17 839.98 15';. 62 1.00
CB-51 PO-50 844.17 839.78 840.25 838 251 15 ' 66 2,32
CB-52 CB-53 852.60 849.52 852.37 848.82 15 7D 1.00
CB-5-3 C B-51 852.37 848.72 844,17 839.98 15 242 3,61
SYST EM-1
GI-54 CB-55 850.00 846.92 859.95 846.53 15 38 1:03
CB-55 PO-73 859.95 846.43 846.93 845,68 15 102 0,74
SYSTEM - J
CB-56 PO-80 85524 85215 851,25 850.00 15 ! 77 2;79
SYSTEM - K
CB-33 EX-75 843 04 836.89 843,48 835.89 24 36 2,78
CB-35 CB-33 84104 83896 843.04 837,64 15 32 4,13
EX-75< PO-76 843.48 835.89 830.55 830,55 36 37 14.43

i
E-3
4

RALPH WHITEHEAD ASSOCIATES, INC.
Consulting Engineers JOB: 'Hartley Drive 3202000
SUBJECT: Storm Drainage Design Data 1
SHEET
1000 W. Morehead Street P.O. Box 35624
Charlotte, NC 28235 [phone] CALC'D BY: H5@ DATE: ` 10-Mar-08
CHEWD BY: EJV DATE: >10-Mar-08 OF
2

Engineering Storm Drainage Schedule-1

Structures Drainage
Basins Basin 10-Year Flow Full Pipe Full Pipe

From

To
Inlet
(ac)
Pipe
(ac) C Length

(ft) Tc (min) Intensity

O
Inlet
(cfs)
Pipe
(cfs) Capacity

(cfs) Velocity

(ft/sec)

Remarks
SYSTEM - A
CB-100 GI-101 0.08 aA8 0,95 81 10 S.7 0.43 0.43rr 6.41 5.22
GI-101 CB-102 0.11 fl 19 'a 95 81 10 5,7 0.60 1,03 6.28 5.11
CB-102 CB-103 0.26 0.45 0.95 157 10 5-7 1.41 2,38 6.32 5.15
CB-103 MH-1 0.19 064 ` 0.95 125 10 5.7 1.03 3.35 6.28 5.12
MH-1' CB-2 n/a 0,64 nia n/a 10 5.7 < n/a 3.35 6.28 5.12
CB-2 CB-4 0.16` 0 .80 0.95 125 10 5,7 0.87 4.10 ' 20.81 11.78
CB-3 ! CB-6 0.15 a.15 0.95 125 10 5.7 0.81 0.81 12.22 9.96
C8-4 CB-7 0,17 0.97 0.95 180 10 5.7 0.92 4.92-:. 13.57 7.68
CB-5 C6-6 0.13 a.13 )0.95 350 10 57 0.70 0.70 < 7.03 5.73
CB -6 CB-9 0.13 0.41 0.95 180 10 51 0.70 2.19 9.78 7.97
CB-7 CB-9 0.26 6.05 0.95 240 10 5.7 1.41 28.93 51.33 7.26
OP-8A MH 8 0.02 0 02 0.95 60 10 5.7 0,11 0 .11 18.57 15.13
MH-8 C6-7' n/a' 4,82 Wa Wa 10 57 n/a 24.87 39.85 8.12
B-9 CB-10 0.27 6.73 O95 240 10 5.7 1.46 32 15 69.45 9.83
EX 9A MH-3 4,80 4,80 0,90 450 10 5.7 24.62 24.62 65.02 20.70
CB-10` CB-12 0.29 7,43 0-95 210 10 5.7 1.57 34.58'. 54.70 7.74
G1-11 CB-10 fl.41' 0.41 13.65 54 - 10 5-7 1.52 1,52 18.11 5.76
CB-12 CB-14 0.38 781 0,95 140 10 5,7 2.06 36,13 51.23 7.25
CS-13' CB 14 0,27> 0,27 0.95 210 10 5.7 1.46 1.46 8.78 7.15
CB-14 CB-15 0.22 8,30 0,95 280 10 5.7 1.19 37.97 51.23 7.25
CB-15' CB-16 033` 8.63 0395 170 10 5.7 1.79 39,13 52.19 7.38
CB-16 CB-17 0.33 912, 0.95 150 10 5.7 1.79 40.70 93.40 13.21
GI-16A CB-16 0.16 0.16 0.55 150 10 5.7 0.50 0.50 7.08 5.77
CB-17 CB-18 0.29 958 0.95 150 10 5.7 1.57 42.25 125.86 17.81
Gl-17A, CB-17 0,17` 0.17 D,55 145 10 5.7 0.53 0.53 P 7.02 5.72
CB-18 PO-21 0.23 9.81 a 95 220 1a 5,7 1.25 43 09 157.00 22.21 Outlet into Pond 1
SYSTEM - B
CB-20; P0-72 0.18 fl 18 0.95 254 10 5.7 0.97 0,97 ` 16.38 13.35 Energy Dissapator: Riprap d50=6", L=7ft, W=8.3ft
SYSTEM - C
CB-19 CB-21 0.36 0 36 a 95 300 10 5.7 1.95 1,95`° 16.74 13.64
CB-21> PO-22 0-141 0.50 D 95 153 10 5.7 0.76 2.69 r 15.41 12.56 Energy Dissapator: Riprap d50=6", L=6ft, W=3.7ft
SYSTEM -D
CB 22 CB-24 0.27- 0,27 0.95 266 10 5 7 1.46 1.46 13.84 11.28
C8 23 PO-56 0.40'' 2 52 0.95 112 , 10 5.7 2.17 12,86_ 56.39 17.95 Energy Dissapator: Riprap d50=8", L=17ft, W=19ft
CB-24 CB-23 0,18';, 2,12 >0 95 112 10 5.7 0.97 10.79:: 24.68 7.86
GI-25 CB-24 0.18; 0,18 0-55 230 10 5.7 0.56 0.56 22.16 18.05
CB-26 CB-27 0.30 0.30 0 95 300 10 5.7 1.62 : 1,62- 20.68 16.85
CB-27: CB-24 0.29' 1,49 &95 300 10 5.7 1.57 7.92 11.44 6.47
' 6-28 ' CB-29 0.42 a.d2 a 95 300 10 5,7 2.27 ; 2.27 7.04 5.74
CB-29 ; CB-27 0.48 0,90 0,95 450 10 5.7 2.60 ' 4.85 12.82 10.45
E-4
4

RALPH WHITEHEAD ASSOCIATES, INC.
Consulting Engineers JOB: Hartley Drive 3202000
SUBJECT: Storm Drainage Design Data 2
SHEET
1000 W. Morehead Street P.O. Box 35624
Charlotte, NC 28235 [phone] CALC'D BY: H5B DATE: 10-Mar-08
CHEK'D BY: UV DATE: ;10-Mar-08 OF
2

Engineering Storm Drainage Schedule-1

Structures Drainage
Basins Basin 10-Year Flow Full Pipe Full Pipe

From

To
Inlet

(ac)
Pipe

(ac) C Length

(ft) Tc (min) Intensity

(in/hr)
Lcfs) nlet
Pipe

i(cfs) Capacity

(cfs) Velocity

(ft/sec)

emarks
SYSTEM - E
CB-31 CB-32 0.085, 0.08 0.95 700 10 5.7 0.43 0.43 8.70 7.09
CB-32' CB-34 0.10` 0.18 >a 95 1'DO 10 5.7 0.54 0.97» 8.39 6.84
CB-349 CB-36 0,69 0.87 0.95 100 10 5.7 3.74 4.66 ` 8.29 6.76
CB-36' PO-55 0.48 1.35 0.95 100 10 5.7 2.60 7.20 8.17 6.66 Outlet into Pond 2
SYSTEM - F
CB-38 CB-39 0.26 0.26 x0.95 280 10 5.7 1.41 1,41 14.33 11.67
CB-39' CB-41 0.22'r 0.48 0.95 280 10 5.7 1.19 2.50 7.05 5.75
CB-40' CB-41 0.23 0.23 0.95 200 10 5.7 1.25 1,25 13.35 10.88
CB-41 CB-42 0.18 0.89 0.95 200 10 5.7 0.97 4.70 7.01 5.71
C6-42 PO-58 0.15 1.04 x0.95 150 10 5.7 0.81 5.43 a 7.02 5.72 Energy Dissapator. Riprap d50=6", L=16ft, W=7.7ft
SYSTEM - G
CB-43 CB-45 0.29 0.29 0 .95 138 10 5.7 1.57 1.57 11.85 9.66
CB-44 CB-46 0.13 0.13 0.95 288 10 5.7 0.70 0.70 6.99 5.70
ICB-45 PO-47 0.18 1.18 0.95 70 10 5.7 0.97 630 19.85 16.18 Energy Dissapator: Riprap d50=6", L=18ft, W=8.5ft
CB-46 CB-45 0.18 &51 0.95 70 10 5.7 0.97 2.72 r,l 20.10 16.38
CB-48' CB-45 0.20 0.20 , 0 95 252 10 5.7 1.08 1.08 13.48 10.99
CB-49 CS-46 0,20 0.20 0,95 252 10 57 1.08 1.08 8.18 6.67
SYSTEM - H
CB-50> CB-51' 0-24 0.24 0.95 240 = 10 5.7 1.30 1.30 ' 7.03 5.73
C6-51 PO-50 0-23 1.18 0 95 240 10 5,7 1.25 6.32 10.66 8.68 Energy Dissapator. Riprap d50=6", L=10ft, W=11.3ft
CB-52 CB-53 0.36 0,36 0.95 240 10 5.7 1.95 1.95 ` 7.04 5.74
CB-53' CB-51 0.35 0.71 0.95 350 10 5.7 1.90 3,87 13.34 10.87
SYSTEM - I
GI-54 ; CS-55 0.961 0.96 0 55 140 10 57 3.01 3,01 7.09 5.78
CB-55 PO-73 0.09 1.05 0.95 35Q 10 5 7 0.49 r 3.49 6.04 4.92 Outlet into Pond 3
SYSTEM - J
CB-56 PO-80 0.3 0.3 0.95 300 10 5.7 1.62 1,62 11.74 9.57 Outlet into Pond 3
SYSTEM - K
CB-33 £X-75 0.20 0-44 ' 0.95 53 10 5 7 1.08 2.38 11.66 9.50
CB-35 CB-33 0.24 0.24 95 50 10 5.7 1.30 1.30 50.23 15.99
EX-75' PO-76 n/a 0-44 n/a n/a 10 5.7 n/a 2.38 -' 593.56 47.23 Energy Dissapator: Riprap d5O=6", L=6ft, W=4.4ft

1
E-5
•
APPENDIX F
BRIDGE DECK DRAINAGE
0
0
•
•
•
BRIDGE DECK DRAINAGE
DESIGN CRITERIA:
Rainfall Intensity ............................................................................................ 4.0 in/hr (maximum drivable)
Design Spread .......................................................................................................... 8.5 ft from face of curb
Spread
Spread calculations from the following equations from HEC-21:
Q = (0.56 / n) SX1.67 S0.5 T2.67 & L. = (43560 Q) / (C I WO
Where: Q = Full Gutter Flow (c.f.s.)
Lo = Maximum Distance to First Drain (ft.)
L = Length of Bridge (ft.)
Wp = Width of Pavement (ft.)
n = Manning's Roughness Coefficient
C = Runoff Coefficient
i = Rainfall Intensity (in./hr.)
SX = Cross Slope (ft./ft.)
S = Longitudinal Slope (ft./ft.)
T = Design Spread (ft.)
For deck drainage 6-inch scupper drains at 12-foot centers will be included to help maintain the gutter
spread. The scuppers will be eliminated in areas directly over channel.
F-1
•
RALPH WHITEHEAD ASSOCIATES, INC. JOB: Hartley Drive 1
Consulting Engineers SUBJECT: Bridge Deck Drainage/Spread SHEET
1000 W. Morehead Street P.O. Box 35624 CALC'D BY: HSB DATE: 19-,Jun-07 of
Charlotte, NC 28235 [phone] CHECK'D BY: DATE: 1
DETERMINE IF BRIDGE SCUPPERS ARE REQUIRED
GIVEN:
Length of Bridge Including Approach Slabs (L) = 200 ft.
Width of Pavement Contributing to Gutter Flow (WP) = 30 ft.
Manning's Roughness Coefficient (n) = 0.016
Bridge Deck Cross Slope (S,,) = 0.0208 ft./ft.
Rational Runoff Coefficient (C) = 0.95
Allowable Width of Flow, Spread (T) = 8 ft.
Design Rainfall Intensity (1) _ ' 5.50 in./hr.
Longitudinal Bridge Deck Slope (S) = 0.0490 ft. /ft.
Proposed Posted Speed Limit = mph
Average Daily Traffic (ADT) = vehicles
SOLUTION:
Calculate the Maximum Allowable Distance to the First Scupper (Lj.
•
Lo 24393.6 * S„1'67 * So.S * T2.67 _ 862 ft.
- C*n*I*WP
Calculate Actual Gutter Spread (TS) at End of Bridge.
2.67 C*n*I*Wp"L
TS 24393.6 * Sx1.67 * So.s
TS = 4.63 ft.
= 59.816
TS < T =_____> SCUPPERS ARE NOT REQUIRED
•
BridgeGutterSpread. AS
F-2
•
APPENDIX G
OUTLET PROTECTION
•
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•
TO SHEETFLOW CONDITIONS
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of Es
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•
APPENDIX H
SEDIMENT AND EROSION CONTROL DETAILS
LIST OF DETAILS
1. Standard Pipe Outlet Erosion Control Device
2. Standard Silt Fence Detail
3. Standard Stormwater Inlet Protection Measures
4. Standard Temporary Stone Ditch Check
5. Standard Temporary Silt Check Dam
6. Temporary Construction Entrance Detail
•
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18" 3 10 9 4 10 2 7 4 2 8
24 5 14 15 7 15 3 11 7 4 12
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36"
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48" - - 49 26 50 - - 28 17 38
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USE NO. 5 OR NO. 57 STONE FLOW--..2'
FOR SEDIMENT CONTROL.
* A MINIMUM OF ONE FOOT BELOW
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INSTALL WIRE MESH UNDER
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DIMENSION VARIABLE USE 5' STEEL POST, INSTALLED
FILTERED 1.5' DEEP MINIMUM, AND
WATER OF THE SELF-FASTENER
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STRUCTURAL STONE.
THE ENGINEER MAY DIRECT THE OPTION OF
CLASS "A" STONE FOR SITES HAVING LESS THAN
ONE (1) ACRE DRAINAGE AREA AND A DITCH
GRADE LESS THAN 3%.
USE NO. 5 OR NO. 57 STONE FOR SEDIMENT
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SHEET 1 OF 1 SHEET 1 OF 1
1607.01 1607.01
6
ATTACHMENT B
SUPPLEMENTAL INFORMATION
Hartley Drive Extension and Widening, Guilford County
Individual Permit Application
Supplemental Information - 5/08
18. Nature of Activity.
The project corridor is approximately 20.661 acres in size and is located in the northwest
portion of the City of High Point. The project corridor is largely located within the
existing city-owned Hartley Drive right-of-way (R/W) (Attachment C, Figures 1 through
4). Existing RJW widths vary from 90 feet to 110 feet across a majority of the proposed
corridor. Additional R/W has been acquired in the western portion of the project
corridor, at an approximate length of 1000 feet and approximate width of 100 feet.
Preliminary engineering plans for the proposed Hartley Drive Widening and Extension
are located in Attachment E. The project site extends from Station 10+45.16 which is
located at the intersection of Hartley Drive and US 311 (North Main Street) in the eastern
portion of the project area, to Station 70+51.79 in the western portion of the project area
(Attachment E - Sheet 1). The entire project length is approximately 6,000 feet. The
existing portion of Hartley Drive located within the project corridor will be widened from
station 10+45.16 east to approximately the beginning of the proposed span bridge at
station 31+43.17, for a total of 2,098.01 feet. New roadway will be constructed from the
beginning of the span bridge at station 31+43.17 to the existing intersection of Westover
Drive and Calloway Farm Road at approximately station 66+77.31, for a total length of
3,534.14 feet. The remaining 374.48 feet of the western end of the project corridor
roadway will taper down to two lanes to match the existing Westover Drive. The
pavement on a portion of the existing Westover Drive will be removed (Attachment E -
Sheet 8) and a new intersection for Hartley Drive and Westover Drive will be
constructed.
The rolling hills and valleys in the project area that will be crossed by the proposed
extension of Hartley Drive present a challenging topography. This topography will
require extensive cutting and/or filling to achieve the required grades for the roadway.
New construction easements will be required in areas where the proposed cut and fill
limits exceed the existing R/W. Existing 15 feet wide utility easements along the existing
portion of Hartley Drive will be maintained.
A new four-lane roadway, span bridge, and roadway stormwater collection and treatment
systems are proposed for the extension portion of this project. The existing two-lane
portion of Hartley Dive extending west from US 311 will be widened to four lanes. A
portion of Westover Drive in the eastern portion of the project area will need to be
relocated in order to create a new intersection of Hartley Drive and Westover Drive. A
five foot wide sidewalk will be constructed in many portions of the proposed roadway,
and curb and gutters will direct stormwater runoff into the proposed stormwater
management system.
Ten typical cross-sections of the proposed roadway are presented in Sheet numbers 2,
2A, 2B, and 2C (Attachment E). Sheets 4 through 8 provide a plan view of the proposed
facility, including the left hand turn lanes, medians, sidewalks, and stormwater
management basins.
Page 1 of 10
Hartley Drive Extension and Widening, Guilford County
Individual Permit Application
Supplemental Information - 5/08
The type of construction work that will be required for this project includes: clearing,
grading, drainage, paving, signing, and marking. There will also be the construction of
guardrails, sidewalks, culverts and the span bridge structure. A portion of an existing
sanitary sewer that crossed the project R/W will be relocated. A raised median will be
constructed in portions of the proposed roadway, and will vary from 4 feet wide to 22.5
feet wide. A painted median will be used in other areas and will vary from 0 to 22 feet
wide. The median strip will be minimized in areas that impact jurisdictional wetlands
and streams.
Construction easements will be used in areas located outside of the existing R/W for
some of the required slope work. Three stream channels and two freshwater wetlands are
located within the R/W, and total approximately 656 linear feet (If) of streams and 0.368
acre (16,034 sq. ft.) of freshwater wetlands. Stream channel impacts that would result
from the construction of the proposed roadway will be minimized to the greatest extent
practicable by building a bridge approximately 250 feet long and 70 wide over the largest
stream, an unnamed tributary (UT) of Rich Fork that is located within the R/W. The
remaining stream and wetland crossings and associated impacts are unavoidable
(described below) in order to extend the roadway to the intersection of Westover Drive
and Shadow Valley Road while staying within the Hartley Drive R/W and minimizing
disturbance to existing residences bordering the R/W. The project corridor R/W extends
from the City of High Point in Guilford County, into Davidson County.
The Council on Environmental Quality (CEQ) has defined mitigation in 40 CFR Part
1508.20 to include: avoiding impacts, minimizing impacts, rectifying impacts, reducing
impacts over time, and compensating for impacts. Three general types of mitigation
include avoidance, minimization and compensatory mitigation. Mitigation efforts for this
project included avoidance and minimization of impacts to jurisdictional waters of the
U.S., stream relocation, and proposed payments to the Ecosystem Enhancement Program
(EEP).
Avoidance and Minimization
In an effort to avoid and minimize impacts to jurisdictional stream crossings (Streams 1,
2, and 4) and wetlands, measures and strategies have been considered and utilized
throughout the project planning process. These strategies and reduction measures include
the following:
• Utilizing a span bridge at an approximate cost of $1.92 million, as opposed to the
original plan to pipe Stream 4.
• Maintaining a minimum of 3 to 1 slopes when grading the sides of the roadways
within the wetlands (steeper slopes in these areas are not recommended based on
geotechnical findings).
• Increasing slopes to 2:1 at the proposed bridge and in cut areas to minimize
footprint of disturbance.
• Utilizing a retaining wall at the span bridge.
Page 2 of 10
Hartley Drive Extension and Widening, Guilford County
Individual Permit Application
Supplemental Information - 5/08
• Utilizing a headwall at the piped discharge point for Stream 2 and Wetland F (up-
gradient of Stream 3).
• Reducing median widths at the bridge and Stream 1 and Stream 2 crossings to 4
feet.
Compensatory Mitigation
The project will include the creation of approximately 10,000 square feet of wetland area
in the area of the sanitary sewer relocation and the stream channel relocation. Additional
mitigation will include the relocation of approximately 140 if of Stream 1 channel to an
area outside of the proposed construction limits. The relocation of the existing sanitary
sewer is proposed to make the relocation of the stream feasible. This stream relocation
will reduce fill impacts to Stream 1 from the proposed crossing, and would allow for the
continued conveyance of water into Stream 2. The relocation is made feasible by the
corresponding relocation of the existing sanitary sewer.*
The created wetland will be constructed in the immediate vicinity of the confluence of
Stream 1 and Stream 2. The wetland plantings will include saplings of American
sycamore (Platanus occidentalis), sweetgum (Liquidambar styraciflua), and red maple
(Acer rubrum) to mimic the native species found in the surrounding forest. Additional
herbaceous wetland plugs and seeds will be used to promote the quick spread of
groundcover. Details on the wetland mitigation are depicted in the Mitigation Plan
included as Attachment E - Sheet 17, and Attachment F.
The relocated Stream 1 charnel will be constructed to closely mimic stable reference
conditions along the existing channel. The new channel would be designed to provide
stable dimension, pattern, and profile along with riffle and pool habitat. The approximate
area to be used for the relocation of the upper portion of the Stream 1 channel is shown
on Attachment C - Figure 8. Details on the stream relocation are depicted in Attachment
E - Sheet 17.
*This relocation strategy is the result of discussions with the U.S. Army Corps of
Engineers Regulatory Specialist during the on-site field review of jurisdictional
boundaries.
It is the applicant's desire to utilize the NCDENR EEP to meet the remaining
compensatory mitigation obligations of the project. During the field review of
jurisdictional boundaries, the USACE regulatory representative stated that the EEP could
be utilized for mitigation for project impacts. A letter has been sent to the EEP
requesting acceptance of an In-Lieu Fee Payment to the EEP as the method to provide
compensatory mitigation for the proposed impacts to the wetlands, and stream channels.
The EEP has provided a letter stating that they were willing to accept payment for
impacts associated with the project. The fee for one acre of non-riparian wetland impacts
purchased from the EEP is $14,676 (valid from 7/1/07 until 7/1/08). Mitigation credits
are sold by the EEP in one-quarter acre increments. Therefore, the compensatory
wetland impact fee for the project is 0.376 acre minus 0.23 (for the created wetland) for a
Page 3 of 10
Hartley Drive Extension and Widening, Guilford County
Individual Permit Application
Supplemental Information - 5/08
total of 0.146 acre of wetland impacts (at a 1 to 1 mitigation to impacts ratio) would be
$3,669.00 (0.25 acre). The fee for a linear foot of stream impacts purchased from the
EEP is $245 (valid from 7/1/07 until 7/1/08). Therefore, the compensatory stream impact
fee for the projects 398 if of net stream impact (538 if minus the 140 if of stream
relocation) would be $97,510.00. The combined fee for both wetland and stream impacts
would be $101,179.00.
Stormwater Management
A Stormwater Management Plan has been prepared for this project to document the
design process and to develop the stormwater management system for the roadway
development (Attachment A - Stormwater Management Plan and Attachment E -
Engineering Plans). STV/RWA and the City of High Point understand and are
committed to providing a stormwater management plan that achieves erosion and
sediment control during construction and provides treatment of stormwater runoff.
A stormwater diversion ditch will be excavated on the south side of the toe of the slope
created for the bridge abutment. Approximately 264 square feet (0.006 acre) of this
excavation will impact the palustrine forested wetlands identified as Wetland GG. This
vegetated ditch will intercept the stormwater runoff from the adjacent apartment
complex, and direct it around the toe of the slope towards Stream 4 (Attachment C,
Figure 6).
Two new detention basins and one existing detention basin (to be relocated) are proposed
for the collection and treatment of stormwater runoff from the proposed roadway and
bridge (Attachment A, Figure 4 and Attachment E - Sheet 2D). The first proposed
detention basin will be constructed on the northeastern side of the project corridor, on the
YMCA property near the existing terminus of Hartley Drive. This detention basin will
collect roadway stormwater in catch basins that are proposed to be placed in the newly
widened portions of the existing roadway. The outlet of the detention basin will use a
level-spreader at the discharge point to allow the treated stormwater to sheet flow west,
towards Stream 4 (Attachment E - Sheet 5).
The existing small detention basin that is located on the west side of Ingleside Drive,
within the Hartley Drive R/W, will be impacted by the proposed project. The current
location of this detention basin within the project R/W will necessitate the relocation of
the detention basin to an area outside of the proposed construction limits. The
stormwater management plan proposes to relocate this detention basin to the north,
outside of the proposed limits of construction. New catch basins will be constructed
around the proposed intersection of Hartley Drive and Ingleside Drive to collect roadway
stormwater. The relocated detention basin will continue to drain to an existing outfall
basin that is located adjacent to Ingleside Drive to the southeast, by extending the
existing piping that connects the existing basins (Attachment E - Sheet 6).
A third detention basin will be constructed at the western end of the project corridor, in
an area now used as the Westover Drive R/W. The relocation of a portion of Westover
Page 4 of 10
Hartley Drive Extension and Widening, Guilford County
Individual Permit Application
Supplemental Information - 5/08
Drive is proposed as part of this project, in order to create the new intersection of Hartley
Drive and Westover Drive. This relocation of Westover Drive and the removal of a
portion of the former Westover Drive roadway will allow the third detention basin to be
built on the northeast corner of the proposed Hartley Drive-Westover Drive intersection.
New catch basins will be constructed around the proposed intersection of Hartley Drive
and Westover Drive, as well as the proposed intersection of Hartley Drive and Shadow
Valley Road to collect roadway stormwater (Attachment E - Sheet 8). The outlet of the
detention basin will discharge the treated stormwater to sheet flow north, into an existing
field currently used as pasture adjacent to the existing portion of Westover Drive.
Stormwater runoff from the bridge deck will be handled by two catch basins that will be
located on either side of the roadway on the downslope end of the bridge (Attachment E -
Sheet 5). There will also be two catch basins on the upslope end of the bridge to
intercept stormwater runoff before it reaches the bridge. There will be no direct
discharge to the stream from the bridge deck. The NCDOT "Guidelines for Drainage
Studies and Hydraulic Design" was used for the design criteria.
19. Project Purpose.
The purpose of the project is to provide much needed improved access to US 311 (North
Main Street) and the City of High Point from the rapidly expanding residential areas
located to the west of the city. The goal is to also reduce the traffic on Westover Drive,
which currently navigates through a large, long-established residential area located along
that roadway. Safety concerns regarding the large volume of traffic that currently travel
on Westover Drive are also a concern that would be alleviated by the proposed extension
of Hartley Drive.
If serviceable today, traffic projections for the Hartley Drive Extension estimate a volume
of about 9,000 vehicles per day (vpd). By 2030, daily volumes are expected to exceed
17,500 vpd. The existing R/W for Hartley Drive crosses streams and wetlands, and
construction of the roadway will require the crossing of these natural land features. The
proposed roadway would connect the residential developments located in Davidson
County, located to the west of the City of High Point, to the City of High Point at US 311
(North Main Street). The estimated costs for design, R/W acquisition and construction, is
$9,000,000. These costs would be covered by a bond previously approved by the citizens
of High Point.
20. Reason(s) for Discharge
The proposed project consists of the construction of a roadway, bridge and stormwater
management systems. The proposed roadway would connect the residential
developments located to the west of the City of High Point, to the City's North Main
Street (US 311). Waters of the U.S. are situated perpendicular to the existing R/W
corridor previously dedicated to accommodate this project. Despite project planning and
design efforts to avoid and minimize impacts to waters of the U.S. to the maximum
extent practicable, impacts to waters and wetlands are unavoidable. The minor fill
Page 5 of 10
Hartley Drive Extension and Widening, Guilford County
Individual Permit Application
Supplemental Information - 5/08
proposed at Wetland GG is required to achieve the bridge crossing over Stream 4. Fill is
required to achieve the proposed grade of the roadway at Wetland F and fill is also
required to achieve the proposed grade of the roadway at Streams 1 and 2. The project as
currently proposed represents the least environmentally damaging practical alternative
the achieves the purpose and need of the project and thereby meets the 404(b)l
guidelines.
21. Type(s) of Material Being Discharged and the Amount of Each Type in Cubic Yards
Clean fill will be trucked into the site to be used to level areas, or shore up slopes in the
graded portions on either side of the proposed roadway. The use of imported clean fill
will be minimized to the greatest extent practicable by using it only in areas where there
is a deficit in the amount of soil remaining from the cut and fill operations.
Wetland GG will be impacted by approximately 9,700 cubic yards of fill that is required
to achieve the bridge crossing over Stream 4 (Attachment C - Figures 6 and 9).
Wetland F will be impacted by approximately 709 cubic yards of fill that is required to
achieve the proposed grade of the roadway (Attachment C - Figures 7 and 10). Rip-rap
will be used to stabilize the portion of the proposed culvert at the outlet of the pipe.
Approximately 8.5 cubic yards of rip-rap is proposed for the outlet discharge point.
Streams 1 and 2 will be impacted by approximately 2,531 cubic yards of fill that is
required to achieve that proposed grade of the roadway (Attachment C - Figures 8 and
11). Approximately 27.78 cubic yards of material will be excavated from the lower
portion of Stream 2, where the culvert discharge point is proposed. Rip-rap will be used
to stabilize the portion of the proposed culvert at the outlet of the pipe. Approximately
16 cubic yards of rip-rap is proposed for the outlet discharge point.
22. Surface Area in Acres of Wetlands or Other Waters Filled
The wetlands within the project corridor were delineated in March, 2006. The request for
a Jurisdictional Determination (JD) was submitted to the USACE on April 24, 2006. The
field review was conducted on May 8th, 2006 with Todd Tugwell, then of the USACE
and Daryl Lamb of the North Carolina Division of Water Quality (NCDWQ). The
boundaries of the delineated wetlands were confirmed and the subsequent survey of the
wetland delineation was submitted in September, 2006. Since the request for JD was
submitted and the USACE field verified the jurisdictional boundaries prior to June 5,
2007 (i.e., pre-Rapanos guidance), it is the applicant's understanding that the USACE
will sign off on this JD with the applicant's approval; the applicant's approval is hereby
given.
The results of the on-site field review conducted by STV/RWA indicate two
jurisdictional wetland areas (Wetlands F and GG) and three stream channels located
Page 6 of 10
Hartley Drive Extension and Widening, Guilford County
Individual Permit Application
Supplemental Information - 5/08
within the project corridor (Streams 1, 2,. and 4). See Attachment C - Figures 5 through 8
for the approximate size and location of each of these features.
Jurisdictional Wetland Areas
Wetland GG is a palustrine forested wetland area located west of the existing terminus of
Hartley Drive in the eastern portion of the project corridor (Attachment C - Figure 6).
This is the largest of the wetland areas delineated in the project corridor encompassing
0.201 acre, and is located adjacent to the YMCA picnic area, at the existing terminus of
Hartley Drive. This wetland receives stormwater runoff from Hartley Drive, which is
conveyed from the roadway through ditches and culverts, down the hill to the wetland.
Other hydrological sources include runoff from properties located to the north of the
wetland, and the occasional overflow from the stream channel located to the west. A
small palustrine emergent wetland comprises a small portion of this wetland area in the
portion disturbed by a sanitary sewer line. The wetland drains from the emergent portion,
through a culvert located underneath the picnic areas dirt road, directly into the stream
channel.
The overstory of Wetland GG is dominated by sweetgum (Liquidambar styraciflua), red
maple (Acer rubrum), American sycamore (Platanus occidentalis) with some American
elm (Ulmus americana). The understory vegetation includes ironwood (Carpinus
caroliniana), American holly (Ilex opaca), Easter redcedar (Juniperus virginiana) and
highbush blueberry (Vaccinium corymbosum). Vines of Japanese honeysuckle (Lonicera
japonica) and poison ivy (Toxicodendron radicans) are found throughout the forested
portion of the wetland. The emergent portion of Wetland GG is dominated by reed
canarygrass (Phalaris arundinacea), woolgrass (Scirpus cyperinus) and tearthumb
(Polygonum sp.).
Wetland F is a palustrine forested wetland located in and around the ephemeral (non-
jurisdictional) and intermittent stream channels located between Hartley Drive and
Ingleside Drive in the central portion of the project corridor, and south of the apartment
complex located north of the project corridor and east of Ingleside Drive (See Attachment
C, Figure 7). Wetland F, encompassing 0.042 acre, has an overstory dominated by red
maple and American sycamore. The understory is mostly absent with an occasional
smooth blackhaw (Viburnum prunifolium) and groundcover is mostly absent. Vines of
Japanese honeysuckle and briars (Smilax sp.) are prevalent.
Jurisdictional Streams
Three stream channels are located within the project corridor. Two of the streams would
be classified as perennial, and one included intermittent and perennial reaches according
to the NCDWQ Stream Identification Forms and regulatory field review. All are
unnamed tributaries to Rich Fork in the Yadkin-Pee Dee drainage basin.
Stream 1 (Sl) is a jurisdictional channel located in the western portion of the project
corridor between Ingleside Drive and Westover Drive (Attachment C - Figure 8). This
Page 7 of 10
Hartley Drive Extension and Widening, Guilford County
Individual Permit Application
Supplemental Information - 5/08
stream begins at the Westgate Road residential development located to the north and
flows to the southwest into the project corridor. This first order stream received a score
of 52 on the USACE Stream Quality Assessment Worksheet. This stream has been
categorized as intermittent with unimportant aquatic function north (upstream) of the
proposed construction limits, and perennial important for the remaining portion located
within the project corridor.
Stream 2 (S2) is a jurisdictional channel located in the western portion of the project
corridor between Ingleside Drive and Westover Drive (Attachment C - Figure 8). This
stream begins at the Embers Road and Westgate Road residential development located to
the north and flows to the southwest where it is joined by an intermittent tributary north
of the project corridor, and then flows south into the project corridor where is joined by
Stream 1.
Stream 4 (S4) is a perennial important stream located in the eastern portion of the project
site, west of Wetland GG near the existing terminus of Hartley Drive (Attachment C,
Figure 6). This stream begins near US 311, north of Westover Drive and flows to the
southwest where it is joined by other tributaries before flowing south into the project
corridor.
Note: The final Hartley Drive Widening and Extension project corridor differs slightly
from the project corridor defined by the wetland survey prepared for the initial
jurisdictional determination request. The final design determined that a slightly larger
project corridor was needed for the Hartley Drive Extension and Widening to
accommodate the proposed construction. The wetland delineation that was completed for
the jurisdictional determination was conducted in a project corridor larger than the final
construction limits, and all of the on-site wetlands were confirmed as accurately
delineated by the USACE.
The proposed project consists of the construction of a roadway, bridge and the associated
stormwater management systems. Proposed plans for the roadway will result in impacts
to approximately 538 if of two jurisdictional perennial streams. Approximately 514 if of
streams will be impacted by filling and piping, and approximately 24 if of stream will be
impacted by excavation. In addition, impacts to wetlands potentially resulting from site
grading (fill and excavation), stormwater management, mechanized vegetation clearing
and utility installation will encompass 0.375 acre (16,335 sq. ft.).
The stream crossing in the eastern portion of the project site (Stream 4) will be bridged
and will not result in any fill impacts to this perennial important stream channel.
Construction impacts to Stream 4 are also not anticipated. Minor shading impacts to
portions of Stream 4 would occur, but are not anticipated to be detrimental to the water
quality and/or biota.
The second area of stream crossings (Streams 1 and 2) will require the relocation of the
Stream 1 channel, and the installation of 200 linear feet (If) of 60" diameter reinforced
Page 8 of 10
Hartley Drive Extension and Widening, Guilford County
Individual Permit Application
Supplemental Information - 5/08
concrete pipe (RCP) underneath the proposed roadway to provide continued conveyance
of the stream flow (Attachment C - Figures 8 and 11). The bottom portion of the pipe
will be buried 12 inches below the existing steam bed to ensure continued stream flow
and passage of aquatic organisms in periods of low flow conditions. Stabilization of the
pipe outlet will require that 0.005 acre (204 sq. ft.) of stream channel bottom be
excavated and backfilled with rip-rap resulting in 24 if of stream channel excavation
impacts. Approximately 165 if of Stream 1 and 349 if of Stream 2 will be impacted at
this crossing by the fill required to achieve the proposed grade of the roadway for a total
permanent fill impact of 514 if (Attachment C - Figures 8 and 11). Stream 1 will also
have approximately 23 linear feet of temporary impacts due to the relocation of the
sanitary sewer which will require an open cut to the channel. The stream channel will be
restored to its original conditions upon completion of the sewer relocation.
Approximately 140 if of Stream 1 will be relocated outside of the proposed limits of
construction as mitigation.
Note: Crossing the two streams at the determined location is required to connect the
proposed Hartley Drive to the existing Westover Drive within the R/W that was
dedicated by the City. Shifting the alignment of the proposed Hartley Drive from the
existing R/W is not feasible due to the design constraints imposed by the proximity of
adjacent residential developments and the topography of the project corridor.
The wetland area designated as Wetland GG would be impacted by the fill needed for the
bridge. The crossing of Wetland GG will impact a total of approximately 0.317 acre
(13,809 sq. ft.) of wetlands. Approximately 0.301 acre (13,095 sq. ft.) of the wetland
would be impacted by the fill required to achieve the proposed grade for the roadway
approach and bridge abutment (Attachment C - Figures 6 and 9). An approximately
0.006 acre (264 sq. ft.) portion of Wetland GG would be impacted by the excavation of
the drainage ditch on the south side of the toe of the slope created for the bridge
abutment. Approximately 0.010 acre (444 sq. ft.) of Wetland GG will experience
mechanized clearing impacts required for construction.
The wetland area designated at Wetland F (See Attachment C - Figures 7 and 10) would
be impacted by the fill and excavation that is required to achieve the proposed grade of
the roadway, and the installation of 120 if of 42" RCP that is required for the continued
conveyance of the waters that drain from the upland areas to the north. The crossing of
Wetland F will impact a total of approximately 0.059 acre (2,565 sq. ft.) of wetland. Fill
impacts are proposed for 0.055 acre (2,394 sq. ft.) of wetlands, while 0.004 acre (171 sq.
ft.) of wetland will be impacted by the excavation that is required for the drainage pipe
outlet. Upon completion of the excavation, approximately 8.56 cubic yards of rip-rap
will be placed at the drainage pipe outlet.
Proposed stream impacts are summarized in Table 1 below. Reference Attachment C,
Figures 6 and 8 for locations of stream impacts. Reference Attachment C, Figures 9 and
11 for cross sections of the stream crossing areas.
Page 9 of 10
Hartley Drive Extension and Widening, Guilford County
Individual Permit Application
Supplemental Information - 5/08
Table 1
Summary of Estimated Stream Impacts
Jurisdictional Type of Permanent Length of Area of
Area Jurisdictional Area Impact (Y/N) Impact (If) Im act (ft)
Stream 1 Intermittent Stream Yes - Fill 165 3060
Stream 1 Intermittent Stream No - 23 359
Excavation
Stream 2 Perennial Stream Yes - Fill 349 737
Stream 2 Perennial Stream Yes- 24 131
Excavation
Permanent Impact Totals:
0.70. ll J,7lrV AL
Wetland impacts will result from site grading, culvert installation, drainage ditch
excavation, roadway construction, and clearing. Two palustrine forested wetland areas
are within the proposed roadway footprint and will be impacted by the proposed project.
Proposed fill impacts are summarized in Table 2 below. Reference Attachment C,
Figures 6 and 7 for locations of wetland impacts. Reference Attachment C, Figures 9 and
10 for cross sections of the wetland crossing areas.
Table 2
Summary of Estimated Wetland Impacts
Jurisdictional
Area Type of
Jurisdictional Area Permanent Impact
(Y/N) Area of Impact
Wetland F Forested Wetland Yes - Fill 0.055 acre (2,394 s q. ft.)
Wetland F Forested Wetland Yes - Excavation 0.004 acre (171 s q. ft.)
Wetland GG Forested Wetland Yes - Fill 0.301 acre (13,095 sq. ft.)
Wetland GG Forested Wetland Yes - Excavation
- 0.006 acre (264 sq. ft.)

Wetland GG
Forested Wetland
Yes - Clearing
0.010 acre (444 s . ft.)
1 q?
Permanent Impact Totals:
U...5 io acre kloOoo sq. iL.)
Activities on the project site involving impacts to waters of the U.S. will be required to
follow the conditions of the Individual Permit, and applicable State consistency
conditions.
Page 10 of 10
ATTACHMENT C
FIGURES
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A. STV/Ralph Whitehead
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STV/Ralph Whitehead
Associates, Inc.
Hartley Drive Widening and Extension Soil Survey
Davidson County, NC
Davidson and Guilford Counties, NC FIGURE 3
Not to Scale
APPLICANT:CITY OF HIGH POINT LOCATION:HARTLEY DRIVE
ACTIVITY: ROADWAY EXTENSION COUNTY: GUILFORD/DAVIDSON
ROUTE: HARTLEY DRIVE STATE: NORTH CAROLINA
PROJECT": 3202000, TASK 400 DATE: 03/20/08
SCALE: I` = GOO,
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1000 W. MOREHEAD ST.
SUITE 200
CHARLOTTE, NORTH CAROLINA 28208
HARTLEY DRIVE EXTENSION
0 ft 600 fit CITY OF HIGH POINT, NC
PROJECT OVERVIEW
SCALE FIGURE 5
PHONE *:[phone] FAX *:[phone]
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LEGEND
PERMANENT PALUSTRINE FORESTED
WETLAND FILL IMPACT (0.301 AC)
PERMANENT PALUSTRINE FORESTED
WETLAND CLEARING IMPACT (0.010 AC)
PERMANENT PALUSTRINE FORESTED
WETLAND EXCAVATION (0.006 AC)
STREAM FILL IMPACT
(0 AC; 0 LF)
WETLAND BOUNDARY:
STREAM BOUNDARY:
EROSION CONTROL FENCING LINE:
CONSTRUCTION }LIMITS:
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APPLICANT:CITY OF HIGH POINT LOCATION: HARTLEY DRIVE
IIZZA ACTIVITY: ROADWAY EXTENSION COUNTY: GUILFORD/DAVIDSON
STATE: NORTH CAROLINA
ROUTE: HARTLEY DRIVE DATE: 06/14/07
PROJECT": 3202000, TASK 400 SCALE: 111 = 80'

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STV/RALPH WHITEHEAD ASSOCIATES
1000 W. MOREHEAD ST.
SUITE 200
CHARLOTTE, NORTH CAROLINA 28208
HARTLEY DRIVE EXTENSION
?S CITY OF HIGH POINT, NC
..0 ft 80 ft SITE PLAN (FIGURE 6)
1
SCALE PHONE -: [phone] FAX *: [phone]
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LEGEND APPLICANT:CITY OF HIGH POINT
PERMANENT PALUSTRINE FORESTED ACTIVITY: ROADWAY EXTENSION
WETLAND FILL IMPACT (0.055 AC)
PERMANENT PALUSTRINE FORESTED ROUTE: HARTLEY DRIVE
WETLAND CLEARING IMPACT (0 AC) PROJECT#: 3202000, TASK 400
PERMANENT PALUSTRINE FORESTED
WETLAND EXCAVATION (0.004 AC)
STREAM FILL IMPACT

( O AC; O LF) RIPRAP APRON
231 SF
WETLAND BOUNDARY: 8.56 Cy
STREAM BOUNDARY: ---

EROSION CONTROL FENCING LINE: PERMANENT PALUSTRINE FORESTED
WETLAND EXCAVATION IMPACT

CONSTRUCTION LIMITS:
- - - - - +/- 171 SF = 0,004 AC
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DATE: 06/14/07
SCALE: ill = 80'
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1000 W.MOREHEAD ST.
SUITE 200
CHARLOTTE, NORTH CAROLINA 282D8
HARTLEY DRIVE EXTENSION
CITY OF HIGH POINT, NC
SITE PLAN (FIGURE 7)
PHONE [phone] FAX [phone]

LEGEND APPLICANT:CITY OF HIGH POINT LOCATION:HARTLEY DRIVE
PERMANENT PALUSTRINE FORESTED ACTIVITY: ROADWAY EXTENSION COUNTY: GUILFORD/DAVIDSON
WETLAND FILL IMPACT (0 AC) STATE: NORTH CAROLINA
PERMANENT STREAM ROUTE: HARTLEY DRIVE DATE: 03/20/08
EXCAVATION IMPACT (0.005 AC; 24 LF) PROJECT": 3202000, TASK 400 SCALE: 1" = 80'
PERMANENT STREAM FILL IMPACT
(0.087 AC; 514 LF)
TEMPORARY STREAM HVAC \N?
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EXCAVATION IMPACT (0.008 AC; 23 LF) 2SFD
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WETLAND BOUNDARY: ----me---- lb ST RAE WALL //
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\ 3060 SF = fd:07 AC HYAC
///-,A ORAGE
IZ ? PILE?

?. GR1U 350 +
\ ? SHED
L/D Wa -17

SO

INSET A "'?'S/ 3? . TLEY
DRIVE
PERMANENT STREAM 200 LF 60'RCP
} EXCAVATION IMPACT
I
+/- 204 SF =
0.005 AC '

/

GT_
RIPRAP APRON EROSION CONTROL
I
/ 433 SF FENCING LINE
16.04 CY
=__? \
F
EROSION CONTROLS
FENCING LINE

\ TEMPORARY STREAM EXCAVATION IMPACT
+/- 359 SF = 0.008 AC
F\
' STREA RELOCATION

D STV/RALPH WHITEHEAD ASSOCIATES

? ?--
\ D / 1000 W. MOREHEAD ST.
SUITE 200
_-
PE RMANENT STREAM 2 FILL IMPACT
017 AC \
+/- 737 SF = 0 CHARLOTTE, NORTH CAROLINA 28208
.
PROP. SEWER LINE HARTLEY DRIVE EXTENSION
CITY OF HIGH POINT, NC
0 ft 80 ft SITE PLAN (FIGURE 8)
-? SCALE PHONE -z [phone] FAX •:1704) 372-3393
F - ------- - -------------------
VOLUME OF FILL IN WETLAND CALCULATION
AREA OF WETLAND FILL IMPACT = 13,095 SF
AVERAGE FILL HEIGHT = 20 FT
VOLUME OF FILL = 13,095 SF X 20 FT = 261,900 CF
= 9,700 CY
19.25'
86.68'
3'
PROPOSED
GROUND
830 ft
825 ft
820 ft
815 fit
810 ft
805 ft
800 ft
-WETLAND
EXCAVATION
IMPACT
PROPOSED
TOE OF FILL DITCH
CROSS SECTION A-A
-HARTLEY- STA. 31+50
PROPOSED
CENTERLINE
26.75' 26.75'
T PROPOSED
GRADE
EXISTING
GROUND
VOLUME OF EXCAVATION IN WETLAND CALCULATION
AREA OF WETLAND EXCAVATION IMPACT = 264 SF
AVERAGE EXCAVATION DEPTH = 3 FT
VOLUME OF EXCAVATION = 264 SF X 3 FT = 792 CF
= 29.33 CY
WETLAND
FILL IMPACT
WETLAND
CLEARING
IMPACT
Oft 20 ft
SCALE
L-
18.63'
1
3T2-3393
?-- -- --------------- ---- -- --?
CROSS SECTION
VOLUME OF FILL IN WETLAND CALCULATION
AREA OF WETLAND FILL IMPACT = 2,394 SF
AVERAGE FILL HEIGHT = 8 FT
VOLUME OF FILL = 2,394 SF X 8 FT = 19,152 CF
= 709.33 CY
PROPOSED
GROUND
16.91' 32.48'
840 fit
835 ft INVERT
830 fit
825 ft
820 ft
= 829.10
CROSS SECTION B-B
-HARTLEY-
PROPOSED
CENTERLINE
35.14'
EXISTING
GROUND
WETLAND
EXCAVATION IMPACT
WETLAND
FILL IMPACT
VOLUME OF EXCAVATION IN WETLAND CALCULATION
AREA OF WETLAND EXCAVATION IMPACT = 171 SF
AVERAGE EXCAVATION DEPTH = 2 FT
VOLUME OF EXCAVATION = 171 SF X 2 FT = 342 CF
= 12.67 CY
PROPOSED 42"RCP
W/NCDOT STD. 838.80
ENDWALLS
0 ft 20 ft
SCALE
INVERT = 833.60
35.08'
PROPOSED
GRADE
27.62'
------------------------
VOLUME OF FILL IN STREAM CALCULATION
AREA OF STREAM FILL IMPACT = 0.087 AC = 3,797 SF
AVERAGE FILL HEIGHT = 18 FT
VOLUME OF FILL = 3,797 SF X 18 FT = 68,346 CF
= 2,531.33 CY
CROSS SECTION C-C
-HARTLEY-
820 ft
815 ft
810 ft
805 ft
800 ft
VOLUME OF EXCAVATION IN STREAM CALCULATION
AREA OF STREAM EXCAVATION IMPACT = 150 SF
AVERAGE EXCAVATION DEPTH = 5 FT
VOLUME OF EXCAVATION z:150 SF X 5 FT = 750 CF
= 27.78 CY
0 ft 25 ft
SCALE
= 16.^50'
I_
CROSS SECTION
CROSS SECTION D-D
-SANITARY SEWER-
828
EXISTING
GROUND
824
820 ?-
816
812 -
EX. 12' SANITARY SEWER
VOLUME OF TEMPORARY STREAM EXCAVATION CALCULATION
AREA OF STREAM EXCAVATION IMPACT = 100 SF
AVERAGE DEPTH OF SANITARY SEWER = 5.7 FT
VOLUME OF TEMPORARY EXCAVATION = 100 SF x 5.7 FT = 570 CF
= 21.11 CY
co m
J J
3 3
i V
---------------
PROP. 132 LF OF 12' DIP c 2.42%
TEMPORARY STREAM EXCAVAION IMPACT
AREA =100 SF
AVERAGE DEPTH = 5.7 FT
STV/RALPH WHITEHEAD ASSOCIATES
1000 W.MOREHEAD ST.
SUITE 200
CHARLOTTE, NORTH CAROLINA 28208
HORTLEY DRIVE EXTENSION
CITY OF HIGH POINT. NC
0 ft 80 ft SITE PLAN (FIGURE 12)
SCALE PHONE °:[phone] FAX ':17041372-3393
ATTACHMENT D
PUBLIC COMMENT/RESPONSE
North Carolina Wildlife. Resources Commission
Fred A.
Director
MEMORANDUM
TO: Mr. Andrew E. Williams, U.S. Army Corps of Engineers
Raleigh Regulatory Field Office
FROM: Shari L. Bryant, Piedmont Region Coordinator
Habitat Conservation Program ' Vie`-?`-?f
DATE: 7 January 2008' b
SUBJECT: "Public Notice for. the City, of High Point, iIartley Drive Widening and Extension,
Guilford County, North Carolina. Corps Action ID -9: 2007-03968
Biologists with the North Carolina Wildlife Resources Commission (NCWRC) have reviewed the
subject document.., Our comments are provided-in accordance with provisions of the Clean Water Act of
1977 (as amended); Fish and Wildlife Coordination Act (48 5tat. 401, as amended, 16 U.S.C. 661-667d),
and North Carolina General Statutes (G.S. 113-131 et seq.).
The City of High Point proposes to impact 0.349 acres of wetlands and 518 linear feet of
perennial stream. channel.The impacts are associated with the widening of the existing Hartley Drive and
nbw road construction from the Hartley Road termini to. the existing Westover drive. The purpose of the
project is to improve access to US 311 and the City of High Point and to reduce traffic on Westover
Drive. The proposed project includes construction of roadway, bridge and associated stormwater
management systems. The applicant proposes mitigation for wetland and stream channel impacts at a 1:1
ratio by providing payment into the North Carolina Ecosystem Enhancement Program. The U.S. Army
Corps of-Engineers may require a-2:i ratio for some stream channel and all wetland impacts.
Proposed construction would impact two unnamed tributaries to Rich Fork in the Yadkin-Pee Dee
River basin. One stream would be bridged and impacts to another stream on site are not anticipated.
Impacts to wetlands would result from site grading, stormwater management, mechanized vegetation
clearing and utility installation. The second area of stream crossings would require relocation of the
stream channel, and installation of 200 linear feet of 60-inch diameter reinforced concrete pipe (RCP)
underneath the proposed roadway, to provide continued conveyance of the stream flow. The bottom
portion of the pipe would be buried 12-inches below the existing stream bed to insure continued stream
flow and passage of aquatic organisms in periods of low flow conditions.
We hesitate to concur with the piping of any stream due to the potential negative impacts to
downstream areas and the elimination of aquatic and terrestrial wildlife habitat. Generally, we prefer
spanning structures (bridges). Spanning structures usually do not require work within the stream or
stream channel realignment. The horizontal and vertical clearances provided by bridges allows for human
Mailing Address: Division of Inland Fisheries 1721 Mail Service Center'- Raleigh; NC= 27699-1721
Teiephoiie: (9I9) 733-3633 Fax: [phone]
Z"d SZ9L'6trb"9EE queRua iuegg eSE:11 BO LO Uer
Page 2
7 January 2008
Hartley Drive Widening and Extension
Corps Action 1D#: 2007-03968
and wildlife passage beneath the structure, does not block fish passage, and does not block navigation by
canoeists and boaters. Additionally, we are concerned about impacts to wetlands due to their wildlife
habitat value and the well-known beneficial functions these areas provide for flood control and water
quality protection.
Should the permit be issued, we recommend the following conditions be incorporated into the
permit to further minimize impacts to aquatic and terrestrial wildlife resources.
1. Bridge deck drains should be directed to buffer areas or retention basins and not discharged
directly into the stream.
2. Live concrete should not be allowed to contact the water in or entering into the stream.
3. If possible, bridge supports (bents) should not be placed in the stream.
4. A clear bank (rprap free) area of at least 10 feet should remain on each side of the stream
underneath the bridge.
5. Culverts must be designed to allow for aquatic life and fish passage. Generally, the culvert or
pipe invert should be buried at least 1 foot below the natural streambed (measured from the
natural thalweg depth). If multiple barrels are required, barrels other than the base flow barrel(s)
should be placed on or neat stream bankfull or tloodplain bench elevation (similar to Lyonsfield
design). These should be reconnected to floodplain benches as appropriate. This may be
accomplished by using sills on the upstream and downstream ends.to restrict or divert flow to the
base flow barrel(s). Silled barrels should be filled with sediment so as not to cause noxious or
mosquito breeding conditions. Sufficient water depth should be provided in the base flow
barrel(s) during low flows to accommodate fish movement. If culverts are longer than 40-50
linear feet, alternating or notched baffles should be installed in a manner that mimics existing
stream pattern. This should enhance aquatic. life passage: 1) by depositing sediments in the
barrel, 2) by maintaining channel depth and flow regimes, and 3) by providing resting places-for
fish and other aquatic organisms. In essence, base flow barrel(s) should provide a continuum of
water depth and channel width without substantial modifications of velocity.
6. If multiple pipes or cells are used, at least one pipe or box should be designed to remain dry
during normal flows to allow for wildlife passage.
7. Culverts or pipes should be situated along the existing channel alignment whenever possible to
avoid channel realignment. Widening the stream channel must be avoided. Stream channel
widening at the inlet or outlet end of structures typically decreases water velocity causing
sediment deposition that requires increased maintenance and disrupts aquatic life passage,
8. Riprap should not be placed in the active thalweg channel or placed in -the streambed in a manner
that precludes aquatic life passage. Bioengineering boulders or structures should be
professionally designed, sized, and installed-
9. Sedimentation and erosion control measures sufficient to protect aquatic resources must be
implemented prior to any ground disturbing activities. Structures should be maintained regularly,
especially following rainfall events.
10. Temporary or permanent herbaceous vegetation should be planted on all bare soil within 15 days
of ground disturbing activities to provide long-term erosion control.
6 'd S29L IG-Hr 1 96E queRUg Tieys e9E = T T BO LO Uer
Page 3
7 January 2008
Hartley Drive Widening and Extension
Corps Action ID#: 2007-03968
11. All work in or adjacent to stream waters should be conducted in a dry work area. Sandbags, rock
berms,. cofferdams, or other diversion structures should be used where possible to prevent
excavation in flowing water.
12. Heavy equipment should be operated from the bank rather than in stream channels to minimize
sedimentation and reduce introducing other pollutants into streams. All-mechanized equipment
operated near. surface waters should be inspected aiid. maintained regularly to prevent
contamination of surface waters from fuels, lubricants, hydraulic fluids or other toxic materials-
13. Natural channel design methods should be used for any relocated portions of stremn,channel.
14. If temporary access roads or detours are constructed, they should be removed back to original
ground elevations immediately upon the completion of the project. Disturbed areas should be
seeded or mulched to stabilize the soil and native tree species should be planted with a spacing of
not more than 10-feet x10 feet If possible, when using temporary structures the area should be
cleared but not grubbed Clearing the area with chain saws, mowers, bush-hogs, or other
mechanized equipment and leaving the stumps and root mat intact, allows the area to revegetate
naturally and minimizes disturbed soil.
I S. Only clean, sediment-free rock should be used as temporary fill (causeways), and should be
removed without excessive disturbance of the natural.stream bottom when construction is
completed.
Thank you for the opportunity to comment on this project. If we can provide further assistance,
please contact our office at [phone].
cc: Cyndi Karoly, DWQ
ec: Mark Sowers, USFWS
it -al Sa9G'6frft'9EE queRua Tie4s e96:11 so GO ueC
K
STV/Ralph Whitehead Associates
1000 West Morehead Street. Suite 200
Charlotte. North Carolina 28208
[phone] fax: [phone]
May 5, 2008
Via FEDERAL EXPRESS
North Carolina Division of Water Quality
Winston-Salem Regional Office
585 Waughtown Street
Winton-Salem, NC 27107
Attention: Ms. Sue Homewood
Subject: Response to Public Comments
Hartley Drive Widening and Extension
City of High Point, Guilford County, NC
NCDWQ #07-1995
USACE Action I.D. #2006-20795
STV/RWA Project No. 3202000
Dear Ms. Homewood,
This letter has been prepared to address the public comments that have been received
regarding the above referenced project. A response to each of the comments that were
made is presented. A copy of the one comment letter that has been received is attached to
this response letter. The North Carolina Wildlife Resources Commission (NCWRC) was
the only entity to comment on this proposed project.
Comment: The NCWRC hesitates to concur with the piping of Stream 2, due to the
potential negative impacts to downstream areas and the elimination of aquatic and
terrestrial habitat. The NCWRC would prefer a spanning structure such as a bridge to
avoid working within the stream, and avoid channel realignment. Bridges also provide
clear passage for humans and wildlife, does not block fish passage, and does not block
navigation by canoeists and boaters.
Response: The largest of the streams on site (Stream 4) will be spanned by a bridge.
Stream 2 (which will be piped) does not have a fish population in the impacted area, and
is not navigable. The high cost of span bridges makes it impractical to use them at minor
crossings. The bottom of the culvert that has been proposed for Stream 2 will be buried
below the stream bed to allow for wildlife passage at low flow events, which will be the
majority of the time.
1
an employee-owned company providing quality service since 1912
Comment: The NCWRC is concerned about impacts to wetlands due to their wildlife
habitat value and the well-known beneficial functions wetland areas provide for flood
control and water quality protection.
Response: The impacts to wetland areas within the project corridor are anticipated to be
minimal (0.376 acre). These impacts will be mitigated in part by creating wetlands on
site and purchasing the remaining wetland mitigation credits from the North Carolina
Ecosystem Enhancement Program. Wetland ratings worksheets prepared for the project
indicate that Wetland F has a wetland rating of 64 and Wetland GG has a wetland rating
of 58, which indicates that these areas are not considered to be high value systems.
Comment: The NCWRC would like the bridge drains directed to buffer areas or
retention basins and not discharged directly to the stream.
Response: The collected stormwater will be either treated in a retention basin, or
discharged to buffer areas as shown in Attachment A - Stormwater Management Plan,
Hartley Drive Roadway Drainage Map. There will be no direct discharges to streams.
Comment: The NCWRC does not want live concrete to contact in or entering the stream.
Response: Precautions will be taken during construction to prevent concrete from
coming into contact with the stream or with the runoff entering the stream until the
concrete has hardened. The construction contractor will be advised of this requirement
on the construction documents.
Comment: The NCWRC does not want any of the bridge bents to be placed within the
stream.
Response: As the construction plans show for the crossing of Stream 4, no bridge bents
will be located within the stream (Attachment C - Figure 6).
Comment: The NCWRC would like to see a clear bank (riprap free) area of at least 10
feet on each side of the stream under the bridge.
Response: The stream at the bridge crossing (Stream 4) will have no riprap on either
bank. Riprap will be placed on the slopes at the abutments, but will be typically be 25
feet or more from the stream bank and will not be within 10 feet of the stream bank.
Comment: The NCWRC would like to see the culverts designed to allow for aquatic life
and fish passage with the pipe invert buried at least I foot below the natural stream bed,
the use of silled barrels, and alternating or notched baffles.
Response: As the construction plans show, the culverts will be buried approximately one
foot below the elevation of the natural stream bed. It is anticipated that the size of the
proposed culverts will afford the opportunity for natural meanders to form within the pipe
over time. There are no fish populations in the areas where the culverts are to be used,
and the passage of other aquatic species will not be blocked.
Comment: If multiple pipes or cells are used, at least one pipe should be designed to
remain dry during normal flows to allow for wildlife passage.
Response: A single pipe has been proposed for each of the culvert crossings; multiple
pipes or cells are not proposed.
2
Comment: The NCWRC would like the culverts placed along the existing channel
alignment when possible to avoid channel realignment.
Response: The proposed culvert at Wetland F will be placed along the existing alignment
of the headwater channel. The proposed culvert at Streams 1 and 2 will not be placed
along the existing channel alignment due to the meandering nature of the streams in this
portion of the project corridor, but will follow the general alignment to the greatest extent
practicable.
Comment: The NCWRC does not want riprap placed within the thalweg of the stream,
and wants bioengineered boulders or structures professionally designed, sized and
installed.
Response: The proposed relocated stream will have no rocks or other materials placed
within the thalweg. The proposed rock vane will not impact the thalweg. No obstruction
to aquatic life passage will be placed within the thalweg. Boulders that are unearthed
during preliminary grading activities will be stockpiled for use along designated stream
bank areas. Boulders will be sized and placed accordingly along these stream bank areas
to form a boulder revetment under the supervision of the wetland scientist in charge. If
an insufficient amount of boulders is unearthed, or if the boulders are inadequately sized,
coir logs will be installed along the stream bank instead for the stream bank protection.
Comment: Sedimentation and erosion control measures sufficient to protect aquatic
resources must be implemented prior to any ground disturbing activities. Structures
shall be maintained regularly, especially following rainfall events.
Response: A NCDENR-approved erosion and sedimentation control plan will be
implemented prior to ground disturbing activities and will be maintained regularly.
Comment: Temporary or permanent herbaceous vegetation should be planted on all
bare soil within 15 days of ground disturbing activities to provide long term erosion
control.
Response: Stockpiled soils may be temporarily seeded with an annual ryegrass or
equivalent herbaceous species. All exposed soils will be seeded appropriately within 15
days of grading and/or project completion at that location.
Comment: All work in or adjacent to stream waters should be conducted in a dry work
area. Diversion structures should be used where possible to prevent excavation in
flowing water.
Response: The existing Stream 1 flow will be maintained until after the construction of
the culvert and relocated stream channel has been completed. After the relocated channel
is completed and stabilized, water will be diverted from the existing stream channel into
the relocated stream channel. There are no other culverts being installed in flowing
streams as part of this project.
Comment: Heavy equipment should be operated from the bank rather than in the stream
channels. All mechanical equipment shall be inspected and maintained regularly to
3
prevent contamination of surface waters from fuels, lubricants, hydraulic fluids or other
toxic materials.
Response: The project corridor streams are typically <3 feet wide and therefore it will
not be necessary to impact the streams with heavy equipment. All mechanical equipment
shall be inspected and maintained regularly to prevent contamination of surface waters
from fuels, lubricants, hydraulic fluids or other toxic materials.
Comment: Natural channel design methods should be used for any relocated portions of
the stream channel.
Response: The relocated stream channel has been designed to mimic the pattern, profile
and dimensions of the existing channel to be impacted.
Comment: If temporary access roads or detours are constructed, they should be removed
back to original ground elevations immediately upon completion of the project.
Disturbed areas should be seeded or mulched to stabilize the soil and native tree species
should be planted with a spacing of no more than 10 feet x 10 feet.
Response: No temporary access roads or detours are proposed. Disturbed areas within
the project corridor will be vegetated (seeded and mulched) upon completion of project
activities in a given area. Native tree species will be planted within the wetland
mitigation area.
Comment: Only clean, sediment free rock should be used as temporary fill (causeways),
and should be removed without excessive disturbance of the natural stream bottom when
construction is completed.
Response: No temporary causeways are proposed.
Please do not hesitate to contact either of the undersigned at 704-372-1885, if you have
any questions.
Sincerely,
STV/RALPH WHITEHEAD ASSOCIATES, INC.
n r?J to ??
Brandon Phillips, /.H.M.M. Michael A. lagnocco, P.W.S.
Sr. Environmental Specialist Senior Scientist
cc: Keith Pugh, P.E., City of High Point
Ian McMillan, DWQ
4
ATTACHMENT E
ENGINEERING PLANS

CITY OF HIGH POINT
DAVIDSON AND GUILFORD COUNTIES
LOCATION. HARTLEY DRIVE FROM US 311(N. MAIN STREET)
TO WESTOVER DRIVE
TYPE OF WORK GRADING, DRAINAGE, PAVING, WIDENING,
SIGNING, PAVEMENT MARKING, GUARDRAIL,
CULVERTS, SIGNALS, UTILITIES, AND STRUCTURE
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BEGIN

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END '
PROJECT
d

VICINITY MAP
A.
p ?'3?kT;
SAY ?? 7 200
END CONSTRUCTION
N. MAIN STREET
sTA.li+44.33 _????SAN?S???
A.
STA. 12+52.17

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- I
BEGIN CONSTRUCT
GALLOWAY FARM
1
I ! a STA. 10+00.00
_
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- I ?- END CONSTRUCT

_
6 CALLOWAY FAR
IA. 11+70.25
j

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BEGIN CONSTRUCTION
8
° o WESTOVER DRIVE
-' S
p
a STAJ2+54.68
TRUCTION
ND
N
i E
CO
S
SHADOW VALLEY ROAD END CONS
STA. 15+09.23 W. HARTLE'
STA.10+45.16
-L- STA. 70+51.79
STV(RRlph Whitehead Associates
RIGHT OF WAY PLANS FOR REVIEW 3/2" BOX E35624 , NC CLEARING ON THIS PROJECT ESUALL D BY RE PREFORMED
CHARLOTTE, NC 28235-5624 TO THE LIMITS ESTABLISHED BY METHOD H
INCOMPLETE PLANS
W NOT USE FOR R/W ACONStEION
GRAPHIC SCALES DESIGN DATA PROJECT LENGTH
50 0 50 100 ADT 2006 = 5,400
ADT 2030 =17,500 LENGTH OF ROADWAY PROJECT
PLANS DHV = 13 %
50 0 50 100 D = 55 % LENGTH OF STRUCTURES, PROJECT
0 t
PROFILE (HORIZONTAL) V = 50 MPH TOTAL LENGTH OF PROJECT
10 0 10 20
W.1 I
? PROFILE (VERTICAL) « TIST DUAL
Prepared in the Office of, HYDRAULICS ENGINEER
STV / RALPH WHITEHEAD ASSOCIATES
for Phe City of High Point
L465 AH mas srARnARD srECmrCAnoxs
P.R
0."8 MI RIGHT OF WAY DATE. KEN HERRING, P.E. Ems"
PROJECT ERGnM&R ROADWAY DESIGN
1.513 M! ENGINEER
LE777NG DATE. _ KIT PERSIANI, P.E.
PROJECT DRUM ERGLmBR
P.E.
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®STV/ Mph Whitehead Associates PROJECT REFERENCE NO. SHEET NO.
2287 2
t
o P.O. BOX 35624
CHARLOTTE, NC 28235-5624 ROADWAY DESIGN PAVEMENT DESIGN
ENGINEER ENGINEER
INCOMPLF E PLANS
DO NOT USE FOA U. ACQUISITION
VARIES 26.75'- 44.75' VARIES 26.75'- 44.75'
RAISED MEDIAN
VARIES 4' TO 28' R2
VARIES 7.5'-10' VARIES 11.5'- 12' VARIES 11.5'-12' VARIES VARIES VARIES 11.5'-12' VARIES 11.5'-12' VARIES 7.5'-10'
VARIES 0.5'- 3' 2'- 8' 2 - 20 VARIES 0.5'- 3' EXISTING
5'-6' 2'
SIDEWALK 0.75' 2'
0.75 5'-6' V-2' ,
SIDEWALK 10 1 GROUND
- 0.02 FM
_ 0.02 FOFf
1 0.02 FTFT 0.02 F6FT
0_02 FT?fT -4 I,$_ 1
00 ,02 FFW1
t0 1 ,? ..
EXISTING ?•\ t .
GROUND JP? S T El pl Ci GRADE
Rl t' POINT 1' Rl 1'
- C1 Dl
1'
S
C2
-.TRAFFIC
_
TYPICAL SECTION NO. 1 El

16+10
20
16 TO STA
L
STA
45
L
10 T
- ---------------
------------ ---
VARIABLE
.
-
+
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-
-
.
. W
-
-
-L- STA. 19+14.56 TO STA.-L- 22+00.00 /U MILLING
-L- STA. 28+78.93 TO STA.-L- 31+43.17 (BEGIN BRIDGE) ETRAFFIC _
-L- STA. 33+96.83 (END BRIDGE) TO STA. -L- 65+02.00
----------------------
- ------------------- ------------ ---
L -)'ABLE
A
,
DET
I
MILLING
U
(N.T.S.)
VAR. MILLING
? ? USE AT TIE-IN LOCATIONS AND
AS DIRECTED BY ENGINEER
' '
' ' (TY PICAL DETAIL FOR ALL TYPICAL SECTIONS)
10
VARIES 3T
- 32.75
VARIES 31'- 39'
_ VARIES 14' TO 23.75' 10
PAINTED MEDIAN
5' 12' 12' VARIES VARIES 12' 12' 5' 2'
SIDEWALK 7'-8.75' 7'-15' SIDEWALK EXISTING
2' L I ?•1
O
GROUND
I 1 GRADE W T T
PO
INT JPS"A,g
0.02 Fr/FT 0.02 FTfT
0.02 Fr/Fr 0.02 FPFT
EXISTING J?A`
GROUND S
13 1 Cl 6U C1 Dl S
T El
? El
EXISTING PAVEMENT T
VARIES 24' TO 30'
TYPICAL SECTION NO. 2
-L- STA. 16+10.20 TO STA. -L- 19+14.56
-L- STA. 22+00.00 TO STA. -L- 28+78.93
SURVEY
C1 3
a
r O D1 E2
o PAVEMENT SCHEDULE
N PROP. APPROX. 3" ASPHALT CONCRETE SURFACE COURSE TYPE 2 W„ U 212
m
N C1 58.58, AT AN AVERAGE RATE OF 168 LBS. PER SD. YD. IN EACH Ft PROP. APPROX. B" GRADED AGGREGATE BASE SURVEY 4 EXISTING 3„ MIN. MIN.
3"
i
r OF TWO LAYERS. MIN. MIN
00 C2 PROP. APPROX. 1,5" ASPHALT CONCRETE SURFACE COURSE TYPE Al 1'-6" CONCRETE CURB AND GUTTER
59.56, AT AN AVERAGE RATE OF 168 LBS. PER 80. YD.
C1 Detail Showing Method of Wedging

V
AR. DEPTH ASPHALT CONCRETE SURFACE COURSE, TYPE 59.58 GRAOR
3
06INT2
E2
D2 2

C1
C3 AT AN AVERAGE PATE OF 112 LBS. PER SD. Y0. PER 1" DEPTH, R2 2'•6" CONCRETE CURB ANO GUTTER
" DI EZ
TO BE PLACED IN LAYERS NOT TO EXCEED 2.0
IN DEPTH.
PROP. APPROX. 4" ASPHALT CONCRETE INTERMEDIATE COURSE *
Di TYPE I19.OB, AT AN AVERAGE RATE OF 456 LBS. PER SOYS 4" CONCRETE SIDEWALK 1I
VAR. DEPTH INTERMEDIATE COURSE, TYPE I19.OB, AT AN AVERAGE 214"
D2 RATE OF 114 LBS. PER S0. YD. PER 1" DEPTH, TO BE PLACED T EARTH MATERIAL
" V MI MIN.
= IN LAYERS NOT TO EXCEED 4.0
IN DEPTH. MIN 2 l2"
' a PROP. APPROX. 6" ASPHALT CONCRETE BASE COURSE, TYPE MIN. 3"
MIN
m E1
EA
, AT
AN
AVERAGE PATE OF 942 LBS. PER S0. YD. IN U EXISTING PAVEMENT
EA Detail Showing Method Of Wedging .
MI"
Wedging Detail For Resurfacin
9
a? m CH
O
TWO
CH OF
LAYERS.
oT VAR. DEPTH ASPHALT CONCRETE BASE COURSE, TYPE B25.OB, AT
\°'ro
AN F

W SEE WEDGING DETAIL
E2 TO
BEEPLACEDAIN LAYERS NOT TOEEXCEED Y5:5, IN DEPTH.

TYPICAL DETAILS FOR ALL TYPICAL SECTIONS)
MEo

P
N
m
L
10' VARIES 12'- 20.75' VARIES 12'- 20.75'
8' 2' 12' VARIES 0' TO 17.5' 12'
PS PAINTED MEDIAN
GRADE W
POINT
0.0FFWT 0.02 FThT 0.02 FM
50 Z•)
EXISTING NPR Al T El DI Cl U Cl
GROUND EXISTING PAVEMENT
VARIES 0' TO 24.5'
TYPICAL SECTION NO. 3
-L- STA. 65+02.00 TO STA.-L- 70+51.79
0.08 FiF'T
--E-----`.4:1 A:1

10' 1
EXISTING
GROUND
C
m
v
N
a
x
i
m
00
vau
PAVEMENT SCHEDULE
PROP. APPROX. 3" ASPHALT CONCRETE SURFACE COURSE TYPE
Cl $9.58, AT AN AVERAGE RATE OF 188 LBS. PER SO. YD. IN EACH F1 PROP. APPROX. 6" GRADED AGGREGATE BASE
OF TWO LAYERS.
02 PROP. APPROX. 1.5" ASPHALT CONCRETE SURFACE COURSE TYPE '
"

59.58, AT AN AVERAGE RATE OF 168 LOS. PER SQ. YD. R1 1
-6
CONCRETE CURB AND GUTTER
VAR. DEPTH ASPHALT CONCRETE SURFACE COURSE, TYPE 39.58
C3 AT AN AVERAGE RATE OF 112 LBS. PER SO. YD. PER 1" DEPTH,
" fl2 2'•S" CONCRETE CURB AND GUTTER
TO BE PLACED IN LAYERS NOT TO EXCEED 2.0
IN DEPTH.
PROP. APPROX. 4" ASPHALT CONCRETE INTERMEDIATE COURSE,
D1 TYPE I19.OB, AT AN AVERAGE RATE OF 456 LBS. PER SQ. Y0. S 4" CONCRETE SIDEWALK
VAR. DEPTH INTERMEDIATE COURSE, TYPE I19.OB, AT AN AVERAGE
D2 RATE OF 114 LBS. PER SQ. YD. PER 1" DEPTH, TO BE PLACED T EARTH MATERIAL
IN LAYERS NOT TO EXCEED 4.0" IN DEPTH.
PROP. APPROX. 6" ASPHALT CONCRETE BASE COURSE, TYPE
El B25.OB, AT AN AVERAGE RATE OF 342 LBS. PER SO. YD. IN U EXISTING PAVEMENT
EACH OF TWO LAYERS.
VAR. DEPTH ASPHALT CONCRETE BASE COURSE, TYPE B25.OB, AT
E2 AN AVERAGE RATE OF 114 LBS. PER SO. YD. PER 1" DEPTH, W SEE WEDGING DETAIL
TO BE PLACED IN LAYERS NOT TO EXCEED 5.5" IN DEPTH.
PROJECT REFERENCE N0.
NO.
NO.
STV/Ra1pbR'hite6eadAssociate s 2287 2-A
P,O. BOX 35624
CHARLOiiE
NC 28235-5624
® ROADWAY DESIGN P AVEMENT DESIGN
, ENGINEER ENGINEER

INCOMPLE E PLANS
W NOT U9e FOR /W ACQUISITION
VARIES 13' TO 16' VARIES 13' TO 16'
2'
Cl 1 PoIRADNT i Cl
0.02 FT/FT 0.02 FGFT
El Dl U DI El T
L_ EXISTING PAVEMENT
VARIES 0' TO 32'
TYPICAL SECTION NO. 4
-Yl- (INGLESIDE DRIVE)
STA. 10+48.00 TO STA. 13+07.74
EXISTING
GROUND
EXISTING
GROUND
PROJECT REFERENCE NO. SHEET NO.
®s Ralph Whitehead Associates
2287
2-8
P.O. BOX 3562 35624
CHARLOTTE, NC 28235-5624
ROADWAY DESIGN
PAVEMENT
ENGINEER
EE0.
ENGINEER

INCOMPLE E PLANS
W NOT USE FOR /W Awue1TION
TYPICAL SLCIIUN NU. 5
-Y2- (WESTOVER DRIVE)
STA. 12+54.68 TO STA. 16+08.81
rL
6' 10' 10' 6' 8'
1 i-
GRADE
POINT
0.06 FT/FT 0.02 FLFT 0.02 FDFT 0.0_8,Fw7
EXISTING GROUND 4•,1 4.
T F1 C2 C2 F1 T
TYPICAL SECTION NO. 7
N
d
Y
0
N
m
M
-Y4- (CALLOWAY FARM ROAD)
STA. 10+00.00 TO STA. 11+70.25
PAVEMENT SCHEDULE
PROP. APPROX. 3" ASPHALT CONCRETE SURFACE COURSE TYPE
C1 89.5B, AT AN AVERAGE RATE OF 168 LBS. PER SO. YD. IN EACH F1 PROP. APPROX. S" GRADED AGGREGATE BASE
OF TWO LAYERS.
PROP. APPROX. 1.5" ASPHALT CONCRETE SURFACE COURSE TYPE
C2
S9.SB, AT AN AVERAGE RATE OF 168 LBS. PER S0. YD. R1 1'-8" CONCRETE CURB AND GUTTER
VAR. DEPTH ASPHALT CONCRETE SURFACE COURSE, TYPE S9-6B
C3 AT AN AVERAGE RATE OF 112 LBS. PER 80. YD. PER 1" DEPTH, R2 2'-8" CONCRETE CURB AND GUTTER
TO BE PLACED IN LAYERS NOT TO EXCEED 2.0" IN DEPTH.
PROP. APPROX. 4" ASPHALT CONCRETE INTERMEDIATE COURSE,
01 TYPE 119.08, AT AN AVERAGE RATE OF 456 LBS. PER SO. Y0. S 4" CONCRETE SIDEWALK
VAR. DEPTH INTERMEDIATE COURSE, TYPE 119.08, AT AN AVERAGE
D2 RATE OF 114 LBS. PER S0. YD, PER 1" DEPTH, TO BE PLACED T EARTH MATERIAL
IN LAYERS NOT TO EXCEED 4.0" IN DEPTH.
PROP. APPROX. 8" ASPHALT CONCRETE BASE COURSE, TYPE
E1 B25.06, AT AN AVERAGE RATE OF 342 LBS. PER SQ. YD. IN U EXISTING PAVEMENT
EACH OF TWO LAYERS.
VAR. DEPTH ASPHALT CONCRETE BASE COURSE, TYPE B25.OB, AT
E2 AN AVERAGE RATE OF 114 LBS. PER S0. YD. PER 1" DEPTH, W SEE WEDGING DETAIL
TO BE PLACED IN LAYERS NOT TO EXCEED 5.5" IN DEPTH.
CE
40'

16' 12'
1
GRADE
POINT
0.02 Fr/FT 0.02 FLFf

U U
EXISTING PAVEMENT 32'

TYPICAL SECTION NO. 6
10,
12' 3' 5'
SIDEWALK
0.02 FT/FT
EXISTING
GROUND
-Y3- (SHADOW VALLEY ROAD)
STA. 12+52.17 TO STA. 15+09.23
EXISTING
GROUND

EXISTING
GROUND
m
a
N
a
r
0
N
m
m
a
0
i
a
x
0
0
m
w?
0
o!
mC
EXISTING
GROUND
EXISTING
GROUND
7.5'
6' 12
SIDEWALK
2' 1
VARIES
0.02 FLFI 0' TO 6.1;

VARIES 7.5'- 9.5' 0' TO 12'
VARIES 0.5'- 3.5' 1
5'- 6
SIDEWALK 2' VARIES
0,02 FL}T 0' TO 11.08'
VARIES 0''
I[
VARIES
0' TO 11;
e!
1
-Y- (N. MAIN ST.) STA. 10+65.26 TO STA. 15+00.00
D 57' VARIES
5.3' TO 5.7'
12' 12' 12' 2.5'
1 L 3 1
TYPICAL SECTION NO. 10
-Y- (N. MAIN ST,) STA. 15+00.00 TO STA. 17+44.33
PAVEMENT SCHEDULE
PROP. APPROX. 3" ASPHALT CONCRETE SURFACE COURSE TYPE
C1 S9.5B, AT AN AVERAGE HATE OF 168 LBS. PER $0. YD. IN EACH F1 PROP. APPROX. B" GRADED AGGREGATE BASE
OF TWO LAYERS.
C2 PROP. APPROX. 1.5" ASPHALT CONCRETE SURFACE COURSE TYPE '
"

S9.5B, AT AN AVERAGE RATE OF 168 LBS. PER SQ. YD. Ri 1
•6
CONCRETE CURB AND GUTTER
VAR. DEPTH ASPHALT CONCRETE SURFACE COURSE, TYPE 89.5B
C3 AT AN AVERAGE RATE OF 112 LBS. PER SO. YD. PER 1" DEPTH,
" R2 2'-S" CONCRETE CURB AND GUTTER
PLACED IN LAYERS NOT TO EXCEED 2.0
IN DEPTH.
PROP. APPROX. 4" ASPHALT CONCRETE INTERMEDIATE COURSE,
D1 TYPE I19.OB, AT AN AVERAGE RATE OF 456 LBS. PER SO. YD. J CONCRETE SIDEWALK
VAR. DEPTH INTERMEDIATE COURSE, TYPE I19.OB, AT AN AVERAGE
D2 RATE OF 114 LBS. PER SO. YD. PER 1" DEPTH, TO BE PLACED
" RTH MATERIAL
IN LAYERS NOT TO EXCEED 4.0
IN DEPTH.
PROP. APPROX. 6" ASPHALT CONCRETE BASE COURSE, TYPE
E1 625.08, AT AN AVERAGE RATE OF 342 LBS. PER 3Q. YD. IN U EXISTING PAVEMENT
EACH OF TWO LAYERS.
VAR, DEPTH ASPHALT CONCRETE BASE COURSE, TYPE S25.OB, AT
E2 AN AVERAGE RATE OF 114 LBS. PER SO. YD. PER 1" DEPTH, W SEE WEDGING DETAIL
TO BE PLACED IN LAYERS NOT TO EXCEED 5.5" IN DEPTH.

PROJECT REFERENCE NO . SHEET NO.
S TV Ralph Mtikhead Associates

P.O. BOX 35624
2287
2-C
CHARLOTTE, NC 24235-5624 ROADWAY DESIGN PAVEMENT DESIGN
ENGINEER ENGINEER
-
INCO
%p LE E LLANS
DO NOT FOR /W ACbU151ilON
1
1

1
MILL TO 1.5" BELOW (L
EXISTING PAVEMENT RESURFACE WITH
-SURFACE Y APPROX. 1.5" S9.5C
C2
-----
U STEP 1 STEP 2
DETAIL 'B' 6u
(N.T.S.)
USE MILLING DETAIL ALONG N. MAIN STREET
LEFT SIDE : FROM -Y- STA. 8+05.00 TO STA. 17+44.33
RIGHT SIDE: FROM -Y- STA. 9+85.00 TO STA. 15+95.00
TO 39.78'
12 VARIES 10' TO 15.78'
1 0 1
U C2
TYPICAL SECTION NO. 8
-Y- (N. MAIN ST.) STA. 8+05.00 TO STA. 10+65.26
VARIES 39.78' TO 54.32'
12' VARIES 0' TO 12' 12' 12
1 75' .7
'7ERIES
L
2.5' TO 10.09'
W E1 Dl Cl
TYPICAL SECTION NO. 9
i
THROAT ELEVATION 840.V
Lw,
INSTALL ON PACE OF BOX THAT
FACES CENTER OF POND.
POND BOTTOM ELEVATIOIk83<i.0' E?.BOIW I
7 7/;
(.SEE D AIL I(
GRAPHIC SCALE
---85 BOTTOM OF POND = 845.0 ? -? _ 2•_6 --
TOP O -- '
)-Y,' F POND - 843 _
f NART2fY Dilly-€-` ?-_ -
4 0 1. q 893 r - I?
m
0
N
N
ty,
r
Q) Oj - _-
a
0
N
m
N
M
0
a
/
A
0
0
a
r
m
o?
a
m/
GRAPHIC SCALE (SEE CROSS SECTION STA. 46+00.00) ? (SEE CROSS SECTION STA. 63+00.00 - 64+00.00)
c
c

POND
NO. L

N0. SHEET NO.
\ PROTECT REFERENCE
2287 2-D
m BOTTOM OF POND = 835D ' I I \ ? \1 I I RNr SHEET No.
I f
TOP OF POND = 892.0 OR 843.0 I
ROADWAY DESIGN HYDRAULICS
FREE BOARD FROM 100 YR STORM = 1.31 FT ENGINEER ENGINEER
-
J INCOMPLE E PLANS
(? I I W. Eil#RTLEY RI,?E
IP STD. W NOT USE FOR /W ACQUISITION
8TO.840.16 FRAME &.GRADE \ I
/ lip ?
?v 40 •00
??1 I
I
/
/
/
BRICK COPING (INCIDENTAL v ?
I 8 I /
I
/
/
?

•
• _- __ _ ?I'FIYy
?A
?5? V A A
?
? A A
6"CONCRETE BLOCK
' ? o ? o
A
36'R.C. DISCHARGE PIPE OR PRECASTCONC.
LENGTH-?de,d', INV.00T=835.8' V
\?
v
V
>
t-?? 11" 1( 1
INV. IN. 5329
a DOWEL (L=craw=9•xnBAR)
9CE TO THE BASE

n A•,
INVERT ELEV.=53520' G
? • \W

??r./ / /
/l I
1`
/
•
C.L. ELEV.=835.49
• ? / /
? /
/
/
•
? I / /
o / l
l 1 l?s? ( ( 1
// ? //
/ /
?
. A , , ? a
/
/ /
/
11

11 l I

8'CONC
, SLAB WITH
%5?12'E.W.

l °
PERMANENT OUTLET STRUCTURE DETAIL N0
1 1 / l
R
: E
u
?YIS /?

sTVru3ipewnroEnE5aa3so?Ble.S
DETENTION BASIN 1 GRADING DETAIL
o
ro
? w
ks? ®
P.O. BOX 35624
(SEE CROSS SECTION STA. 29+00.00) CHARLOTTE, HC 25235?624
POND NO. 2: POND NO
3: OT
----
BOTTOM OF POND = 839.0
1 W
l????dTLEY ?JRl .
TOP OF POND = 852:0 - -
='- --
-- ---
/
.
1 BOARD FROM 100 YR STORM = 126 FT
FREE // v 1 NQtiQT
06 I
1 862
?

I c° l
FREE BOARD FROM l00 YR ---- ----
STORM = 5.51 FT
--
\ `?.
I'},
1 TD .
? I T i l l " I ., I f 1
I I I ;
?
I 1 I
W. /? 1 1 1 1114
?1J1 1 I /
I
'
1 I
i
I
I? /
? -' <
, I I III 1 3,, I ? / / / f I I? ! / \ _ / F ?`
S,
HP ST
?
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534 ? ?,
: v, ?
36 ?
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? I 1 I
?
J

1 l/ / /.,
I (I
I H
?
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_
I
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l / / 01
1
.
E 850

1,850.00 /

J I t) ?„/ /•,r \ ?_ (. / / /i j ?1 I 1 / I iV.= 845.0. 1
q
rte' 1 I ,-,rV1/ ,_v `v v v x / / J I I I J l J l / ? ?
'? ?
'
--
J? I+r
j
ItL. ?? , / \\ ? \ I I ? I I I I I I /
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v ,/ ;;;
? A ,1?0 I I I? I II V I I I 1 1 1 1 v
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839
0
i
.
.
o DETENTION BASIN 2 GRADING DETAIL o ,a ? 40 DETENTION BASIN 3 GRADING DETAIL
%
nwA=ruc scue
PROJECT REFERENCE NO. SHEET NO.
STVI
®F.0.OX356Whihhe9dAsmciate6 2287 2-E
aa. Box '
CHARLOTTE, NC 28235,5624 ROADWAY DESIGN PAVEMENT DESIGN
ENGINEER ENGINEER
98' 12' INC®ILP& E E PLANS
W NOT USE POE /W ACOUI9TMJN

3 0 0 m APPROX. TOP OF CURB
ACK SIDE WALL

Z
m +
o Z
y m )
.5+ (B
V TOP OF WALL TOP OF SIDEWALK
?v (STREET SIDE WALL)
0 0
+ +
N 3
Z <

r
m
___-------_"---
_ P
P... W Z
N NV~1
___

------

----
--_---_--_ N
_--_-_-------------_-_-_-_-_-_-_-_-_-___-_-_-_ ----_-_-_-_-_-_-_-_---_----
-__- --_--
-
-
?---
-
-
_
-
--
-
- _

--
_
_
_
_
_
_
_
_
_
_
---- - ._- _------------ ----------- -------------- -?.------_ -
ELEVATION
SEGMENTAL BLOCK RETAINING WALL NO.1
SEE SHEET 4 FOR LOCATION
SEE WALL DETAIL 'A', THIS SHEET
SIDEWALK MAINTAIN EXISTING SIDEWALK
GRADE I
SEGMENTAL --------- M1
WALL UNITS T
SEGMENTAL
MAINTAIN EXISTING WALL UNITS
GRADE
__--__-
---- 6" CRUSHED STONE
LEVELING PAD
6" CRUSHED STONE DETAIL 'A' DETAIL 'B'
LEVELING PAD
USE DETAIL FOR RETAINING WALLS NO.2 & 4 USE DETAIL FOR RETAINING WALLS NO.1 & 3
NOTES:
1. MINIMUM WALL EMBEDMENT IS 6".
2. SEE SPECIAL PROVISIONS FOR MATERIAL SPECIFICATIONS.
3. CONTRACTOR SHALL PROVIDE CUT SHEETS AS DIRECTED
IN THE SPECIAL PROVISIONS FOR APPROVAL BY ENGINEER
PRIOR TO ORDERING MATERIALS.
4. HANDRAILS SHALL BE PROVIDED WHEN SIDEWALK IS ABOVE
WALL AND HEIGHT OF WALL EXCEEDS 30 INCHES.
SEGMENTAL BLOCK RETAINING WALL DETAILS
(N.TS.)
3
2
u
e
W
I
N
3
on,
? M n
i

n ?
N APPROX. FINISH GRADE °< v
Z ^ v (BACK SIDE WALL) ++
W
a0 FaF
N F
vl TOP OF WALL `
N Q
N
I'R TOP OF SIDEWALK
(STREET SIDE WALL) M
ELEVATION
SEGMENTAL BLOCK RETAINING WALL NO.2
SEE SHEET 4 FOR LOCATION
SEE WALL DETAIL 'B', THIS SHEET

+ N
N +
F TOP OF WALL p r
a TOP OF SIDEWALK Z Q
(STREET SIDE WALL) m ?n
---
-----------------------------------
- -------

------ - -

---- - ---
-
- - ------- f
z
d
N APPROX. FINISH GRADE h w
(BACK SIDE WALL)
SEGMENTAL BLOCK RETAINING WALL NO.3
SEE SHEET 5 FOR LOCATION
SEE WALL DETAIL 'A', THIS SHEET
G COMPUTED BY: DATE: P0.0JECf REFERENCE NO. SHEET N0.
CHECKED BY: DATE: STATE OF NORTH CAROLINA nee 3-A
DIVISION OF HIGHWAYS
LIST OF PIPES, ENDWALLS, ETC.
ENDWAl15 u f.
vu 0
c 0
a 0
o

STATION
?
p

0
Z

,

Z

O

z

0
CLASS III RC. PIPE
WINLESS NOTED OTHERWISE)
C.S. PIPE TYPE B
IU LESS NOTED OTHRWISE) CUSS RI R. C. PIPE
Olt
C5. PIPE, TYPE R ALUMINIZED
OR
HDPE PIPE, TYPE 5 OR 0
y?Djp 8 38.01,
OR
STD. 938.8 0
(UNLESS
NOTED Z
E3? O x
3 c
00 Y
S +
0

n

?

FRAME, GRATES
AND N000
STANDARD 840.03

p
Z =
0

V
o

F
F
n
u
pp
0
O
Z
a

z

s

0

Z

0

z {u

°
r5

$ Z

>
Z

p Z
^
^

z

0
o

e
0
B
Z

o
° Z
° ABBAkYVSI0N5
C.B. CATCH BASIN
N.D.J. NARROW DROP INLET

D.I. DROP INLET
G.D.I. GRATED DROP INLET
d

z 0

< i 6 OTHERWISE)

Fr:

e
$

p z
p

4

6 6

3
17

z
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u
F

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6

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G.D.J. (N.SJ PJGRATED ARRO DROP INLET

191.6)61004 stot)

SIZE F
4

§ >
>
W
Q
0
9
12'
15'
18"
24'
30'
36"
41'
60'
12'
15'
18'
2P
30'
36'
I2'
48'
12'
15'
IV
24'
90'
36"
41"
48"

s
w
CU. YDS. c
a

'
A
B '^

° O F

o Q

u C+

°

3 0 0
Z p
F

b
m

`s 0
-

o i
G G 0

o
Z J2. JUNCTION BOX
M.H. MANHOLE
THICID4E55
OR GAUGE

p

$

o
a

e z
?. z

0 z

0
d
o

H
o

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d

O c

YPE OF GRATE °o,

g

{ °o

g e 6
r 5
'v u a

y W g
W
O
_
0 T.BA.I, TPAFFlC BEARI NG DROP INLET
T.B1.B. iRAFNC BEARING
JUNCTION BOX
G
Il E F G U Li i o o f f V °4U p S D u REMARKS
-Y-10+80 IT 100 101 874A2 670.96 870.84 0.86 14 1 1 7
-Y- 10+80 LT 101 102 874.00 870.84 869.60 0.80 155 1 1
i
1
-Y-12+85 LT 102 103 874.42 869.60 866.60 0.81 123 1 1 1
Y-13+58.20 LT 103 1 872.% 868.60 867.90 0.80 87
4-11+98.64 RT 3 6 870.10 867.02 861.52 3.04 161 1 I 1
4413+79.98 CL 5 6 864.97 861.89 861.52 1.00 37 7 1
4-13+80 RT 6 9 864.97 861.32 856A4 1.94 231 1 1
L 10+69.14 LT 1 2 873.00 869.92 666.86 2.35 130 1 7 1
L 11+96.79 LT 2 4 869.94 866.61 960.22 3.33 192 7 1 1
-413+88.87 LT 4 7 86355 860.12 856.97 1.41 223 1 1
-L-16+27.16 IT 8 7 86556 857.86 855.97 7.87 24 1 2,70 i 7
L 16+11.44 IT 7 9 860.30 955.47 855.09 0.50 [ 1 7 1
1-16+10.82 RT 9 10 860.06 855.09 853.09 0.92 218 1
-Y4 71+18.32 RT 37 835.00 831.99 829.38 2.07 1
-YI-10+71.69 RT 33 75 943.04 83689 835.89 278 36 1 1.15
-Y410+37.11 RT 75 843.48 835.89 830.55 15.26
4-18+30 RT 10 12 85642 853A9 852.33 0.57 133 1 083 7 1
4418+30.80 IT 11 10 858.42 854.59 844.09 054 92 1 7
4-19+65.88 AT 12 14 858.34 85233 851.28 0.50 310 7 1,07 1 I
4421+79.66 CL 13 14 856.78 &53.70 853.03 1.56 43 7 I 1
4421+79.74 RT 14 15 857.33 851.28 850.50 0.50 156 1 1,05 1 7
4-23+38.78 RT 15 16 855.62 850.40 849.58 0.52 158 t 0.22 7 7
1- 24+99.71 RT 16 17 854AI 849.48 847.00 1.66 149 1 1 1
4-26+50 RT 17 18 853.51 847.00 940.36 3.01 220 1 151 1 1
1- 28+70 RT 18 845.19 840.26 835.00 11.43 46 1 1 1
4-29+98.40 LT 19 21 839.43 83685 827.52 5.70 155 1 1 1
-4 34+97.86 RT 25 24 826.11 819.04 818.44 1.50 40 1 207 1
L 36+04.28 RT 27 24 826.93 820.60 81954 1.00 106 1 1.33 1 1
L 36+04.60 CL 26 27 826,90 823.8E 820.95 6.74 34 1 1 1
4-39+00.25 CL 27 29 894.21 831.13 830.70 1.00 43 1 1 1
4-39+00.13 RT 29 27 83491 830.50 820.85 3.34 289 1 1 1
4-44+30.38 CL 31 32 84533 842.33 841.70 1.54 41 1 1
-1- 44+26.56 RT 32 34 W70 841.60 810.78 1,44 57 1 1 1
L 44+74.82 RT 34 36 844.17 840.68 840.49 0,39 49 1 1 1
4445+23.28 RT 36 843.04 840.39 840.00 180 30 1 1 1
-1- 34+98.66 RT 24 23 826.11 819.04 818,44 1.02 59 1 2.07 1 1
-YI-10+7755 LT 35 33 843.04 838.96 837,64 4.13 32 1 1 1
L 45+99.95 RT 74 37 841.00 839.00 831.99 4.49 156 1
L 47+00.35 CL 38 39 842.80 839.72 838.88 3.00 28 1 7
4-47+00.61 ITT 39 41 841.96 838.78 837.60 0.60 198 1 1 1
L 48+98.43 CL 40 41 841.00 937.92 837.60 1.00 32 1 1
4-49+01 RT 41 42 840.77 937AO 835.89 1.01 150 1 1 1
L 50+51.30 RT 42 940.02 875.79 834.00 197 146 1 1 1
L 51+88 CL 44 46 938.94 835.86 834.86 0.99 101 i 7
4-53+88.70 CL 49 46 839.30 93622 834.86 1,36 100 1 1
L S2+88.70 CL 46 45 938.79 83.666 832.18 897 30 1 1
L 51+88 LT 43 45 838.09 935.01 832.18 2.86 99 1 1 1

1
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COMPUTED BY: DATE: PROJECT REFERENCE NO. SHEET NO.

2267 3-B
CHECKED BY: DATE: STATE OF NORTH CAROLINA
DIVISION OF HIGHWAYS
LIST OF PIPES, ENAWALLS, ETC.
ENDWALLS 6 S m
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4453+88.70 IT 4 45 838.90 835.02 832.18 3.60 99 I 7 1
-4 52+88.60 IT 45 837,94 831.98 809.00 31.92 72 1 0.96 1 1
4,58+49 LT 52 53 852.60 849.52 84.02 1.00 70 1 I 1
-L- 58+50 RT 53 51 85287 848.72 839.98 3.61 242 1 1 1
4.56+07.95 LT 50 51 84.68 840.4 839.98 1.00 62 1 1 1
1- 56+08.11 RT 51 844.17 839.78 838.25 2.32 66 1 1 1
4-62+24.33 RT 55 859.95 846.4 845.68 0.69 109 1 5A0 3.52 1 1
-L- 31+53.59 IT 21 830,60 827.42 812.00 9.27 80 1 1 I
L 30+64.34 RT 20 833.47 830.39 809.50 6.98 123 1 1 I
1-33+92.78 RT 72 24 82816 823.91 819.79 3.89 106 1 1 7
1-34+98.66 IT 23 826.74 81844 803.00 21.15 38 73 1 4,90 7 1
1-16+26.05 IT EX-9 8 867A5 861.96 848.36 7.06 51
4-61+86.18 RT 54 55 850.00 846.92 846.53 1.03 38 1 1
1- 64+93.90 RT 56 855.24 852.15 850.00 2.79 77 1 I
4.26+49.91 RT 17A 17 852.00 948.92 848.75 1.00 17 1 7
1- 34+97.86 KT 25 24 839.00 835.92 819.91 40.00 4 1 1
k 25+00.43 RT 1" 16 852.93 850.63 850.54 0.50 18 1 1
4.16+49.15 IT 81 8 865.56 860.84 859.11 721 24 1 1
-L- 40+54.72 CL 30 833.60 829.10 3.46 130 I 7
k 53+24.20 CL 47 816.50 811.30 2.60 200 1 1
4-66+77.66 IT 57 481 1
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-I.67+97.57 LT 58 30 1
4.68+41.60 IT 59 30 1
1- 69+55.62 IT 60 26 1
-4 70+07,02 IT 61 32 1
Y4-10+75.70 IT 63 24 1

SHT. TOTAL 0 1268 0 51 0 D 130 200 0 203 0 73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 14. B4 0 0 0 0 0 I1 11 4 0 0 0 0 0 0 1 6 1 I 1
TOTAL 0 P895 521 230 26 1 16831 130 1200 1 0 243 0 73 0 0 0 0 0 0 0 0 0 0 0 0 0 D 0 0 0 0 0 0 0 0 62 2828 0 0 0 0 0 12 4R 7 I 0 1 1 2 0 2 6 2 I B
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COMPUTED NY: DATE: PROJECT REFERENCE NO. SHEET N0.
CHECKED BY. DAM 2287 3-C
SUMMARY OF EARTHWORK
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LOCATION UNCLASSIFIED
EXCAVATION UNDERCUT EMBT+20% BORROW WASTE

HARTLEY DRIVE 148,241 97,041 51,200

INGLESIDE DRIVE 294 637 343

WESTOVER DRIVE 41 547 506

SHADOW VALLEY ROAD 624 624

CALLOWAY FARMS ROAD 534 20 514
3/27/2008
n:\proj\3202\highpoint\roadway\proj\3202_ ROW Y_SHT30.dgn

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COMPUTED m: DALE: PROJECT REFERENCE NO. 91@T NO.
cntcXED m: DATE: CITY OF HIGH POINT ?-2287 3-E
RIGHT OF WAY AREA DATA
PARCEL PROPERTY OWNERS NAMES ACTOTAL
REAGE AREA
AMEN REM4WING REMAINING CONSTRUCTION DRAINAGE IRiLIIY NOTES
1 HOLIDAY IANB WC 3.12 AC 3.12 AC 111
1 D80 INVESTMENT CORP R37 AC 237 AC 721
J NORTH MAIN PROPERTIES LLC 5.53 AC 7A90 5.36 AC 9,344 3,022
/ Nm PARTNERS - HIGH POINT LlC 20,"7 SF 2,311 18,136 SF 2,045
5 qCL REAL ESTATE LLC 19,841 SF 19,841 SF 469
b NORTH POINIE MARKETPLACE 9.34 AC 1,745 9.18 AC 4,844 _
7 FOX HOLLOW LTD. 14.89 AC 3,581 i491 AC 6,119 1,601
B YOUNG MEN6 CHRISTIAN ASSN. 35.18 AC 5,713 14,60 AC 10.56 AC 19,179 77,333
9 HCPJ SKEET CLUB MAN00. 2.4 AC 790 1.38 AC 4,990 _

10
FRANKLIN RIDGE LlC
2.99 AC
309
2.98 AC
2,771 _
11 A. DALE BART F JEFFERSON H. RIVES 1084 AC 808 10.11 AC 28,958 966 3,681
12 BETTY L USTON 7A0 AC 7,677 711 AL 15,939 668 1,M8
13 AYALON SUBDIVISION OWNERS ASSOC.INC. 46.46 AC 1,574 46.11 AC 23,883 9,789 3,%Z
U BILLY V. HOOVER 796 AC 81,310 5.97 AC 14,811 16,451

15
CHERYL CHAIAIAN
2,69 AC
1,2d8 _
266 AC
8,066 _
1,190
16 HAROLD F.6 CLAUDIA WANDA MdANDL65 30A56 SF 10,945 SF 1Iµ5 ?
17 UNDALL B. iXOMPSON 11,7915E 336 11,395 3 1,910 -----
1B RICK L. 6 11NE B. GMDY 1.33 AC 1.33 AC 2,816
19 UNDALL B. iHOMPSON 997 AC 326 396 AC 6915
20 GRACE Y. CECIL 36,810 SF 36,810 SF 337

TOTAL AREAS DIGITIZED FROM DRAWINGS
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® STVL Ralph Whitehead Associates
--' -- _? P.O.BOXCHARLOTTE,35624 NC 282356624
EXISTING 15'S.S.E.
PRAwrXe rrou SEE SHEET 10 FOR PROFILE
EXISTING IS' S.S.E. PG = 46
DRAWN FROM
PB =II6 0 E5 50 ILO
46OM
CURVf ! 7 ` --- -E-AP RO. LOCATaN
P! 6TA.21+59.27
GRAPHIC SCALE r
xOT SllRVEYED
D = 23'23'46.03' -G- ;
D =2'51'53.24' FOX HOLLOW Lm ?-F'--- -- ---f---- ?` ? ,y; I ,'^
L = 816.68' PID - 180002940000100012 P APPRO w''
T = 414.!1' D8 = 3383 -mac - `POPE EXniiNGip N
SE = OA PC 0986 -- `G $EWER A
RO =147' j r
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UTILITY EASEMENT
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PROJECT REFERENCE N0. SHEET N0.
2287 5
Itw SHEET NO.
NGINEER ENGINEER
NCOMPLE E PLANS
00 NOT Use PO& /W ACOUISM'ION
15, CSP is.OW \ Fes'/P D.
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?- 2707APER LE 119 .00'
FT o 270'TA
RIGHT XM LEFT AND R
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PROPOSED EX1snNO Is $sB END BRIDGE
DETENTION Pe AO O W, HART LEY DR. STA 33+964
BASIN NO. Po -+sCONSTRUCT 2' BASE DITCH
(SEE SHEET 20l f rour4o MEWS GxRISnAN ASSN
S PID = 180002940000100024 FROM STA. 33+00
y P6 = u0 TO STA. 34+50
PLOT 106 (SEE CROSS SECTIONS)
V? 1 'rt. 44.
BRIDGE SKETCH
! t SHOWING THE RELATIONSHIP BETWEEN
THE BRIDGE AND THE PAVEMENT
BEGIN APPROACH SLAB BEGIN BRIDGE
W. HARTLEY DR. STA 31+18.17 W. HARTLEY DR.
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I J u rdys j W. HARTLEY DR. STA 31+43A 116
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CURVE 2 CURVE .5
PI STA. 39+28.21 PI STA. 47+19.21
L = 24'05111.46' & = 7'10'5218'
0 = 3'41'47.41' 0 = 2'51'5324'
L = 651.60' L = 250.67'
T = 330.69' T =12550'
R = 1,550' R = 2,000'
SE= 0.0355 SE= 0.0320
RO 162' RO = 147'
CURVE YI-1 CURVE YI-2
PI STA. 11+19.27 PI STA. 12+89.49 +39.85
A = 28'05'0329' n, = 14'57'11.07' 216.4
D = 1837'02.01' D = 12'27'55.83' +27.78
L = 76.97' L =119,96' 219.69'
T =150.85' T = 60.32'
R = 307.76' R = 459.63'
SE MATCH EXISTING SE =MATCH EXISTING
RO = N/A RO = N/A
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YOUNG MENS CHRISTIAN ASSN 181.17'
PID - 180002940000100021
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PC = 105 00
LOT 8 116.00' +
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120.00' / 2'-6'C&G 40100 _-_-
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106.00' 41.99' 50.001E /Ii EXIIs UTt Ap?M 105 ,..
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PG = 105
LOT C
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PROP. SANITARY SEWER RELOCATION It...
SEE SHEET UC-I FOR DETAILS !s-
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PROJECT REFERENCE NO. SHEET NO.
®STV/RBI phWhteheadAssocaus 228 6
P.O. BOX 35824
CHARLOTTE, NC 282366824 REV SHEET NO.
ROADWAY DESIGN HYDRAUUCs
SEE SHEET 11 FOR W. HARTLEY DR. PROFILE ENGINEER ENGINEER
SEE SHEET 14 FOR INGLESIDE DR. PROFILE
0 25 50 im
INCOMPLE E PLANS
GRAPHIC SCALE DO NDr USE FOR /W ACQUISITION

r---- 10'X 40'NON-EXCLUSIVE
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P.O. BOX 75624
\ CHARLOTTE, NC 282355624
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D = 2'51'53.24'
L = 26855'
T = 134.48
R = 2,000'
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®STV/Ralph Whitehead Associates 2287 8
P,O. BOX 35624
CHARLOTTE NC 282355624 P'w SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
SEE SHEET 13 FOR HARTLEY DR. PROFILE
SEE SHEET 14 FOR WESTOVEI DR. PROFILE
SEE SHEET 14 FOR SHADOW VALLEY RD. PROFILE INCOMPI.E E PLANS
SEE SHEET 14 FOR CALLOWAY FARMS RD. PROFILE DO NOT ?SE FOR /W ACOU151"ON
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PROJECT REFERENCE NO. SHEET NO.
2287
ROADWAY DESIGN HYDRAUIICS
ENGINEER ENGINEER
INC®MPLE E PLANS
DO NOT USE FOR /W ACQUISITION
PRELIMINA RY PLANS
DO NOT USE FOIL M-RUMON
50

940 940

930 930

920 920
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STV/Ralph Whitehead Associates
2 87
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DRIVE ®
RO. BOX 35624
CHARLOTTE, NC 28235.5624 ROADWAY DESIGN
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287 1 11
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER

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DO NOT USE MR /N ACQUISITION
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DO NOT QI, "I L CONSTRUCTION
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PROJECT REFERENCE NO. SHEET NO.
/ Rati 'tehead sociates 12
HNCMEER
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INC®MPLE E PLANS
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56 PROJECT REFERENCE N0. SHEFE NO.
2287
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CHARLOTTE, NC 282956
ROADWAY DESIGN HYDKAUUCS
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ATTACHMENT F
MITIGATION PLAN
HARTLEY DRIVE WIDENING AND
EXTENSION
MITIGATION PLAN
HIGH POINT, NC
Prepared for
City of High Point, NC
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Prepared by
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17
Michael A. Iagnocco, W.S.
Senior Scientist

Brandon J. Phill' s, C.H. .M.
Senior Environmental Specialist
STV / Ralph Whitehead Associates
1000 West Morehead Street - Suite 200
Charlotte, NC 28208
Office: 704-372-1885
Fax: [phone]
www.stvinc.com
E ; plan - !Construction Uonagers
HARTLEY ROAD WIDENING AND EXTENSION
HIGH POINT, NORTH CAROLINA
MITIGATION PLAN
MAY 2008
Prepared For:
CITY OF HIGH POINT
Mr. Keith Pugh, P.E. - Director of Engineering Services
City of High Point
211 S. Hamilton Street
High Point, NC 27261
[phone]
HARTLEY ROAD WIDENING AND EXTENSION
HIGH POINT, NORTH CAROLINA
MITIGATION PLAN
May 2008
Prepared By:
XSTV
STV/RALPH WHITEHEAD ASSOCIATES
Contact: Michael Iagnocco, P.W.S.
[phone]
='STV ii

TABLE OF CONTENTS

Page No.
1.0 GENERAL DESCRIPTION ..............................................................1
1.1 BRIEF OVERVIEW .................................................................1
1.2 SIMPLE DESCRIPTION ..........................................................1
2.0 BACKGROUND .............................................................................2
2.1 GENERAL PURPOSE OF PROJECT ..........................................2
2.2 EXISTING CONDITIONS .........................................................2
3.0 SITE PREPARATION ..................................................................... 4
3.1 CLEARING ............................................................................4
3.2 REGRADE ............................................................................5
3.3 PREPARE HYDROLOGY .........................................................5
3.4 PREPARE SUBSTRATE ...........................................................7
4.0 VEGETATON PLANTING PLAN ......................................................7
5.0 HYDROLOGY ESTABLISHMENT ....................................................9
6.0 MAINTENANCE AND MONITORING ..............................................10
6.1 PROJECT GOALS .................................................................10
6.2 METHODS ...........................................................................11
6.3 CONSISTENCY ....................................................................12
7.0 PRESERVATION .........................................................................13
APPENDIX A - FIGURES
APPENDIX B - PHOTOGRAPHS
APPENDIX C - PERSONNEL QUALIFICATIONS
APPENDIX D - CORRESPONDENCE
APPENDIX E - MITIGATION AND ENGINEERING PLANS
STV iii

1.0 GENERAL DESCRIPTION

1.1 Brief Overview
The City of High Point, NC, proposes the widening and extension of Hartley Drive across
unnamed tributaries to Rich Fork Creek and freshwater wetlands in High Point, NC.
Hartley Drive will be extended from the existing western terminus of Hartley Drive in
Guilford County to Westover Drive (SR 1738) in Davidson County, NC (Appendix A,
Figures 1 and 2). Hartley Drive will be widened to a four lane highway from the existing
intersection with Main Street (US 311) to Westover Drive (SR 1738).
The City of High Point, North Carolina has retained the firm of STV/Ralph Whitehead
Associates (STV/RWA), of Charlotte, North Carolina, to conduct design, engineering,
and Section 404 wetlands permitting services for the proposed widening and extension of
Hartley Drive. As an integral part of the Section 404 permitting, we are proposing to
offset a portion of the project's stream and wetland impacts through the establishment of
an on-site mitigation area, which will consist of a relocated stream and a created
forested/emergent wetland system.
This Mitigation Plan details the stream and wetland mitigation proposal prepared by
STV/RWA's environmental scientists, including site preparation, vegetation plantings,
establishment of hydrology, and the maintenance and monitoring of the area. It is
anticipated that approximately 140 linear feet and 10,036 square feet of wetland will be
created. The final determination for the created wetland size will be made at the end of
the five year maintenance and monitoring period. It is the applicant's desire to utilize the
NCDENR EEP to meet the remaining compensatory mitigation obligations of the project.
The EEP has provided a letter stating that they were willing to accept payment for
impacts associated with the project (Appendix D - Correspondence).
The responsible party for the mitigation is as follows:
Mr. Keith Pugh, P.E. - Director of Engineering Services
City of High Point
211 S. Hamilton Street
High Point, NC 27261
[phone]
The responsible party will be responsible for the construction, monitoring, and remedial
activities at the mitigation site, as well as the conservation restriction for the area.
1.2 Simple Description
The proposed project involves extending Hartley Drive approximately 5800 feet through
a currently undeveloped wooded area thereby connecting US 311 (Main Street) to
Westover Drive (SR 1738). The project corridor is situated between US 311 and the
intersection of Westover Drive and Shadow Valley Road and crosses Ingleside Drive at
`7 STV 1

its approximate center point. The project further involves the widening of Hartley Drive
to four lanes which will require the expansion of the roadway near the Hartley
Drive/Westover Drive intersection, the Hartley Drive/Ingleside Drive intersection, and
the section of Hartley Drive west of US 311 to the existing western terminus of Hartley
Drive. The project will also involve the modification of the existing traffic signal located
at the intersection of Hartley Drive and US 311 in order to handle the additional two
lanes that will be added to Hartley Drive west of US 311. The eastern portion of the site
is situated in Guilford County whereas the western portion of the site is situated in
Davidson County.
The proposed roadway alignment will necessitate impacts to the project area streams and
wetlands. The jurisdictional boundaries of the project corridor streams and wetlands have
been confirmed by the U.S. Army Corps of Engineers (USACE) and the North Carolina
Department of Environment and Natural Resources, Division of Water Quality
(NCDWQ) during two field inspections/confirmations. A jurisdictional determination
request was submitted to the USACE on April 24, 2006. The first field confirmation was
conducted on May 8"', 2006 by Mr. Todd Tugwell of the USACE and Mr. Daryl Lamb of
the NCDWQ. The boundaries of the delineated streams and wetlands were confirmed,
and the subsequent survey of these jurisdictional areas was submitted in September 2006.
A second field confirmation of the project corridors jurisdictional areas was requested by
the USACE and the NCDWQ due to the departures of the two agency personnel who
conducted the initial field inspection/confirmation. The second field confirmation was
conducted on January 29th, 2008 by Mr. Andy Williams of the USACE and Ms. Sue
Homewood of the NCDWQ. The boundaries of the project corridor wetlands were again
confirmed, and the proposed on-site mitigation plan was discussed.
2.0 BACKGROUND
2.1 General Purpose of Project
The City of High Point is pursuing this project to accommodate current and future travel
conditions, create a more convenient access to Main Street (US 311), particularly for on-
going residential growth in west High Point and Davidson County, and to reduce traffic
volumes in the long established neighborhoods along Westover Drive. The proposed
new intersections at Hartley Drive/Westover Drive and Hartley Drive/Ingleside Drive
will also enhance public mobility within neighboring residential areas.
2.2 Existing Conditions
According to aerial photography viewed on the City of High Point Geographical
Information System (GIS), the proposed project corridor is a mix of woodland with four
streams in the central portion and the western portion of the site. Surrounding land use is
primarily residential with a few commercial properties. Residential development abuts
the project site to the north, west, and southeast. Commercial properties abut the project
I STV 2
i ?
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corridor on the eastern portion of the site. The mitigation project area is within a
successional wooded area that has experienced recent impacts due to the presence of a
sanitary sewer line which crosses the project corridor.
Jurisdictional Streams
Two stream channels are located within the proposed mitigation area. Both of the
streams would be classified as perennial, according to the North Carolina Division of
Water Quality-Stream Identification Form. Both channels are unnamed tributaries to
Rich Fork Creek in the Yadkin-Pee Dee drainage basin.
Stream 1 is an intermittent stream located in the western portion of the project corridor
between Ingleside Drive and Westover Drive (Appendix B - Photo 1 and Appendix A -
Figure 8). This stream begins at the Westgate Road residential development located to
the north, and flows to the southwest into the project corridor. This first order stream
received a score of 52 on the USACE Stream Quality Assessment Worksheet.
Stream 2 is a perennial stream located in the western portion of the project corridor
between Ingleside Drive and Westover Drive (Appendix B - Photo 2 and Appendix A -
Figure 8). This stream begins at the Embers Road and Westgate Road residential
development located to the north, and flows to the southwest where it is joined by an
intermittent tributary north of the project corridor, and then flows south into the project
corridor where is joined by Stream 1. This second order stream received a score of 57 on
the USACE Stream Quality Assessment Worksheet.
The overstory vegetation in the area surrounding Stream 1 and Stream 2 is dominated by
sweetgum (Liquidambar styraciflua), red maple (Aces rubrum), and American sycamore
(Platanus occidentalis). The area has been cleared recently for the installation of the
sanitary sewer which crosses through the project corridor, so these tree species are
limited in size to approximately 3-4 inch diameter maximum. Most of these saplings
range from 1.5 to 2 inches in diameter.
Site Topography and Geology
In general, both surface and groundwater flow directions are controlled by the topography in
the Piedmont with the flow generally occurring perpendicular to the contours from high to
low elevations. Based on our review of the 1993 USGS 7.5 Minute Quadrangle
Topographic Map for High Point West, NC, and the ground surface of the project area is
between 820 feet to 880 feet above mean sea level (Appendix A - Figure 2). The
elevation at the proposed mitigation area is approximately 820 to 822 feet above mean
sea level. Based on our site visit and review of the topographic map, the majority of
surface water flows by sheet drainage downslope to the east or west into one of the streams;
these streams flow southwest as tributaries to Rich Fork Creek.
17 STV 3
Soils
According to the USDA Soil Survey of Davidson County (1994) on-site soils consist of
Poindexter and Zion sandy loam 2 to 8 percent slopes (PnB), Poindexter and Zion sandy
loam 8 to 15 percent slopes (PnD), and Poindexter and Zion sandy loam 15 to 25 percent
slopes (PnE) (Appendix A - Figure 3). According to the USDA Soil Survey of Guilford
County (1977) project corridor soils consist of Chewacla sandy loam (Ch), Wilkes sandy
loam 6 to 10 percent slopes (WkC), and Wilkes sandy loam 15 to 45 percent slopes
(WkE) (Appendix A - Figure 4). Chewacla sandy loam is listed as a hydric soil on the
North Carolina Hydric Soils List. Poindexter and Zion sandy loam 15 to 25 percent
slopes (PnE) are mapped within the corridor of Stream 1 and 2 in the proposed mitigation
area.
3.0 SITE PREPARATION
The preparation of the mitigation area involves several steps that are necessary to change
the topography and hydrological regime within the stream relocation and wetland
creation area. The initial preparation involves the clearing and grubbing of the existing
vegetation. This clearing will be followed by the regrading of the topography to match
the design plans. The preparation of the mitigation area will coincide with the relocation
of the sanitary sewer that crosses the project corridor in this area, so the clearing and
regrading of this area will be necessary regardless of whether or not the stream relocation
and wetland creation mitigation is done. The hydrology for the mitigation area will be
provided by the rerouting of the project corridor's Stream 2 into Stream 1 slightly
upstream of the existing confluence. The existing stream flow will be maintained until
after the mitigation area substrate has been prepared and the wetlands plantings have
been established.
3.1 Clearing
Mechanical clearing of the area vegetation will be the initial step in the preparation of the
mitigation area. The clearing of the area vegetation is necessary for the relocation of the
sanitary sewer that crosses the project corridor in this portion of the project, as well as the
relocation of a portion of Stream 2. Clearing will extend from the area where the sanitary
sewer will be relocated through the stream relocation/mitigation area, to the proposed
roadway.
As mentioned in Section 2.2, the vegetation of the area includes sweetgum, red maple,
and American sycamore. Grubbing of the cleared vegetation roots will follow the
vegetation clearing to remove the roots of these saplings, only in the area that will require
grading. Temporary impact areas will not be grubbed, leaving the stumps and root mat
intact. This will help to keep the soils stabilized and assist in the revegetation of the area
when the project has been completed. The location of the proposed mitigation area will
'F STV 4

be cleared as necessary, but with an eye toward preserving any trees or shrubs adjacent to
the work area.
Soil erosion and sediment control fencing will be installed at the outer and down slope
limits of the proposed wetland mitigation area, and around the areas of exposed soils.
3.2 Regrade
The area topography will be graded after the clearing of the area vegetation.
Earthworking equipment such as bulldozers, backhoes, front-end loaders, and track hoes
may be used to initially prepare the site, and remove the top soil of the area. All large
boulders, rocks and stones will be separated from the soils and stockpiled for later use.
No soils, boulders, rocks, stones, or any other materials will be stockpiled within
jurisdictional areas.
After the boulders, rocks and stones have been screened out of the regraded project area,
site soils will be temporarily stockpiled outside of the jurisdictional areas for use within
the mitigation area. Temporary soil erosion controls around the stockpiled soils will
consist of silt fencing around the base of the stockpile. Other sediment and erosion
control measures may possibly involve seeding the stockpiled soils with a temporary
cover of ryegrass (Lolium sp.) or similar temporary vegetative cover.
The proposed mitigation area will be regraded to achieve a level topography. This level
grading for the mitigation area will tie into the proposed regrading of the sanitary sewer
relocation area in order to achieve a uniform slope from the sanitary sewer relocation
area, to the wetland mitigation area. The proposed grading plan is depicted in Appendix
E - Sheet 17.
Bankfull elevations and thalweg elevations shall be set by surveyors to establish depths
for the relocated stream. The flood prone area surrounding the relocated stream will also
be established to handle the largest of the anticipated storms. Flooding of the stream
channel during extreme precipitation events will also provide additional hydrological
input for the wetland mitigation area.
The finished surfaces of the planting area will be smooth within specified tolerances in
uniform levels or slopes between points where elevations are indicated or between such
points and existing grades. The accepted grading tolerance will be an even surface, free
of voids, and within 1 to 0.5 feet of the specified elevation depending on the amount of
topsoil that has been stockpiled. Leaving the surface rough, creating mounds and kettles
for a variable microtopography can be beneficial, and will be done when the topsoils are
spread over the area. The regraded area will be inspected by the mitigation wetland
scientist when approximately 90% completed. Some changes to the grades may be
appropriate to establish flow paths and preserve the planting areas. These determinations
will be made by the wetland specialist supervising the grading.
STV 5

3.3 Prepare Hydrology
Upon the completion of the site regrading, the new stream channel will be prepared. The
existing Stream 1 and the proposed stream will be created with a similar entrenchment
ratio, width/depth ratio and sinuosity. The recreated stream meanders will essentially be
a reverse of the existing stream sinuosity. Additionally, since the length of the relocated
portion of the stream is less than the impacted portion of the stream, the meanders have a
shorter run length between them. This is required to direct the stream into the culvert that
is proposed underneath the roadway. This reduction in natural stream length prohibits a
duplication of the existing stream wavelength.
The portion of the stream reach that will be impacted has provided the representative
reference stream morphology for the relocated stream. The stream morphology in the
non-impacted upstream portion does not provide the entrenchment and sinuosity
representation of the portion of the stream reach to be impacted. Representative cross
sections for the proposed stream are depicted in Appendix E - Sheet 17.
Approximately 140 linear feet of new stream channel will be created. This new stream
channel will also convey the necessary hydrology to the proposed wetlands mitigation
area which will be located between the relocated stream and the new section of the
Hartley Drive roadway. The relocated stream channel will be drained by a proposed
culvert under the new section of Hartley Drive, which will be connected to the portion of
Stream 1 that is located south of the proposed project corridor.
The relocated portion of the stream will consist of a thalweg which will be the deepest
portion of the proposed stream channel and will convey the area stormwater runoff in low
flow conditions, and a larger bankfull area to handle larger flows of stormwater from the
upstream areas. From the bankfull area, the relocated streams associated flood prone
width provides additional volume for the design storm and includes the wetland
mitigation area on the south side of the stream.
Coconut fiber matting (or similar material) will be used to line the stream banks to assist
in the stabilization of the soils. The thalweg of the relocated stream channel will be
unlined. Boulders and stones will be placed on top of the matting in designated areas to
stabilize the stream banks and further limit the erosion and scouring of the stream flow.
A rock cross vane will be placed across the stream as shown on the mitigation plan
(Appendix E - Sheet 17) to provide grade control, maintain the thalweg in the center of
the channel, and to provide a pool which will help to reduce flow velocities, reduce
stream bank scour and provide additional aquatic habitat. Over time, sediment transport
and deposition by the stream flow will cover the crushed rock with material such as leaf
litter and sediments. This should help the relocated stream channel to mimic the
conditions of the stream channel to be abandoned, and provide a benthic substrate
suitable for macro invertebrates such as Ephemeroptera, Plecoptera and Trichoptera
"- STV 6
..
species. It is also anticipated that crayfish and various amphibians will colonize the area
of the relocated stream channel. No fish populations exist in this portion of the stream.
The culvert that is proposed to be placed under the roadway (Appendix A - Figure 11)
will then be put into place. This culvert will take the stream flow and direct it under the
proposed roadway to the downstream portion of Stream 1. The invert elevation at the
point where the culvert intercepts both Stream 1 and the relocated Stream 2 is at
approximately 816.5 feet.
3.4 Prepare Substrate
As previously mentioned, earthworking equipment such as bulldozers, backhoes, front-
end loaders, and track hoes may be used to initially prepare the site. Similar equipment
may be used to transfer the stockpiled soils and boulders from the stockpile areas to the
proposed mitigation area. No heavy earthworking equipment will be permitted to enter
existing jurisdictional areas, and will be largely limited to the proposed mitigation area.
The placement of the stockpiled boulders (or coir logs if no boulders are available) at the
designated areas along the stream banks will be done to armor the stream banks against
erosion during high flow periods. A coconut fiber mat will be placed over the stream
banks at these areas prior to boulder (or coir log) placement. The coconut fiber matting
will help to stabilize the stream bank soils, and will be permitted to decompose naturally
after the boulders have been placed. The boulder revetment will help to maintain the
stream bank and still provide a natural stream bank substrate.
The boulder revetments along the stream bank will be constructed by first lining the
smaller boulders along the toe of the stream bank, under the proposed water table
elevation. Progressive layers of larger boulders will be placed over the smaller boulders,
until the top of bank is reached.
The substrate soils of the wetland mitigation area will be prepared by first grading the
area subsoil (as described in Section 3.2) to elevations approximately one foot below the
final proposed grade, and then spreading the stockpiled soils over the prepared subsoil.
The stockpiled soils will be spread over the mitigation area by hand to ensure that the
compaction of the soils is minimized. The topsoil will be loosely placed over the subsoil,
and will be spread in a slightly uneven manner creating mounds and kettles for a variable
microtopography in the mitigation area.
4.0 VEGETATION PLANTING PLAN
After the soils substrate has been prepared, landscaping contractors shall begin the
installation of the vegetative plantings for the area surrounding the relocated stream and
for the wetland mitigation area. Tree species to be planted in the wetland mitigation area
will match the types of species found naturally within the existing forest of the area.
=a STV 7

The nurseries that are found within the vicinity of the project will be used to provide the
mitigation area vegetation. Example nurseries that may be used include Fern Valley
Farms located in Yadkinville, or Piedmont Carolina Nursery located in Colfax. Pricing
and availability of the desired wetland species will be evaluated prior to contracting a
plant supplier.
All planting will proceed by hand. Materials will be brought to the site in good condition
(see below) and then placed in central drop locations. The materials will then be hand-
carried to their planting locations and in turn, planted by hand. Only rounded, shallow
planting shovels will be used in this effort.
Criteria for selecting plant material will include (1) the plant's ability to withstand the
expected light and saturation conditions; (2) its demonstrated survival on this site and
other nearby sites; (3) the plant must be native and non-invasive; and (4) whether the
plant material is available at nurseries in the same region as the site. See Table I for
complete plant species list.
Container-grown plant material delivered to the job site will be inspected to assure moist
soil/root masses. Any dry and light weight plants will not be accepted. If not planted
immediately, the container will be stored out of the sun and wind and kept moist (i.e., a
means of watering will be provided and watering will occur daily). When removed from
the containers, the plants will be the size of the specified container. If in leaf, the plants
will appear healthy with no spots, leaf damage, discoloration, insects or fungus. If not in
leaf, the buds will be firm and free of damage, discoloration, insects or fungus.
Containers will be a minimum of quart size for shrubs and gallon size for trees.
Trees and shrubs would preferably be planted in early to late spring (between April 1 and
June 15), or in the fall (September 15 to October 30). In all cases, a hole will be dug
twice as deep as the root ball. The only shovels allowed are rounded, shallow spades.
The hole will then be backfilled with a thin layer (two to four inches) of rich, organic
topsoil, the plant placed inside, the hole backfilled to the top and then gently tamped
down.
A wetland seed mix will be chosen based on commercial availability and the seed
species' ability to survive in moist areas adjacent to the road with some sun. Seeding
within wetland areas should not be completed when there is more than two inches of
standing water, or in areas that are likely to be flooded. Seeds should be broadcast by
hand or knapsack seeder using the proper seeding rate, and carefully proportioning seed
for the entire area. The seed will be covered with a light layer of straw mulch following
seeding.
The overstory species to be planted are considered to be facultative and facultative
wetland species. These include American sycamore (FACW-), red maple (FAC),
sweetgum (FAC+), and pussy willow (Salix discolor, FACW). Each of these tree species
r- STV 8

will be planted on a raised mound of soil to create a varied microtopography within the
wetland area, and to ensure that the tree can receive adequate air during periods of
prolonged inundation and flooding within the wetland area.
Shrubs planted in this area include highbush blueberry, (Vaccinium corymbosum,
FACW), American hornbeam (Carpinus caroliniana, FAQ, and winterberry holly (Ilex
verticillata, FACW). Herbaceous wetland species to be planted as plugs will include
upright sedge (Carex stricta, OBL), soft rush (Juncus effusus, FACW+), woolgrass
(Scirpus cyperinus, OBL), and Virginia blue flag iris (Iris virginica, OBL). A wetland
seed mixture will also be sown into the wetland mitigation area. The existing seed bank
in the area soils that will be used in the final grading are also anticipated to germinate and
colonize the wetland mitigation area.
American holly (Ilex opaca, FAC-) will be planted at the toe of the slope of the proposed
roadway and a wildflower seed mixture or NCDOT approved slope stabilizing vegetation
will be sown into the slope. Black-eyed Susan, purple coneflower, poppy, and coreopsis
are some of the wildflowers that are suggested. This vegetation will help to stabilize the
slope of the roadway. The wildflower species will also offer scenic views for the
travelers on the proposed extension of Hartley Drive.
Alternative species may be used within the proposed mitigation area depending on the
availability of the listed plant species, or based on the preferences of the USACE or the
NCDWQ. This flexibility in planting schemes will help to prevent planting delays if a
species is not readily available at a local nursery, and will pen-nit input from the
regulatory agencies to choose desired species. Prior to making any substitutions to the
planting palette, regulatory agencies will be notified and allowed to comment on, and/or
accept proposed substitutions.
5.0 HYDROLOGY ESTABLISHMENT
The relocation of the sanitary sewer, installation of the proposed 60" culvert pipe, and the
preparation of the relocated stream channel will be completed before establishing the
hydrology to the proposed wetland mitigation area.
The existing stream flow will continue as the stream relocation and the mitigation area
are prepared, and the proposed culvert is put in place. When the procedures outlined in
Section 3 (Site Preparation) and Section 4 (Vegetation Planting Plan) are completed, the
stream will be directed from the existing location to the prepared, relocated stream
channel.
A portion of the existing stream channel to be abandoned will become incorporated into
the proposed wetland mitigation area. The remaining portion of the stream channel will
be blocked off by an embankment protected by a matting of coconut fiber covered by a
STV 9

row of boulders. Coir logs will be used if an insufficient amount of boulders are
unearthed during site grading.
The thalweg will be partially blocked temporarily at the rock vane prior to the stream
diversion into the newly created stream channel. The thalweg will be blocked using a
board or similar removable weir-like material until a stormwater event has occurred. The
temporary blocking of this main drainage way for the stream will back the water up into
the wetland mitigation area, creating a pool in this portion of the relocated stream
channel. The inundation of the wetland mitigation area by stormwater may reduce the
need to water this area as it is being established. It will also pen-nit the fine sediments
carried in the water column to fall out into this pool and wetland area. Fine sediments
and clay particles on the substrate surface will help to decrease the soil permeability, and
increase the surface inundation within the mitigation area.
6.0 MAINTENANCE AND MONITORING
At least one pre-construction meeting will occur between the chosen grading and/or
planting contractor/subcontractor and the site environmental systems planner prior to
beginning construction on site. The construction monitor will have experience in wetland
construction and a Bachelor of Science degree in Biology or Environmental Science.
Monitoring and maintenance efforts for the mitigation plantings will take place over a
five year period following construction. This will include frequent visits for the first
growing season, and then twice a year for the next two years, with additional inspections
as required depending on the site conditions. The scientist in charge will conduct a survey
of the site and site conditions will be noted and adjusted as necessary. An annual report
will be provided to the NCDWQ, the City of High Point and the Anny Corps of
Engineers every year for each of the five years.
These reports will include the following information:
1. All plant species, along with their estimated relative frequency and percent cover, shall
be identified.
2. Photographs showing all areas of the mitigation site shall be taken at least once each
year during the growing season.
Plantings will meet or exceed an 85 percent survival rate by the end of the second
growing season. If this goal is not met, the site will be re-evaluated, and re-grading and/or
replanting will be completed as necessary. Invasive species will not constitute more than
10 percent of the vegetative community. If this goal is exceeded, measures will be taken
to eradicate the invasive species.
6.1 Project Goals
Project Goal 1: The created wetland community should be a jurisdictional wetland as
defined by current federal standards.
STV 10

Objective: The created wetland should develop the three characteristics (hydrophytic
vegetation, hydric soils, and hydrology) that define a wetland to compensate for a portion
of the wetlands that will be impacted by the extension of Hartley Drive. The remaining
compensation at a 2:1 ratio will be fulfilled using the North Carolina Ecosystem
Enhancement Program in-lieu fee mitigation program.
Performance criteria:
a. Predominance of hydrophytic vegetation: More than 50% of the dominant plant species
must be hydrophytic.
b. Occurrence of hydric soils: Hydric soil characteristics should be present, or conditions
favorable for hydric soil formation should persist at the site.
c. Presence of wetland hydrology: The area must be either permanently or periodically
inundated or have soils that are saturated to the surface for at least two weeks during the
growing season.
Project Goal 2: The created wetland plant community should meet standards for planted
species survival and floristic composition.
Objectives: The planting of trees will create a forested wetland. Other woody and
herbaceous vegetation that is planted as plugs, seeded, or develops from the natural seed
bank will be allowed to colonize the site naturally, which the exception of noxious
invasive weed species that will be removed.
Performance criteria:
a. Planted species survivorship: At least 85% of the planted trees ad shrubs should be
established and living by the end of the five year monitoring period.
b. Native species composition: At least 50% of the plants present should be non-weedy,
native, perennial species.
c. Dominance of ve etg ation: None of the three most dominant plant species may be non-
native or weedy species, such as cattail, or reed canary grass.
6.2 Methods
a. Predominance of hydroph3iic vegetation
The method for determining dominant vegetation at a wetland site is described in the
Corps of Engineers Wetlands Delineation Manual (Environmental Laboratory 1987) and
further explained in the Federal Manual for Identifying and Delineating Jurisdictional
Wetlands (Federal Interagency Committee for Wetland Delineation 1989). It is based on
aerial coverage estimates for individual plant species. Each of the dominant plant species
is then assigned its wetland indicator status rating. Any plant rated facultative or wetter,
i.e., FAC, FAC+, FACW, and OBL, is considered a hydrophyte. A predominance of
wetland vegetation in the plant community exists if more than 50% of the dominant
species present are hydrophytic.
b. Occurrence of hydric soils
The soil will be sampled in order to monitor hydric soil development. Soil profile
morphology including horizon color, texture, and structure will be described at various
F STV 11

points throughout the mitigation site. Additionally, the presence, type, size, and
abundance of redoximorphic features will be noted. Hydric soils may develop slowly,
and characteristics may not be apparent during the first several years after project
construction.
c. Presence of wetland hydrology
Wetland hydrology will be assumed if the dominance of hydrophytic vegetation is
established and hydric soils develop within the mitigation area.
6.3 Contingency
In the event that the area has not developed wetland characteristics as determined by the
project goal methodology, an evaluation of the potential causes for this failure will be
performed and corrective action will be taken. The absence of wetland soils, hydrology
and/or the absence of the prevalence of hydrophytic vegetation over some or all of the
desired mitigation area will be the trigger to perform this corrective action.
Corrective actions may include minor grading, soils reworking/amending and replanting
as described below.
Additional vegetation plantings
This is the most common contingency plan utilized for wetland mitigation projects.
Replanting is most often used to remedy failures to meet cover or plant survival
standards. If plantings have failed, it is likely that some underlying problem (e.g., too
much or too little water) is at fault. Replanting without addressing the root cause is likely
to result in another failure.
Invasive species control
This is a necessary contingency when the standard of success limits the cover of invasive
species on the site. Also, when plant survival or diversity standards are not being met,
weed control may be needed. The control method(s) which may be used will include
clearing undesirable species by hand, and spot pesticide/herbicide application.
Soil amendment
If vegetation populations are not responding as expected, it may be necessary to add
organic matter, structural components, or specific nutrients to the soil.
Supplement hydrology
If the site does not have sufficient water supply, surface water may need to be diverted
from a nearby stream or stonnwater system. If such supplemental sources are not
available, then additional remedial measures such as those listed below may be required.
Decrease soil permeability
F STV 12
II;, d [
Fine sediments may be added or subsoil could be compacted to decrease soil permeability
and increase water retention time. This is best used very early after site construction in
order to avoid the need to replant.
Grading revisions
Grading may be required to slow surface water sheet flow across the site or adjust stream
dynamics of channelized systems.
Erosion control
If surface water drainage channels develop, additional planting might be adequate to
control this. Or, erosion-control matting (e.g., biodegradable fiber mats) or physical
controls (rock, hay bales) may be installed as an interim measure. The ultimate goal
should be to have erosion controlled by an appropriate combination of reduced slope and
increased vegetation density.
Access control
Fencing, blocking vehicle access points, and other measures can be employed to prevent
vandalism, dumping of trash, and other impacts caused by humans or domestic animals.
The planting of a boundary of dense thorny holly shrubs may help to provide both access
control as well as providing wildlife habitat.
Pest control
If revegetation is failing due to herbivory, the wildlife responsible need to be identified
and appropriate damage control methods employed. Possible methods include deer
fencing, rabbit fencing, goose fencing, use of repellents, and temporary barriers. This
pest control will be the responsibility of the responsible party to erect and maintain
throughout the five year monitoring period.
7.0 PRESERVATION
The City of High Point will purchase the proposed mitigation area property during the
R/W acquisition. A 50 foot buffer will be been placed around the relocated stream and
mitigation area, except where it is directly adjacent to the roadway. This additional
protected area will be purchased by the City of High Point and the deed placed in a
conservation restriction to protect the area as a stream and wetland in perpetuity.
I- STV 13
APPENDIX A
FIGURES
old Plank Rd
G'H"4?1
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02446 NAVTEQ
North Carolina Vicinity Map
STV/Ralph Whitehead
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Associates, Inc.
Scale as shown
Hartley Drive Widening and Extension Site Location Map
Davidson and Guilford Counties, NC FIGURE 1
N Not to Scale ®? Pr?
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Associates, Inc.
Hartley Drive Widening and Extension U.S.G.S. Location Map
Davidson and Guilford Counties, NC FIGURE 2
North Carolina Vicinity Map
a,
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Mapped Soil Units in Project Area N
Poindexter and Zion sandy loams, 2 to 8 percent slopes (PnB)
Poindexter and Zion sandy loams, 8 to 15 percent slopes (PnD)
Poindexter and Zion sandy loams, 15 to 25 percent slopes (PnE)
STV/Ralph Whitehead
N
Associates, Inc.
Hartley Drive Widening and Extension Soil Survey
Davidson County, NC
Davidson and Guilford Counties, NC FIGURE 3
Not to Scale
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Mapped Soil Units in Project Area
Wilkes sandy loam, 6 to 10 percent slopes (WkQ
Wilkes sandy loam, 15 to 45 percent slopes (WkE)
Chewacla sandy loam (Ch)
Enon-Urban Land complex, 2 to 10 percent slopes (EuB)
STV/Ralph Whitehead
{
Associates, Inc.
Hartley Drive Widening and Extension Soil Survey
Guilford County, NC
Davidson and Guilford Counties, NC FIGURE 4
N
Not to Scale
F - -- -- - - --- --- --- - - - - - - - - - - --- - -- -- -1
APPLICANT:CITY OF HIGH POINT LOCATION:HARTLEY DRIVE
ACTIVITY: ROADWAY EXTENSION COUNTY: GUILFORD/DAVIDSON
ROUTE: HARTLEY DRIVE STATE: NORTH CAROLINA
PROJECT": 3202000, TASK 400 DATE: 03/20/08
SCALE: I" = 600'
0
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SEE FIGURE 7 0
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STV/RALPH WHITEHEAD ASSOCIATES
1000 W.MOREHEAD ST.
SUITE 200
CHARLOTTE, NORTH CAROLINA 28208
HARTLEY DRIVE EXTENSION
0 ft 600 ft CITY OF HIGH POINT, NC
PROJECT OVERVIEW
SCALE FIGURE 5
PHONE 8:[phone] FAX •:[phone]
l/1
- - - - - - - - - - - - - - - - - - - - - - --- - - - - -- I
LEGEND
PERMANENT PALUSTRINE FORESTED
WETLAND FILL IMPACT (0°301 AC)
PERMANENT PALUSTRINE FORESTED
WETLAND CLEARING IMPACT (0.010 AC)
PERMANENT PALUSTRINE FORESTED
WETLAND EXCAVATION (0.006 AC)
STREAM FILL IMPACT
(0 AC; 0 LF)
WETLAND BOUNDARY:
STREAM BOUNDARY:
EROSION CONTROL FENCING LINE:
CONSTRUCTION LIMITS:
LP © 1'l\ LP
D OE OF,
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NV AG
NV A II
8v I E3ST I EROSION CONTROL
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APPLICANT:CITY OF HIGH POINT
ACTIVITY: ROADWAY EXTENSION
ROUTE: HARTLEY DRIVE
PROJECT": 3202000, TASK 400
----no----
c
AND GG
30
S
1 S
PSTQ
I NETT F
PER _PANENT
I PST
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LINE
TRINE FORESTED
lND FILL IMPACT
15 SF = 0.301 AC
PERMANENT PALUSTRINE FtRESTED
WETLAND CLEARIN IMPACT
+/- q4q SF = .010 AC
LOCATION: HARTLEY DR I VE
COUNTY: GUILFORD/DAVIDSON
STATE: NORTH CAROLINA
DATE: 06/14/07
SCALE: ill = 80'
PERMANENT PALUSTRINE FORESTED
WETLAND EXCAVATION IMPACT
+/- 264 SF = 0.006 AC
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PROPOSED BRIDGE ABUTMENT
i
STREAM 4 STV/RALPH WHITEHEAD ASSOCIATES
1000 W.MOREHEAD ST.
SUITE 200
CHARLOTTE, NORTH CAROLINA 28208
71M HARTLEY DRIVE EXTENSION
S CITY OF HIGH POINT, NC
0 ft 80 ft SITE PLAN (FIGURE G)
SCALE PHONE ": [phone] FAX •:1704) 372-3393

LEGEND APPLICANT:CITY OF HIGH POINT LOCATION: HARTLEY DRIVE
PERMANENT PALUSTRINE FORESTED ACTIVITY: ROADWAY EXTENSION COUNTY: GUILFORD/DAVIDSON
WETLAND FILL IMPACT (0.055 AC) STATE: NORTH CAROLINA
PERMANENT PALUSTRINE FORESTED ROUTE: HARTLEY DRIVE DATE: 06/14/07
WETLAND CLEARING IMPACT ( 0 AC) PROJECT": 3202000, TASK 400 SCALE: ill = 80'
PERMANENT PALUSTRINE FORESTED
WETLAND EXCAVATION ( 0.004 AC)
STREAM FILL IMPACT
RIPRAP
APRON EROSION CONTROL
( O AC; O LI-) 23 FENCING LINE
WETLAND BOUNDARY: ----.?---- 8.56 CY INSET A
STREAM BOUNDARY: PERMANENT PALUSTRINE FORESTED 0
'
EROSION CONTROL FENCING LINE: WETLAND EXCAVATION IMPACT
171 SF = 0,004 AC
CONSTRUCTION LIMITS:
-

-
- - - - - - - - - - - - - - - - - - - - - - _ _ _ _ _ ---------
-
PROP. END WALE
- STREAM 3 BEGINS
F

, 40
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SEEIIN?ET A
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FOR bE AILS
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x 41 Y
DRIVE
N

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N ?C_p 4
VANENT k E LIB TRINE FILL FORESTED IMPACT
-? "`IHTLAND STU/RALPH WHITEHEAD ASSOCIATES

MOREHEAD ST
0 W
'*/- 2,394 SF = 0.055 AC EROSION. CONTROL ?c

.:_r
*`
-
+ .
100
.
SUITE 200
FENCING-
. LINE ? __,..?^..•
......... ?
c c
CHARLOTTE. NORTH CAROLINA 28208
PRA END WALL ?..,.
HARTLEY DRIVE EXTENSION
w `
x= CITY OF HIGH POINT, NC
y, ,•:
r' / Q fit 80 t SITE PLAN (FIGURE 7)
f ..

SCALD
PHONE a [phone] FAX ,[phone]

,I
LEGEND APPLICANT:CITY OF HIGH POINT LOCATION: HARTLEY DRIVE
PERMANENT PALUSTRINE FORESTED VIIIIZZZZZZA ACTIVITY: ROADWAY EXTENSION. COUNTY: GUILFORD/DAVIDSON
WETLAND FILL IMPACT (0 AC) STATE: NORTH CAROLINA
PERMANENT STREAM ROUTE: HARTLEY DRIVE DATE: 03/20/08
EXCAVATION IMPACT (0.005 AC; 24 LF) PROJECT": 3202000, TASK 400 SCALE: 1 80'
PERMANENT STREAM FILL IMPACT
(0.087 AC; 514 LF)
?N
HVAC
TEMPORARY STREAM c
DK/,
DE 2SFD `
EXCAVATION IMPACT (0.008 AC; 23 LF) MB /
---
WETLAND BOUNDARY: -MLB----
C
H ^ ^-61 WALL
STSE?D
?/
ro
STREAM BOUNDARY: SEE INSET A
FOR DETAILS Wc -
EROSION CONTROL FENCING LINE:
` ss HVAD 25FD ?i MO
F
I
CONSTRUCTION LIMITS: ' - - M1?'iDECK WAL
' LP\
`
c
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N
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- ?Y /
\ h 2SFo
Co-,
\ L! PATIO
???`s7y FILL I ACT O sE
PEAANENT STREAM
\ R\ F g
+/M- 3060 SF = ?7 1 AC ?1k:?1 Hvnc
?ILE + LUORAGE

GRAD ? SHED

W
/ Llo-,,-Al
35
C F L/0
0

INSET A N "'LEY DRIVE
} PERMANENT STREAM 200 LF 60'RCP
EXCAVATION IMPACT
+/- 204 SF = I
0.005 AC

I

/

FGi_
RIPRAP APRON EROSION CONTROL
I
i 433 SF FENCING LINE
16.04 CY

- ?

'*\-EROSION CONTROL
- FENCING LINE
I \?
\
TEMPORARY 359 SF STO EAM08 ACCAVATION IMPACT
F\
STREA RELOCATION
I,
D STV/RALPH WHITEHEAD ASSOCIATES

? ??
\
\ D 7 1000 W.MOREHEAD ST.
SUITE 200
-
- PERMANENT STREAM 2 FILL IMPACT
017 AC \
+/- 737 SF = 0 CHARLOTTE, NORTH CAROLINA 28208
.
PROP. SEWER LINE ` HARTLEY DRIVE EXTENSION
CITY OF HIGH POINT, NC
0 ft 80 fit SITE PLAN (FIGURE 8)
--- SCALE PHONE «: [phone] FAX =: [phone]
L
- -------------------------- I
r
VOLUME OF FILL IN WETLAND CALCULATION
AREA OF WETLAND FILL IMPACT = 13,095 SF
AVERAGE FILL HEIGHT = 20 FT
VOLUME OF FILL = 13,095 SF X 20 FT = 261,900 CF
= 9,700 CY
CROSS SECTION A-A
-HARTLEY- STA. 31+50
PROPOSED
CENTERLINE
26.75' 26.75'
PROPOSED
GRADE
19.25' 86.68'
3'
PROPOSED -
GROUND
830 ft
825 ft
820 ft 3`\
815 fit
810 ft
805 fit
800 ft WETLAND
EXCAVATION
IMPACT
PROPOSED
TOE OF FILL DITCH
EXISTING
GROUND
VOLUME OF EXCAVATION IN WETLAND CALCULATION
AREA OF WETLAND EXCAVATION IMPACT = 264 SF
AVERAGE EXCAVATION DEPTH = 3 FT
VOLUME OF EXCAVATION = 264 SF X 3 FT = 792 CF
= 29.33 CY
iii
WETLAND
FILL IMPACT
WETLAND
CLEARING
IMPACT
0 ft 20 ft
SCALE
18.63'
1
J
VOLUME OF FILL IN WETLAND CALCULATION
AREA OF WETLAND FILL IMPACT = 2,394 SF
AVERAGE FILL HEIGHT = 8 FT
VOLUME OF FILL = 2,394 SF X 8 FT = 19,152 CF
= 709.33 CY
CROSS SECTION B-B
-HARTLEY-
PROPOSED
PROPOSED CENTERLINE
GROUND
16.91 32.48' 35.14' 35.08'
840 fit
835 ft
830 ft
825 fit
820 fit
= 829.10
EXISTING
GROUND
WETLAND
EXCAVATION IMPACT
WETLAND
FILL IMPACT
VOLUME OF EXCAVATION IN WETLAND CALCULATION
AREA OF WETLAND EXCAVATION IMPACT = 171 SF
AVERAGE EXCAVATION DEPTH = 2 FT
VOLUME OF EXCAVATION = 171 SF X 2 FT = 342 CF
= 12.67 CY
-PROPOSED
GRADE
PROPOSED 42"RCP
W/NCDOT STD. 838.80
ENDWALLS
0 ft 20 ft
SCALE
INVERT = 833.60
7.62'
I
------ -- ----- ---------- ------ I
VOLUME OF FILL IN STREAM CALCULATION
AREA OF STREAM FILL IMPACT = 0.087 AC = 3,797 SF
AVERAGE FILL HEIGHT = 18 FT
VOLUME OF FILL = 3,797 SF X 18 FT = 68,346 CF
= 2,531.33 CY
CROSS SECTION C-C
-HARTLEY-
820 ft
815 ft
w ft
805 ft
800 ft
EXCAVATION IMPACT
VOLUME OF EXCAVATION IN STREAM CALCULATION
AREA OF STREAM EXCAVATION IMPACT = 150 SF
AVERAGE EXCAVATION DEPTH = 5 FT
VOLUME OF EXCAVATION =150 SF X 5 FT = 750 CF
= 27.78 CY
0 ft 25 ft
SCALE
16=0 I
i
i
--- ----- - ---- = - -- - --- --- - - --- - - ----- ---
CROSS SECTION
CROSS SECTION D-D
-SANITARY SEWER-
828
EXISTING
GROUND
824
820
816
812
EX. 12' SANITARY SEWER
VOLUME OF TEMPORARY STREAM EXCAVATION CALCULATION
AREA OF STREAM EXCAVATION IMPACT = 100 SF
AVERAGE DEPTH OF SANITARY SEWER = 5.7 FT
VOLUME OF TEMPORARY EXCAVATION = 100 SF x 5.7 FT = 570 CF
= 21.11 C Y
m m
J J
3 3
i V
PROP. 132 LF OF 12' DIP 0 2.42%
TEMPORARY STREAM EXCAVAION IMPACT
AREA =100 SF
AVERAGE DEPTH = 5.7 FT
STV/RALPH WHITEHEAD ASSOCIATES
1000 W. MOREHEAD ST.
SUITE 200
CHARLOTTE, NORTH CAROLINA 28208
HARTLEY DRIVE EXTENSION
CITY OF HIGH POINT, NC
0 ft 80 ft SITE PLAN (FIGURE 12)
SCALE PHONE ":[phone] FAX •:[phone]

APPENDIX B
PHOTOGRAPHS
Hartley Drive Widening and Extension, High Point, NC
Mitigation Plan
Photo 1 - A view of Stream 1 above the confluence with the intermittent Stream 2 with
the proposed mitigation area on the left.
Photo 2 - A view of the reference reach portion of Stream 2 which will be bypassed by
the proposed culvert and crossed by the extended portion of the proposed Hartley Drive.
Hartley Drive Widening and Extension, High Point, NC
Mitigation Plan
Photo 3 - The existing sanitary sewer easement located in the proposed mitigation area.
Photo 4 - Another view of the existing sanitary sewer easement located north of the
proposed mitigation area.
Hartley Drive Widening and Extension, High Point, NC
Mitigation Plan
Photo 6 - A view of the upland forest, Stream 1, and the proposed mitigation area.
Photo 5 - A view of the successional upland forest located east of the proposed
mitigation area.
APPENDIX C
PERSONNEL QUALIFICATIONS
The following STV/RWA employees were responsible for the preparation of this
document:
STV/ Ralph Whitehead Associates
Michael A. Iagnocco, P.W.S., Senior Environmental Scientist
B.S. Biological Sciences
Mr. Iagnocco has over 25 years of experience in performing environmental studies and
managing the preparation of environmental documents, including assessments and impact
statements, at federal and state levels. Mr. Iagnocco also has extensive experience in
wetland assessment, delineation, and permitting; the development of comprehensive
mitigation plans involving restoration, creation, and enhancement; and natural resource
inventories.
Brandon J. Phillips, C.H.M.M., Senior Environmental Specialist
B.S. Biology
Mr. Phillips has over 20 years of professional experience in environmental science and
wetlands/natural resources management throughout the eastern United States. Mr.
Phillips performs environmental studies, wetland mitigation design and participates in the
preparation of environmental assessments, Clean Water Act Section 404 permit
documents and National Environmental Policy Act (NEPA) documents. Mr. Phillips has
conducted wetlands studies for properties in the eastern US from Massachusetts to
Florida, and has appeared as an expert witness to provide testimony to support clients in
the New York State Wetlands Appeals Court and multiple municipal hearings.
W. Steven Busbee, P.W.S., Project Environmental Scientist
M.S. Forest Resources
B.S. Aquaculture, Fisheries, and Wildlife Biology
Mr. Busbee has over seven years of professional experience in environmental science and
wetlands/natural resources reporting throughout the southeastern United States, including
North and South Carolina, Georgia, and Florida. He has extensive regulatory wetlands
permitting experience at both the federal and state levels. His experience includes
jurisdictional stream and wetland determinations, delineations, and functional
assessments, Section 404 pennitting, compensatory wetland mitigation design, planning
and monitoring, protected plant and animal species surveys, invasive plant species
management, water quality monitoring, and regulatory agency reporting and
coordination.
Jennifer L. Schwaller, NEPA Project Planner
B.S. Organismal Biology
Ms. Schwaller has over nine years of experience in ecological studies and environmental
assessment. She is well versed in National Environmental Policy Act (NEPA) and State
(North Carolina) Environmental Policy Act (SEPA) compliance, and has served as the
primary author on numerous environmental documents, including environmental
assessments. She has completed coursework towards earning a NEPA Certificate from
Duke University's Environmental Leadership Program. In addition, Ms. Schwaller has
attended several workshops sponsored by the USFWS, which focused on rare plant
identification within the Carolinas. These workshops have included instruction on
Schwenitz's sunflower (Helianthus schweinitzii), dwarf-flowered heartleaf (Hexastylis
naniflora), bunched arrowhead (Sagittaria fasciculata), mountain sweet pitcher plant
(Sarracenia jonesii), and swamp pink (Helonias bullata).
APPENDIX D
CORRESPONDENCE
r '11V-
-d;J;
osstem
' J11a1 %eMenI
PROGRAM
July 18, 2007
Keith Pugh, P.E.
City of High Point
3301 Stafford Drive
High Point, NC 28208
Project: Hartley Drive Extension and Widening County: Guilford
The purpose of this letter is to notify you that the North Carolina Ecosystem Enhancement Program (NCEEP) is willing to
accept payment for impacts associated with the above referenced project. Please note that this decision does not assure that
the payment will be approved by the permit issuing agencies as mitigation for project impacts. It is the responsibility of the
applicant to contact these agencies to determine if payment to the NCEEP will be approved.
This acceptance is valid for six months from the date of this letter and is not transferable. If we have not received a copy of
the issued 404 Permit/401 Certification/CAMA permit within this time frame, this acceptance will expire. It is the
applicant's responsibility to send copies of the permits to NCEEP. Once NCEEP receives a copy of the permit(s) an invoice
will be issued based on the required mitigation in that permit and payment must be made prior to conducting the authorized
work. The amount of the In Lieu Fee to be paid to NCEEP by an applicant is calculated based upon the Fee Schedule and
policies listed at www.neeep.net.
Based on the information supplied by you the impacts that may require compensatory mitigation are summarized in the
following table.
Yadkin
03040101 Stream (feet) Wetlands (acres) Buffer I
(Sq. Ft.) Buffer II
(Sq. Ft.)
Cold Cool Warm Riparian Non-Riparian Coastal Marsh
Impacts 0 0 506 0 0.352 0 0 0
Credits 0 0 1,012 0 0.75 0 0 0
Upon receipt of payment, EEP will take responsibility for providing the compensatory mitigation. If the regulatory agencies
require mitigation credits greater than indicated above, and the applicant wants NCEEP to be responsible for the additional
mitigation, the applicant will need to submit a mitigation request to NCEEP for approval prior to permit issuance. The
mitigation will be performed in accordance with the Memorandum of Understanding between the N. C. Department of
Environment and Natural Resources and the U. S. Army Corps of Engineers dated November 4, 1998.
If you have any questions or need additional information, please contact Kelly Williams at [phone].
Sincerely,
Jam.
Wit ' D. Gilmore, PE
Director
cc: Cyndi Karoly, NCDWQ Wetlands/401 Unit
Andy Williams, USACE-Raleigh
Daryl Lamb, NCDWQ-Winston-Salem
Brandon Phillips, agent
File
Restorutg... E ... Pro Oar Sta.
S?V--o +-
FWWOWRA
North Carolina Ecosystem Enhancement Program, 165,2 Mail Service Center, Raleigh, NC 27699-1652 / 91 9-71 5-0476 / www.nceep.net
APPENDIX E
MITIGATION AND ENGINEERINGS PLANS
E
F
CITY OF HIGH POINT
DAVIDSON AND GUILFORM COUNTIES
.?> -- LLV! --- Jl
LOCATION: HARTLEY DRIVE FROM US 311(N. MAIN STREET)
TO WESTOVER DRIVE
TYPE OF WORK: GRADING, DRAINAGE, PAVING, WIDENING,
SIGNING, PAVEMENT MARKING, GUARDRAIL,
CULVERTS, SIGNALS, UTILITIES, AND STRUCTURE
I
tiles
BEGIN CONSTRUCTION
INGLESIDE DRIVE ,Or ojo
STA. 10+48.00
o, 0 END CONSTRUCTION
WESTOVER DRIVE
=1° STA.I6+08.81
ul a
BEGIN 9RIDGEG j? BEGIN CONSI
SHADOW VAL
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ST A.15+09.23
N. MAIN bIKLLI STA. 31+43.17 _L,_ STA. 12+52.11
STA. 6+05.00 W. HARTUY DR.
i
I
Y BEGIN CONSTRUCT
STA. 10+00.00
p a 5 All
END CONSTRUCT
CALLOWAY FAR
STA. 11+70.25
END BRIDGE 6
STA.33+96.83 j
? ? END CONSTRUCTION
INGLESIDE DRIVE Tp
STA. 13+07.74
RL_
9
D ? oho S1
END CONSTRUCTION
N. MAIN STREET BEGIN CONSTRUCTION 8
STA. 17+44.33 Jio WESTOVER DRIVE
RUCTION MAY "`11777 D _ STA. 12*54.68
3EGIN CONST o END CONSTRUCTION
W. HARTLEY DRIVE
STA. 10+45.16
qrTtM?'
?Sftslaq kjrr
AILlRe,?,WCH STV! Ralph Nhitehead Associates
CHARLOTTE, NC 28235-5624
RIGHT OF WAY PLANS FOR REVIEW 3/2"8 35624
ILA:ems

VICINITY MAP
W. HARTLEY DRIVE
-L- STA. 70+51.79
CLEARING ON THIS PROJECT SHALL BE PREFORMED INCON4PLETE PLANS
TO THE LIMITS ESTABLISHED BY METHOD H oo Nv uss roa a/w Aw-I N
GRAPHIC SCALES DESIGN DATA PROJECT LENGTH
50 0 50 100 ADT 2006 = 5,400
ADT 2030 =17,500 LENGTH OF ROADWAY PROJECT = 1.465 MI
PLANS DHV = 13 %
50 0 50 100 D = 55 % LENGTH OF STRUCTURES, PROJECT = 0.048 MI
PROFILE (HORIZONTAL) V = 50 MPH TOTAL LENGTH OF PROJECT = 1513 Ml
o
10 0 10 20
PROFILE (VERTICAL) ' TTST DUAL
Prepared in the Office of: HYDRAULICS ENGINEER
STV I RALPH WHITEIIEAD ASSOCIATES
for 11e C11y of High Point
2046 STAMDARD SPECD7CATTONS
_ P8
RIGHT OF WAY DATE., KEN HERRING, P.E. SIGALAlf!
PROJELT' n+r>nrsee ROADWAY DESIGN
ENGINEER
LETTING DATE: _ KIT PERSIANI, P.E.
PROJECT DESIGN ERGPTFR
PR
SIDNATUREe
NOTe C m
AMLlk KSIN18R7AnOl-W QIY?
P
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PROJECT REFERENCE NO, SHEET ND.
STV/MAphWhitehead Associates 2287 2
P.O. BOX 35624
C HARLO-TE, NC 28235-56[4 ROADWAY DESIGN PAVEMENT DESIGN
ENGINEER ENGINEER
INCOMPLi E PLANS
DO NM USE FOR !W AWUIFITION
VARIES 26.75'- 44.75' VARIES 26.75'- 44.75'
,R2 RAISED MEDIAN
VARIES 4' TO 28' R2
VARIES 7.5' -10' VARIES 11.5'- 12' VARIES 11.5'- 12' VARIES VARIES VARIES 11.5'- 12' VARIES 11.5'- 12' VARIES 7.5'- 10'
VARIES 0.5'- 3' 2'- 8' 2'- 20'
VARIES 0.5'- 3' EXISTING

r5'
1-2 -6 2' 0.75' 2' 5'-6' V-2' GROUND
DEALK 0.75
SIDEWALK

1
.02 FGFr 0
02 Fr+T 0.02 FT/Fr 0.02 FTFT JpP•A
.
0.02 FLFF, 0.02 Fr/FT
1Y
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,
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GRADE 1
EXISTING
GROUND JP? S - Cl POINT \Rl 1' 1 C2
TRAFFIC
T E1 01

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TYPICAL SECTION NO. 1
-L- STA. 10+45.16 TO STA. -L- 16+10.20 -VARIABLE
-
-L- STA. 19+14.56 TO STA.-L- 22+00.00 W MILLING-
-L- STA. 28+78.93 TO STA.-L- 31+43.17 (BEGIN BRIDGE)
TRAFFIC
_.._
-L- STA. 33+96.83 (END BRIDGE) TO STA. -L- 65+02.00 .
----------------------
--===?zr---
+------------------ --------
JDETAIL 'A' VARIAB
1 MILLING
J (N,T.S.)

VAR. MILLING
USE S DAT TIE-IN IRECTED LOCATIONS AND
BY ENGINEER
VARIES 31'- 32.75' VARIES 31'- 39' 10, (TYPICAL DETAIL FOR ALL TYPICAL SECTIONS)
1?_ VARIES 14' TO 23.75'
PAINTED MEDIAN
12' 12' _ VARIES VARIES 12' N 12' 5' h2
SIDEWALK 2' T T-8.75' T-15' -- SIDEWALK EXISTING
GROUND
1?
2
i1
,A
O
GRADF W
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J Pg.
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0.02 FDFI
0.02 FT/FT 0.02 FWr

FLFI
1Y .. ..., 0.02
,SO
EXISTING
GROUND $ ?---
D1 C1 IC1
S
T E1
DI ?E1 T
EXISTING PAVEMENT
VARIES 24' TO 30'
TYPICAL SECTION NO. 2
-L- STA. 16+10.20 TO STA. -L- 19+14.56
-L- STA. 22+00.00 TO STA.-L- 28+78.93
SURVEY
c
a
a
iC1 3
- O 2 D1
o PAVEMENT SCHEDULE
ni
m PROP. APPROX. 3" ASPHALT CONCRETE SURFACE COURSE TYPE 2 n" U 2 l2"
C1 S9.58, AT AN AVERAGE RATE OF 168 LBS. PER SD. YD. IN EACH F1 PROP
APPROX
6" GOADED AGGREGATE BA
G
.
.
SE 4 SURVEY 4 EXISTIN
MIN. MIN.
OF TWO LAYERS.
"
o'

a
i ?ARIARIE__ MIN 3
MIN
PROP. APPROX. 1.5" ASPHALT CONCRETE SURFACE COURSE TYPE
C2 S9.5B, AT AN AVERAGE RATE OF 168 LBS. PER S0. YD. R1 V-6" CONCRETE CURB AND GUTTER GRADE 3 Detail Showing Method of Wedging
VAR. DEPTH ASPHALT CONCRETE SURFACE COURSE, TYPE S9.58 /E2 POINT 2 E2

o C3 AT AN AVERAGE RATE OF 112 LBS. PER SO. YD. PER 1" DEPTH, R2 2'-6" CONCRETE CURB AND GUTTER I D2 D1 CI 2
TO BE PLACED IN LAYERS NOT TO EXCEED 2.0" IN DEPTH.
C3
PROP. APPROX. 4" ASPHALT CONCRETE INTERMEDIATE COURSE

c ,
U1 TYPE 119.08, AT AN AVERAGE RATE OF 456 LBS. PER $Q. YD. S 4" CONCRETE SIDEWALK
i
a
:E VAR. DEPTH INTERMEDIATE COURSE, TYPE I19.0151, AT AN AVERAGE , U 212" 3"
D2 RATE OF 114 LBS. PER SQ. YD, PEA 1" DEPTH, TO BE PLACED T EARTH MATERIAL `J
IN LAYERS NOT TO EXCEED 4.0 IN DEPTH. 3' 4 2 1Q" MIN. MIN.
a PROP. APPROX. 6" ASPHALT CONCRETE BASE COURSE, TYPE MIN. MIN. 2 1,2"
3°
bN E1 825.08, AT AN AVERAGE RATE OF 342 LBS. PER 90. YD. IN U EXISTING PAVEMENT Detail Showing Method Of Wedging MM MIN Wedging Detail For Resurfacing
EACH OF TWO LAYERS.
° VA q. UEPTH ASPHALT CONCRETE BASE COURSE, TYPE S25.OB, AT

Nay
'E E2 AN AVERAGE RATE OF 114 LBS. PER 80. YD. PER 1" DEPTH,
TO BE PLACED IN LAYERS NOT TO EXCEED 5.5" IN DEPTH. W SEE WEDGING DETAIL
(TYPICAL DETAILS FOR ALL TYPICAL SECTIONS)

c
N

PROJECT REFERENCE N0, SHEET N0.

®S
0 BOX 3Nh 35624 iteheadAssociazes
PA
2287
2-A
.
C.HARLLD?TE. NC 28275-5E24 ROADWAY DESIGN
ENGINEER PAVEMENT DESIGN
ENGINEER

INCOMPLE
DD Nor uSE vox E PLANS
ix ACQ-MON
10, VARIES 12'- 20.75, VARIES 12' - 20.75' 10,
8' 2' 12' VARIES 0' TO 17.5' _ 12'_ 2' 8' 8' 6'
?PS PAINTED MEDIAN PS EXISTING
GRADE j W GROUND
iii POINT ? 1?
0.02 Fr/Fr 110
0.0-_ FT/FT _ 0.02 FDFT b.`
OAB FPFT APg
SD 4? A-A
GROUND 6T El 01 Cl U C1 D1 El T
EXISTING PAVEMENT
/ VARIES 0' TO 24.5'
TYPICAL SECTION NO. 3
-L- STA. 65+02.00 TO STA. -L- 70+51.79
EXISTING
GROUND
C
rn
v
N
a
3
0
a
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PAVEMENT SCHEDULE
PROP. APPROX. 3" ASPHALT CONCRETE SURFACE COURSE TYPE
C1 I
S8.513 , AT AN AVERAGE RATE OF 168 LBS. PER SO. YD. IN EACH F1 PROP. APPROX. 6" GRADED AGGREGATE BASE
OF TWO LAYERS.
C2 PROP. APPROX. 1.5" ASPHALT CONCRETE SURFACE COURSE TYPE
"
S9.5B, AT AN AVERAGE RATE OF 168 LBS. PER SO. YD. R1 V-6
CONCRETE CURB AND GUTTER
VAR. DEPTH ASPHALT CONCRETE SURFACE COURSE, TYPE S9-.5B
C3 AT AN AVERAGE RATE OF 112 LBS. PER SO. YD. PEA i" DEPTH, '
"

TO BE PLACED IN LAYERS NOT TO EXCEED 2.0" IN DEPTH. H2 2
-6
CONCRETE CURB AND GUTTER
Di PROP. APPROX. 4" ASPHALT CONCRETE INTERMEDIATE COURSE,
TYPE 219.013, AT AN AVERAGE RATE OF 456 LBS. PER SO. YD. S CONCRETE SIDEWALK
VAR. DEPTH INTERMEDIATE COURSE, TYPE I19.OB, AT AN AVERAGE
D2 RATE OF 114L11 . PER N. YD. PEA 1" DEPTH, TO BE PLACED T EARTH MATERIAL
IN LAYERS NOT TO EXCEED 4.0 IN DEPTH.
PROP. APPROX. 6" ASPHALT CONCRETE BASE COURSE, TYPE
E1 825.06, AT AN AVERAGE RATE OF 342 LBS. PER SQ. YD. IN U EXISTING PA

EACH OF TWO LAYERS. VEMENT
VAR. DEPTH ASPHALT CONCRETE BASE COURSE, TYPE 825.08, AT
E2 AN AVERAGE RATE OF 114 LBS. PER SO. YD. PER i" DEPTH, W SEE WEDGING DETAIL
TO BE PLACED IN LAYERS NOT TO EXCEED 5.5" IN DEPTH.
R
I VARIES 26' TO 32'
i
VARIES 13' TO 16' VARIES 13' TO 16'
2' y
GR
ADE C1
ii POINT
C1 1 T
0.02 FWT Al 0.02 FLFf
?c ?
_ Et 01 L El
EXISTING PAVEMENT
L VARIES 0' TO 32'
TYPICAL SECTION NO. 4
-Y1- (INGLESIDE DRIVE)
STA. 10+48.00 TO STA. 13+07.74
N
EXISTING
GROUND
fJ
L
6' 24' 66'
I
I
4' 2' 12' 12' 2' 4'1
PS PS - ---
! GRADE i EXISTING
?Cl POINT `Cl GROUND
,0.08 FT 0.02 Fr/Fr 0.02 FTiFtDlEl 0.08 FTIFT Z•? 1
EXISTING
A:1 4:1
GROUND
y
T El Dl T
TY
PICAL SECTION NO. 5 -Y2- (WESTOVER DRIVE)
STA. 12+54.68 TO STA. 16+08.81

I

1
Ii
6' 10' 10'
GRADE
POINT
0.0,_ 8 0.02 FCfr 0.02 FW,
EXISTING
GROUND 4,1
1 T Fl C2 C2 ?fl
TYPICAL SECTION NO. 7
N
a
i
0
-Y4- (CALLOWAY FARM ROAD)
STA. 10+00.00 TO STA. 11+70.25
0
PAVEMENT SCHEDULE
PROP. APPROX. 3" ASPHALT CONCRETE SURFACE COURSE TYPE
Cl S9.58 , AT AN AVERAGE RATE OF 168 LBS. PER SO. YD. IN EACH F1 PROP. APPROX. 6" GRADED AGGREGATE BASE
OF TWO LAYERS.
C2 PROP. APPROX. 1.5" ASPHALT CONCRETE SURFACE COURSE TYPE 1 6" CONCRETE CURB AND GUTTE
'

89.5B, AT AN AVERAGE RATE OF 168 LBS. PER SO. YD. R 1
-
R
VAR. DEPTH ASPHALT CONCRETE SURFACE COURSE, TYPE S9.58
C3 AT AN AVERAGE RATE OF 112 LBS. PER 50. YD. PER 1" DEPTH, R2 2'-6" CONCRETE CURB AND GUTTER
TO BE PLACED IN LAYERS NOT TO EXCEED 2.0" IN DEPTH,
PROP. APPROX. 4" ASPHALT CONCRETE INTERMEDIATE COURSE,
D1 TYPE 119.08, AT AN AVERAGE RATE OF 456 LBS. PER SO. YD. S 4" CONCRETE SIDEWALK
VAR. DEPTH INTERMEDIATE COURSE, TYPE I19.OB, AT AN AVERAGE
D2 RATE OF 114 LBS. PER SO. YD. PER 1" DEPTH, TO BE PLACED T EARTH MATERIAL
IN LAYERS NOT TO EXCEED 4.0" IN DEPTH.
PROP. APPROX. 6" ASPHALT CONCRETE BASE COURSE, TYPE
E1 B25.OB, AT AN AVERAGE RATE OF 342 LBS. PER SO. YD. IN U EXISTING PAVEMENT
EACH OF TWO LAYERS.
VAR. DEPTH ASPHALT CONCRETE BASE COURSE, TYPE B25.OB, AT
E2 AN AVERAGE RATE OF 114 LBS. PER SO. YD. PER 1" DEPTH, W SEE WEDGING DETAIL
TO BE PLACED IN LAYERS NOT TO EXCEED 5.5" IN DEPTH.
U I?
EXISTING PAVEMENT 32'
TYPICAL SECTION NO. 6
-Y3- (SHADOW VALLEY ROAD)
STA. 12+52.17 TO STA. 15+09.23
EXISTING
GROUND
EXISTING
GROUND
PROJECT REFERENCE NO.
- SHEET NO.
sTV?RaIphWhihhearlAssociates 1
2287 2-B
P.O. BO% 35624
CHARLOTTE, t\C 28235-5624
ROADWAY DESIGN
ENGINEER
PAYENE DESIGN

I NEER
ENGINEER

INC®In E L ?I5
,
0o Nor os van
e ?w nca
o m
EXISTING
GROUND
///7
EXISTING
GROUND
___ VARIES 34' TO 39
12' - 12'
6'
SIDEWALK
2' VARIES
0.02 Fr/FT 0' TO 6.12'
1RIES 7.5'- 9.5' 0' TO 12'
UiIES 0.5'- 3.5'
5'- 6'
SIDEWALK 2' VARIES
0.02 FGfl 0' TO 11.08'
6.5' VARIES 0' TO 12' 12'
VARIE? 1
0' TO 11.5'
0.02 Fr/Fr \t0 --
DUSTING 14 -
GROUND •r m CL
N
a
0
m
n
0
a
;
0
c
-Y- IN. MAIN ST.) STA. 8+05.00 TO STA. 10+65.26
39.78' TO 54.32'
12' VARIES 0' TO 12' 12' 12
VARIES
2.5' TO 10.09'
57'
12'
1
I
TYPICAL SECTION NO. 8
C2 E1 D1 C1
TYPICAL SECTION NO. 9
I
TYPICAL SECTION NO. 10

ST'V/ R
l
h Whi
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d PROJECT REFERENCE NO. SHEET NO.
a
p
te
ea
Associates
P.O. BOX 35624 2287 Z-C
CHARLOTTE, NC 28235-5624 ROADWAY DESIGN PAVEMENT DESIGN
ENGINEER ENGINEER
INCOMPLE
n NOT USE SOR E PLANS
h/W ACQUISITION
i
i

I
PAVEMENT SCHEDULE
PROP. APPROX. 3" ASPHALT CONCRETE SURFACE COURSE TYPE
C1 S9.5B, AT AN AVERAGE RATE OF 168 LBS. PER SO. YD. IN EACH F1 PROP. APPROX. 6" GRADED AGGREGATE BASE
OF TWO LAYERS.
C2 PROP. APPROX. 1.5" ASPHALT CONCRETE SURFACE COURSE TYPE
'
"
S9.5B, AT AN AVERAGE RATE OF 168 LBS. PER S0. YD. R1 1
-6
CONCRETE CURB AND GUTTER
VAR. DEPTH ASPHALT CONCRETE SURFACE COURSE, TYPE S9,5B
C3 AT AN AVERAGE RATE OF 112 LBS. PER SO. YD. PER 1" DEPTH, '
"

TO BE PLACED IN LAYERS NOT TO EXCEED 2.0" IN DEPTH. R2 -6
2
CONCRETE CURB AND GUTTER
D1 PROP. APPROX. 4" ASPHALT CONCRETE INTERMEDIATE COURSE,
TYPE I19.08, AT AN AVERAGE RATE OF 456 LBS. PER SO. YD, S 4" CONCRETE SIDEWALK
VAR. DEPTH INTERMEDIATE COURSE, TYPE 119.08, AT AN AVERAGE
D2 RATE OF 114 LBS. PER SO. YD. PER 1" DEPTH, TO BE PLACED
" T EARTH MATERIAL
IN LAYERS NOT TO EXCEED 4.0
IN DEPTH.
PROPAPPROX. 6" ASPHALT CONCRETE BASE COURSE, TYPE
E1 11%6B , AT AN AVERAGE HATE OF 342 LBS, PER S0. YD. IN

EAOF TWO LAYERS. U EXISTING PAVEMENT
VAR. DEPTH ASPHALT CONCRETE BASE COURSE, TYPE 826.OB, AT
E2 AN AVERAGE RATE OF 114 LBS. PER S0. YD, PER 1" DEPTH, W S

TO BE PLACED IN LAYERS NOT TO EXCEED 5.5" IN DEPTH. EE WEDGING DETAIL
CL MILL TO 1.5" BELOW
EXISTING PAVEMENT RESURFACE WITH
SURFACE C APPROX. 1.5" S9.5C
- 2
U STEP 1 STEP 2
DETAIL 'B'
(N.T.S.)
USE MILLING DETAIL ALONG N. MAIN STREET
LEFT SIDE : FROM -Y- STA. 8+05.00 TO STA. 17+44.33
RIGHT SIDE: FROM -Y- STA. 9+85.00 TO STA. 15+95.00
L

-Y- (N. MAIN ST.) STA. 10+65.26 TO STA. 15+00.00
VARIES
12' 12' 5.3' TO 5.7'
L L 3 1
-Y- IN. MAIN ST.) STA. 15+00.00 TO STA. 17+44.33
c
PROJECT REFERENCE NO. SHUT NO.
LENGTH=59.,V, INV. OUf=835.0'
INV.
0 0 20 40 . BOX 35624
GRAPHIC SCALE
BOTTOM Of POND = 839.0 POND NO. 3: OT ' POND 84.0 F POND = 843.0 BREED BOARD FROM 1005
TOP
W.
60 1?? 843 ?'' >?I 1 ? I ll 11 1 l/ H/ST ? ?f(I 111?? ? /B55
00
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BOTTOM OF POND = 835.0 2287 2-D
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TOP OF POND = 842.0 OR ?
RM' sNEE7 No.
843.0

FREE BOARD FROM 100 YR ROADWAY DESIGN HYDRAULICS
STORM = 1.31 FT ? r ENGINEER ENGINEER
l
1. I I I ,
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S7?. 840.76 FRAME 8 GRADE _
COMPLETE E P
ANS
11 j i IN
HP STD. W. t?ARTLEY RIVE

BRICK COPING (INCIDENTAL NOT
ACQUISITION
40 •00

THROAT ELEVATION =640.6'

u c ? 6'CONCRETE BLOCI(
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38
R.C. DISCHARGE PIPE
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IN=832.U
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NVERT EIIV. =83620'
CI. ELEV._835.45 /
INSTALL ON FACE OF BOX THAT
9 ??' ?
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.ND.0
-
P OM ELEVATION=835.0'

d21 E?.BOIW /
4
,
ICI
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R4'6
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.

PERMANENT OUTLET STRUCTURE DETAIL N0.1 OUTLZ
fSEE 'D AIL IT1?'1

DETENTION BASIN 1 GRADING DETAIL 51'V/Ralph MuteheadAssociates
(SEE CROSS SECTION STA. 29+00.00) ®P??OTTE,NC2823S5624
POND NO. 2 ---

l??d? LEY f?IV
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a ?' ?
BOARD FROM !00 YR
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TOP OF POND - 852
0 --------------
,
STORM = 126 FT
OT
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YR -------
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--
STORM - 5
51 FT

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1
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84
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1 I / .; I ;

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6? DETENTION BASIN 2 GRADING DETAIL
? DETENTION BASIN 3 GRADING DETAIL
6xMxrc SCALE (SEE CROSS SECTION STA. 46+00.00) ? (SEE CROSS SECTION STA. 63+00.00 - 64+00.00)
cawmc sc
ut
e _
N - -- _--_--_-- -
STV I M
h VA
t
h
d A
i PROJECT REFERENCE NO. SHEET NO. ?
i
p
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e
ea
ssoc
ates
® P.O.BOX3562}
2287 2-E i
CHARLOTTE, NC 28235-5624 ROADWAY DESIGN PAVEMENT DESIGN
ENGINEER ENGINEER

98' 12' I compLE E PLANS
J
DO NOT USE FDR /R ACUUwT10N
W
+
APPROX. TOP OF CURB
Z o Oo (BACK SIDE WALL)
w
m ? eQ TOP OF WALL
w.
? TOP OF SIDEWALK
STREET SIDE c t7 ii
W m wv
i (
WALL) + 5-6+ 3
- r Un
-"----------------
' ----
----------- ------ w i5 Z.q?
--

___
__--- m w wnW Z

-
-

---- ------------------ -

_--_-_-_-.----_-_-_-_-_------_-_-_-_-
_ _ _ ___
_
__
_-- _-------- -- __ __
-- -_---.----_------- .- .-----
_ _
-?-------
---

ELEVATION
SEGMENTAL BLOCK RETAINING WALL NO.1
SEE SHEET 4 FOR LOCATION
SEE WALL DETAIL 'A', THIS SHEET
SIDEWALK MAINTAIN EXISTING SIDEWALK
GRADE
rc 6' 16.7' 6'
SEGMENTAL ----- ----
j-
wnu uNlrs T :.
J
SEGMENTAL APPROX. FINISH GRADE °e a
MAINTAIN EXISTING
GRADE WALL UNITS Z v (BACK SIDE WALL( v e
__ _

- ?? O Q F TOP OF WALL
a 6
?
6` CRUSHED STONE m
" v~i v~i
LEVELING PAD
DETAIL 'A'
6" CRUSHED STONE
LEVELING PAD DETAIL 'B'
? TOP OF SIDEWALK n

(STREET SIDE WALL( M

USE DETAIL FOR RETAINING WADS N0.2 & 4

USE DETAIL FOR RETAINING WALLS N0.1 6 3 ----- -------------
--------------------
NOTES:
1. MINIMUM WALL EMBEDMENT IS 6".
2. SEE SPECIAL PROVISIONS FOR MATERIAL SPECIFICATIONS. ELEVATION
3. CONTRACTOR SHALL PROVIDE CUT SHEETS AS DIRECTED
IN THE SPECIAL PROVISIONS FOR APPROVAL BY ENGINEER
PRIOR TO ORDERING MATERIALS. SEGMENTAL BLOCK RETAINING WALL NO
2
4. HANDRAILS SHALL BE PROVIDED WHEN SIDEWALK IS ABOVE .
WALL AND HEIGHT OF WALL EXCEEDS 30 INCHES. SEE SHEET 4 FOR LOCATION
SEGMENTAL BLOCK RETAINING WALL DETAILS
SEE WALL DETAIL 7, THIS SHEET
(N.T.S.)
98'
21' S'

;+
Z r

m h
TOP OF WALL +
a
?n
TOP OF SIDEWALK Z d
c -- -
- -----------------------------
------------------------
--- -------
--- (STREET SIDE WALL) m u~i z
-- ---------------
-----------
---- -----------------
- - - -
----------------------- Z
- - - - - - - - - - - - --
----------

N

b

PPROX. FINISH GRADE 'D. - - - - - - - - -

Z
a (BACK SIDE WALL) '? w
ru
D
'
a
a

SEGMENTAL BLOCK RETAINING WALL NO.3
o SEE SHEET 5 FOR LOCATION

0
c
a SEE WALL DETAIL 'A', THIS SHEET
a
i
N
D
?Nt
Cl
O'?0
Ndy
M ['

o COMPUTED BY
: DATE:

CHECKED BY: DATE:
PROJECT REFERENCE N0. SNO.
NORTH q 7? gay p
®p
STATE OF CA
ENTA
R1
1l
DIVISION OF 1111 GHWA YS
LIST OF PIPES, ENIDWALLS, ETC.
IND WALLS i Ou m Q
O ' 0 0 0

O C LASS BI R.C . PIP E 0 m _ C u u ABBREVIATIONS
STATION 2 CU SS III RC . PIP E C.S . PIPE TYP E B
CS
. PIPE
, TYPE OR
IR A
LUMI
NIZED 57D 839 O7 x
7 = = 0
U Z Z

u
(UN
IF55
NOT
ED
OTHE
RWIS
E)
RINL
ES$
N07F
D O
THR
WISE7

OR
SID.
838.11
0
?
_
0
0
F
0
^.
Z o
0

B. CATCH
BASIN
0 t7 NDPE PIPE, TYPE 5 OR D STD OR
838
80 0 FRAME
AND 0 $ N.D.I. NARIOW D DR
ROP INLET
0 0 .
(UN .
LESS STANDA
03 o Z s 0 °- Z o D.I. DROP INLET
Q < < TED ° G G
D
I
GRATED DROP INLET

0 OTHE RWISE) < 0 = a° 0 i
0 a ?
u Z m
,
a
.
.
.
° U N 4 0 = e m z _ C
Z 0P INLET
G.D.I. (N,S.I GRATED D0.

SIZE

g

~

~

'

'

'

.
'

°
FT.

G

6 = U . N u

(NAROW
SLOT)

0 0 72 15 18 24 30 36 " 42 ' 60' 12' 15' IB' 24" 30' 36' 42' 48' 12' 15' IB' 21' JO' 36' 42" 68"
w CU . YDS. °j A B 0 Q r C
9
t r
7
O
?
J9. JUNCTION Box
s p 0 u i 0 u u > S 0 z 3 M.H. MANHOLE
' u u A` p u a p
=

CKNE55
TORW GAUGE
2:
2:
Z
e
e m 0 9 O 6 -
y
u d W 3 S j j T.B.D.I. TRAFFIC BEARING DROP INLET
o 0
T n o ?

TYPE OF GRAT 5

' W T.BJ.B. TRAFFIC BEARING JUNCTION BOX
Fv O E
P { o N a ? Z W
6
Zi r N - U < w GGG si p e u td
I .
G
z
z
z
Z
0?
b
?+
fu
2
Z

u

U
E F
G
U
U
)
G
0
f
f
U
p
0 0
V REMARKS
-Y- 10+80 LT 100 101 87442 870.96 870.84 0.86 14

-T-10+R0 IT 101 703 R7d.00 870.86 869.60 0.80 155

-Y-12+35 IT 102 103 874.43 869.60 868.60 0.81 123
- - - - - - - - - - - - - - - - -

-Y-13+58.20
IT
103
1
872.96
868.60
867.90
0.80

-
87
-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

- -

- -

- - - - -

4-11+98.64
RT
3
6
870.10
861.02
861.52
3.04
181 - - - -
- - - - - - - - - - - - - - - - 1

4-13+79.98
Q
5
6
866.97
861.89
861.52
1.00
37 - - - - - - -
7
1- 13+80 RS 6 9 864.97 861.32 856.86 1.96 231
1-10+69.14 IT 1 2 873.00 869.92 866.86 2,35 130
1 1 1
-L-11+96.79 IT 2 d 869.94 866.61 860.22 3.73 192

4-13+88.87 IT d 7 86355 860.12 856.97 1.41 223
-- - - - - - - - - - - - - - -
4-16+2726 IT B 7 865.56 857.86 855.97 7.87 24
2.711
4- 16+11.6 IT 7 9 860.30 855.47 855.09 0.50 76

1-16+10.82 Ri 9 10 860.06 655.09 853.09 0.92 218

-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
- I i 1 1

-YI-11+18.32
RT
37
835.00
831.99
629.38
2.07
126 - - - - -

-YI-10+71.69 Rf 33 75 813.01 836.89 835.09 2.78 36
I 7.15 1 1
YI-10+37.11 ITT 75 843.48 B35.89 830.55 15.26 35
- - - - - - - - - - - -
7.18+30 RT 10 12 858.42 853.09 852.33 0.57 133
1 0.33 I 1
4-18+30.80 IT 11 10 858.42 854.59 854,09 0.54 92
- - - - - - - - - - - - - - - - - -

4-19+65.88
RT
12
14
858.34
862.33
9.5128
0.50
210 -
01
4-21+79.86 CL 13 14 856.78 853.70 853.03 1.56 43
1
4- 21+79.74 RT id 15 857.33 85128 85050 0.50 156
05 1 T
4.23+38,78 Ri 15 16 85563 850.60 84958 0.52 158
0.22
4- 24+99,71 Ri 16 17 856.61 819.48 847,00 1b6 149
44 26+50 RT 17 78 853
51 617
00 840
36 3
. . . .02 220
1
1.57
1
1
4- 28+70 RT 18 045.19 84036 835.00 11.3 66
- - - - - - - - - - - - - - -
4- 29+98.40 IT 19 21 839.43 836.35 827.52 5.70 755
t 1 7
-4 34+97.86 6T 25 24 826.11 819.06 818.44 1.50 10
1 2.07 1
-436+04.2.4 Ri 27 24 926.97 820.60 81954 1,00 106
I 1.33
1- 36+04.60 CL 26 27 826.90 823.62 820.85 8.71 34

1-79+0035 CL 27 29 834.21 831.13 830.70 1.W 43

4- 39+00,13 FIT 29 27 876.21 BJ0.50 820.85 3.34 189

4- 44+30.78 CL 31 33 845.93 86233 &7.70 1.54 h
- - - - - - - - - - - - -
-L-"+26.56 RT 32 34 864.70 841.60 840.78 1,44 57

46
4
-
-
-
-
-
-
-
-
-
-
-
-
- 1
+74.82
- RT 34 36 844.17 840.68 840.49 0.39 /9

--45+2326 Ri 36 843.06 840.39 840.00 11 1,30 30
1 1 1
4- 34+98.66 RT 24 23 826.11 819,04 818.16 1.02 59
2.07 1 1
-YI-10+71.55 IT 35 33 843.04 838.96 837.64 0,13 72
4-15+99.95 tt 14 37 841.00 839.00 837
99 1
49 156
. .
1-Q+00.35 tt 78 79 812.80 839.72 838.68 3,00 28
4-47+00.61 RT 39 41 .1.16 838.19 837.60 0.60 198
1 1 1
4- 48+98N CL 40 41 841.00 837.92 937.60 1.00 321 1

4-49+01
Rf
dl
42
810.71
817.40
835.89
LOl
150 t
1 7 1
1- 50+51.30 RT 42 840.02 835.79 834.00 111 148
1 7 t
4-51+88 CL 44 46 838.94 835.86 834,86 0.99 101

4453+88.70
0.
49
46
B39.30
836.22
836.86
1.36
1
1001
1 1

1- 52+88.70
tt
46
45
838.79
BJl.66
832.18
837
30 1

-451+88
IT
43
45
838.09
835.01
87238
2.86
99 1
1
1
1
1
-
T
0
261152111117124116831 0 0 0 40 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 4s 1361 31 91 3 1 0 1 1 Z 0 D 0 0 0 7 0 0

C
a
a
m
a
m
x
rn
12
B
N
r7
0
a
s
a
0
D
a?
d
N?
?o
m
0
COMPUTED BY PATE;
PROJECT REFERENCE NO, SHEEP NO.
CHECKED BY: DA1E: STATE OF NORTH CAROLINA 2z s-e
DIVIKON OF HIGHWAYS
LIST OF PIPES, ENDWAIJ S, ETC.

ENDWALIS
0 _
°wm

n F
Z

F

0

0

STATION
Z

21
OTi
N

Z

0
F

Z

0
CUSS III RC. PIPE

)UNLESS NDTED OTHERWISE)
CS. PIPE ttPEB

(UNLESS NOTED OTHRWISEI CUSS IIIR.C. PIPE
C.S. PIPE, 7Y/?M ALUMINIZED

ORttR S OR D
HDPE PIPE,
510.883811

OR
STD. 838.80
(UNLESS
NOTED D u
0 Jt

00'x^ O E +
ZY +
O¢
0

H

°.
°

RAME, GRATES
AND HOOD
STANDARD 840.03

€

Q

9 u
0

u

°o

F

Z
2
0

0
u
o
?
F

O
0
=
p

Z

p

F

Z
?

x =
0

U

°o Z
n

m

d
t;
a e
Z_

o
d i

'

Li
F
i

0

0
u
p

u
2
a
?' z

?

5 ABBREVIATIONS
C.B. CATCH BASIN

N.D.I. NARROW DROP INLET

D.I. DROP INLET
G.D.I. GRATED DROP INLET

Z 0 OTHERWISE) UN, a l
x o x
4?
I a

pp m x x n u Z 0 'd
n Z
)
G.D.I. M.S.) SOW SLOT

SIZE Fa

U

0

0
w
w

w

12"

15'

18"

21'

"

6'

2"

0°

"

5'

18'

4°

0"

6"

2°

8°

2'

S'

B"

1"

0.'

6'

2"

8'

s

s

x

U. YDS.
n

0 F

A T

B

0
0

u p
G

Q
0

E
F

0
0

_
0

u pp
F

>
a

y

S
00c

W

Z

?
O`,

O

p

Z
I.B. JUNCTION BOX

M.H. MANHOLE

THICKNESS
OR GAUGE

c

0

$

>
<

G Z

0 Z Z

0

°
u

6I
c

x
o
<

0 -
o
w

YPE OF GRATE
$
a

16
c
o
e ?
a
C

O 0
t

c
a W

° U
a

Q 6
Z
p

6 Z
y
0
0 T.B.DA. TRAFFIC BEARING DROP INLET
T. JA. TRAFFIC BEARING JUNCTION BOX

r
-

-
A

u

€

<
p
F

x

x

x

0

> u

0 'a

u

u E F G u u
S o 8
F
F
u
u
p
o
u REMARKS
-L- 53+88.70 LT 48 45 838.90 835.82 832.18 3.68 99 1 1 1
4-52+88.60 LT 45 837.91 831.98 BW-00 1.92 72 I 0.96 1 i
-L- 58+49 IT 52 53 852.60 849.52 846.82 1.00 70 1 1 1
4-58.50 RT 53 51 852.37 848.72 839.96 3.61 242 1 I i
4- 56+07.85 IT 50 51 843.68 840.60 839.98 1.00 62 I I I
-L- 56+08.11 0.T 51 844,17 839.78 83815 2.32 66 I 1 I
4.62+24.33 W 55 859.95 816.43 845.68 0.69 109 1 5.00 352 1 1
4.31+5359 LT 21 83050 827.42 812.00 9.27 80 I 7 1
4.30+64.34 RT 20 833.47 830.39 809.50 698 123 1 1 1
-1-33+92.78 RT 22 24 828.16 823.91 619.79 3.89 106 1 I 1
4.34+90.66 LT 23 826.74 818.44 803.00 1.15 38 73 1 4.30 1 1
-E-16+26-05 IT Ex-0 8 867A5 861.96 858.36 7.06 51
k 61+86.18 RT 54 55 850.00 846.92 846.53 1.03 38 1 1
-L- 64+93.90 ITT 56 855.24 852.15 850.00 2.79 77 1 I
-I- 26+49.91 RT 17A 17 852.00 840.92 848.75 1.00 17 1 1
-1- 34+97.86 RT 25 24 839.00 835.92 819.92 40.00 40 1 1
-L- 25+00.43 ITT 16A 16 852.93 850.63 850.54 0.50 18 i 1
4.16+49.15 IT 81 8 865.56 860.94 859.11 7.21 24 1 I
4-40+54.72 CL 3D 833.60 829.10 33.6 130 1 1
4.53+24.20 CL 47 816.50 811.30 2.60 200 1 7
-t- 66+77.66 IT 57 48 1
-L- 67+97.57 IT 58 30 1
4. 68+41.60 IT 59 30 1
-1- 69+55.62 IT 60 26 1
-1- 70+07.02 IT 61 32 1
Y4-10+75.70 IT 63 24 1

SHIT. TOTAL a 26. 0 51 0 130 200 0 : D t 0 0 0 D 0 0 D 0 0 0 D 0 0 0 0 0 0 0 1
- D 0 0 D D 11 11 / 0 0 T 0 2 6 T 1 1
TOTAL 527 298 24 1683 130 200 0 243 0 73 0 0 0 0 0 D 0 0 0 0 - o 0 0 0 0 0 D 0 6T 28.28 0 D 0 0 0 42 42 7 1 0 I 1 2 0 2 6 2 1 8
m
v
m
a
m
x
N
O
N
B
N
0
a
0
s
v
0
0
uix e
d'
?i
? mS
25
N
m
N
M
9
a COMMUTED BY: DATE:
CHECKED BY. DATE:

UMMA

Y O
IN C

EA
UBIC YARDS

THW

RK

PROJECT REFERENCE NO. SHEET NO.
2287 3-C
LOCATION UNCLASSIFIED
EXCAVATION
UNDERCUT
EMBT+20%
BORROW
WASTE

HARTLEY DRIVE 148,241 97,041 51,200

INGLESIDE DRIVE 294 637 343

WESTOVER DRIVE 41 547 506

SHADOW VALLEY ROAD 624 624

CALLOWAY FARMS ROAD 534 20 514

C
m
m
x
N
O
R
N
B
N
M
0
a
0
0
0
0
0
m
t
N
0
N
O?
?
0
nq
n
C

L

CHECKED B'!: DATE: STATE ®11' 2za? 3-0
LINE BEG. STA. EIS STA. LOCATION
STRAIGHT SHOP DOUBLE
X7_1 GRAD lypE 111 AT-1 TYPE 350 REMARKS

C
N
O
M
I
_ N
3
O
N
8
N
o'
n
m
0
a
a

'o
t
rn
2
N
B
?N
Om
O -,
N°
nC
COMPUTED BY: DATE: OF NORTH CAROLINA ROIECi REFERENCE N0. SHEET NO.
'N° = DISTANCE FROM EDGE OF LANE TO FACE OF GUARDRAIL, DIVISION ?y+?1?p' . HIGHWAYS
TOTAL SHOULDER WIDTH DISTANCE FROM EDGE OF TRAVEL LANE 70 SHOULDER BREAK POINT. Ap FLARE LENGTH DISTANCE FROM LAST SECTION OF PARALLEL GUARDRAIL TO ENO OF GUARDRAIL.
W TOTAL WIDTH OF FLARE FROM BEGINNING OF TAPER TD END Of GUARDRAIL.
G = GATING IMPACT ATiENUATOA TYPE 350
NG NON-GATING IMPACT A7TENUA700. NPE 350
GUARDRAIL SUMMARY

SURVEY LENGTH ANCHORS IMPACT
0.TTENUATOR

CURVED FACED 350 ND. G NG
HaHley 29+51.59 31+76.95 LT 225.36 1 7
HoHlay 29+41.89 29+56.59 RT 14,70 7
Holly 29+5659 30+71.89 RT 115.30 7
Holly 33+63.05 35+00.34 RT 13789 1 1
HeMry 34+68.11 36+54.54 li 186.43 1 1
FImBy 52+00.00 55+50.00 RT 350,00 1 1
Hmlly 52+25.00 55+50.00 IT 325.00 1 1 - - -- - - - ? - _--- -
HnMy 59+00,00 63+25.00 IT 425.00 i 1
Holly 65+75.00 69+25.00 RT 350.00 2

SHi. TOTAL
2114.38
.70
14

5

6
q

1 P
m
m
COMPUTED BY: PATE: PROJECT REFERENCE NO. SHEET N0.
N
CHECKED ar: Dale: CITY OF 1[-??GH POINT
tD
ENGINEERING SERVICES
NO. AMES ACREAGE TAKEN R{, IT, EASEMENT EASEMENT EASEMENT
m
M
i
w
3
N
m
M
0
d
0
1)
a
0
a
s
m
i
N
B
N
O??
O
? O
Mho
2287 3-E
RIGHT OF WAY AREA DATA

PARCEL
PROPERTY OWNERS N
TOTAL
LAC OR SF)
AREA
ISi.I AREA
REMAINING
(AC OR SFI AREA
REMAINING
LAC OR SF) TEMPORARY
CONSTRUCTION
IS.FI PERMANENT
DRAINAGE
(S.F.) PERIMNEM
UTILITY
IS F.) I
NOTES
1 HOLIDAY LANES INC. 3.12 AC
-- 3.12 AC -- 121 -_-
2 DBD INVESTMENT CORP 2.37 AC
_ 2.37 AC 721
3 NORM MAIN PROPERTIES LLC 5.53 AC 7,490 5.36 AC 9,344 3,022
d NBT PARTNERS - HIGH POINT LLC 20A47 SF 2,311 18,136 SF _ 2,045
5 OCL REAL ESih1F LLC 19,841 SF 79,841 SF 469

b
NORM PDINIE MARKEFPUCE
9.34 AC
2,745
938 AC _
4,844
7 FOX HOLLOW LTD. 14.89 AC 3,581 14.81 AC 6,229 1,602
8 YOUNG HENS CHRISTIAN ASSN. 35.28 AC 5,213 26.60 AC _ 10.56 AC
? 19,279 77,333
_ _--
9 HLRI SKEET CLUB MANOR 2.4 AC 790 2.38 AC
- 4,990
10
11 FRANKLIN pDGE LLC
R. DALE BRGT 8 JEFFERSON X. RR'g 2.94 AC
10,24 AC 303
808 2.98 AC _
1032 AC 2,771
28,956
966 -
3,681 ---
12 BETTY L USTON 7.40 AC 7,677 7.22 15,939 668 1,448
19 AYALON SUBDMSbN OWNERS ASSOC.INC. 46.I6 AC 1,574 46.42 AC 23,883 9,789 3,962
K BILLY Y. HOOVER 7.86 AC 82,310 5.97 AC 14,821 16A52 - -_-
15 CHERYL CH4PMAN 2.69 AC 1,248 _ 2.66 AC 8,061 1,190
16 FIA0.0LD E.8 CLAUDIA WANOA McUNDLESS 30A56 SF 10,965 SF II,MS
17 RANOALL B. MOMPSON 21,7$1 SF 336 21,395 BF 1,910
18 RICK L.8 JULIE B. GRADY 1.33 AC 1.33 AC 2,816
'
19
20 PANOALL B. iHOMP5ON
GRACE Y. CECIL 9.87 AC
36,810 SF 326 3,86 AC ?
?
_ 36,810 SF _ 6,515
337

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° PROJECT REFERENCE NO. SHEET NO.
STV(Ralph VAnteheadAssociates
228 3
P.O. BOX 35624

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S.S,E. EzisTNC 5'ss.E CHARLOTTE, NC 282356624 RAY SHEET No.
DRAWN fflOM ROADWAY DESIGN HYDRAIRICS
PB = Ii6 SEE SHEET 10 FOR PROFILE ENGINEER ENGINEER

URVE !

P1 STA
21+59
27
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PC = 96 - ??
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rr PROJECT REFERENCE NO. SHEET NO.
P STY/ Ralph Whitehead Associates
2287 6
m ®
P.O. BOX 35624
CHARLOTTE, NC 282355624 RW SHEET NO.
SEE SHEET 11 FOR W. HARTLEY DR. PROFILE R?ENCR4E GN ENGINEER
SEE SHEET 14 FOR INGLESIDE DR. PROFILE
CURE 2 CURVE 3 D u s0 m0

PI 57239+26.21
+1
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P!
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D = 3'41'47.41' =7*10'
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II w Nox use FOR /e ACQ--c44
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T

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R = 0
SE = 0.0355 .
L = 250.67'

T R = .50''
= 25 2.000.000''
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0320

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R DALE BRITT 6 JEFFERSON H RIVES
PID = ISDO02940000100022 /
= o
PB If

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R - 301.76' R = 459.63 SEE SHEET UC- I FOR DETAILS STRUCT 2' E D}'fC NORTH STATE COMMUNICATIONS
WNPROM
SE= MATCH EXISTING SE MATCH EXISTING
R0 - N/A R6 = N/A 13 FROM TA.r+50 DRA
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ENGINEER ENGINEER
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DO NOY UBE FOR /W ACQUIS _
® STV! Ralph Whitehead Associates
P.0.60%35624
CHARLOTTE, NC 28235-5624
SEE SHEET 13 FOR HARTLEY DR. PROFILE
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DADWAY DESIGN HYDRAULICS
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SECTION D
STREAM STATION 11+00
840
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r 830 - EXITING ---- - / - i
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PROJECT REFERENCE NO. SHEET N0.
2287 UC-1
R/W SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
INCOMPL ETE PLANS
DO NOT USE FOR ACQUISMON
PREL 1 Y PLANS
FOR REVI EW ONLY
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CLASS '0' SEDDIN CLASS '8' BIDDING CLAS 'B' BEDDING
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PROP . 30' i 5 ?ss 556 I \? / EX STREW
PERMANENT
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STV/ Ralph Whitehead Associates
P.O. Fii:: ;1514
;-AFT CI
r>SI USINFRASTRQCTURE
OF CAROLINA, INC.
1043 E. MOREHEAD STREET, SUITE 203
CHARLOTTE, NORTH CAROLINA 20204
20 0' 20 40 00
SHEET N0.