20100988 Ver 1_More Info Received_20110121

CPT Engineering and Surveying, Inc. 10 - D 9 g g
4400 Tyning Street a High Point, NC 27265 * Phone [phone] • Fax [phone]
To: Ian McMillan
N.C. Division of Water Quality,
Wetlands/401 Certification Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
(siq ) 80-7 -
We are sending you:
M Attached ❑ Under separate cover via :
❑ Plans ❑ Diskette(s)
❑ Other:
LETTER OF TRANSMITTAL
Date: 1/18/11 Job No: 925-09
Attention:
Re: Greensboro Auto Auction — Guilford Co.
Property
the following items:
❑ For Approval M For Review ❑ Specifications
Quantity Dw . No. Description Status
I Copy of comments I
1 Response to comments
Status Code: A. Approved D. Rejected - See Remarks G Approved - As noted
B. Sign and Return E. For your information H. As Requested
C. Amend and Resubmit F. Refer to Remarks I. Review and Comment
Remarks:
JqN 2 D
z 2011
Nf�m-
Bruce Nooe, P.E. — P.L.S.
CPT ENGINEERING AND SURVEYING, INC.

A
9=
NCDENR
North Carolina Department of Environment and Natural Resource,,
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
(,nvprnnr Director Secretary
December 22, 2010
DWQ# 10-0988
Guilford County
CERTIFIED MAIL: 7010 0290 00014856 4683
RETURN RECEIPT REQUESTED
Dean Green, President
Greensboro Auto Auction, Inc.
3907 West Wendover Ave
Greensboro, NC 27409
Re: Section 401 Water Quality Certification application
Dear Mr. Green:
On November 23, 2010, the North Carolina Division of Water Quality (Division) received a copy of your application for a
401 General Water Quality Certification to impact 295 linear feet of an unnamed tributary to South Buffalo Creek for the
4009 West Wendover Ave Retail and Auto Auction Parking Project in Greensboro, NC in Guilford County. Additional
information is required in order that we may determine your project's compliance with 15A NCAC 2H .0500. The
Division will require this information in order to process your application to impact protected wetlands and/or streams on
the subject property. Therefore, we will place this project on hold as incomplete until we receive this additional
information, and if we do not receive the additional information requested below, we will have to move toward denial of
your application as required by 15A NCAC 2H .0506. Please provide the following information so that we may continue
to review your project.
Please be aware that the Division is unable to issue a 401 Water Quality Certification until the
USACE determines the limits of the "single and complete" project.
2. Please provide documentation that supports the requirement for the turning lane. Please provide
engineering drawings which accurately show the limits of the turning lane and the minimum fill
associated with the turning lane.
3. Please provide more details regarding avoidance and
minimization of stream impacts for this project. This should include stream relocation, retaining walls,
alternative designs and layouts of the buildings and parking areas, etc, including modifying the type of use of
the property. Loss of space available for development such as a building or reduction in size of a building
must also be considered in the analysis.
North Carolina Division of Water Quality, Winston-Salem Regional Office
Location: 585 Waughtown St. Winston-Salem, North Carolina 27107
Phone: [phone] \ FAX: [phone] \ Customer Service: 1-877-623-6748
Internet: www.ncwaterqual4.org
An Equal Opportunity \ Affirmative Action Employer
One
NorthCarolina
;Vawrallty

Dean Green
DWQ# 10-0988
December 22, 2010
Page 2 of 4
4 It is the „ opinion of the Division that the
approximately 45 feet of un -impacted perennial stream between the road culvert and the development culvert
will lose its aquatic function due to the length of upstream and downstream culverts. The Division will
require mitigation for this additional length of perennial stream at a ratio of 1:1. We suggest that you consider
stabilization options such as additional pipe, or riprap to ensure that if the open section de -stabilizes that it
does not impact downstream segments. Please include this stream channel length in your compensatory
mitigation plan.
5. The Division requires mitigation for all permanent impacts from this project. Please correct Item
number 2 in Section D of the PCN form and supply a compensatory mitigation plan.
6. Please provide an answer to item number 3 in Section F of the PCN form.
7. Please provide the exact length of stream impact measured accurately along the thalweg of the
channel.
8. Please realign the culvert to ensure that the inlet and outlet are aligned with the natural stream
channel to prevent streambank erosion in these areas.
9. Please indicate whether an energy dissipation measure (riprap apron, etc) will be required at the
outlet of the culvert. If so, please include the length as permanent impacts and update your
application and engineering drawings accordingly.
10. Please provide a detailed cross section and profile of the proposed culvert.
11. Please provide a culvert design that includes sills and/or floodplain benches which will ensure proper
stream dimensions during low flow conditions. Please provide construction details for the floodplain
benches.
12. Per the requirements of GC 3821, all work must be
done "in the dry". Therefore, dewatering methods will be necessary to temporarily dewater the stream
channel during pipe installation. Please provide a construction sequence that details the method of dewatering
to be utilized at the site and the sequence of construction events to be followed to ensure compliance with this
condition.
13. Per the requirements of GC 3821, please enumerate
all temporary impacts to the stream channels. Temporary impacts also include areas of disturbance necessary
for proper dewatering measures and any temporary erosion control measures expected to be installed within
any jurisdictional areas. Please note that temporary impacts should be minimized to the maximum extent
practical.
14. Please provide a construction sequence and details (plans/drawings) that detail the restoration of the
temporary impact areas upon completion of the project.

Dean Green
DWQ# 10-0988
December 22, 2010
Page 3 of 4
Please respond in writing within 30 calendar days of the date of this letter by sending a copy of this information to Sue
Homewood at the address on this letterhead, and a copy to Ian McMillan N. C. Division of Water Quality, Wetlands/401
Certification Unit, 1650 Mail Service Center, Raleigh, NC 27699-1650. If you will not be able to provide the requested
information within that timeframe, please provide written confirmation that you intend to provide the requested
information, and include a specific timetable delineating when the requested materials will be provided. If we do not hear
from you in 30 calendar days, we will assume that you no longer want to pursue this project and we will consider the
project as returned.

Dean Green
DWQ# 10-0988
December 22, 2010
Page 4 of 4
This letter only addresses the. application review and does not authorize any impacts to wetlands, waters or protected
buffers. Please be aware that any impacts requested within your application are not authorized (at this time) by the
Division. If you have any questions, please contact me at 336-771-4964 or [e-mail].
Sincerely,
Sue Homewood
DWQ Winston-Salem Regional Office
cc: Andy Williams, U. S. Army Corps of Engineers, Raleigh Regulatory Field Office (via email)
Bruce Nooe, PE, CPT Engineering (via email)
Virginia Spillman, City of Greensboro (via email)
DWQ Winston-Salem Regional Office
DWQ Wetlands/401 Unit

Section 401 Water Quality Certification
application (Additional Information)
DWQ#: 10-0988 County: Guilford
Sue Homewood
NC Division of Water Quality,
Winston-Salem Regional Office
585 Waughtown St.
Winston-Salem, NC 27107
FOR
Ian McMillan
N.C. Division of Water Quality,
Wetlands/401 Certification Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
GREENSBORO AUTO AUCTION
GREENSBORO - GUILFORD COUNTY
MOREHEAD TOWNSHIP
NORTH CAROLINA
OWNER/DEVELOPER:
GREENSBORO AUTO AUCTION
3907 W. WENDOVER AVE.
Greensboro, North Carolina 27409
[phone]
CPT Engineering and Surveying, Inc.
4400 Tyning Street High Point, NC 27265
Phone [phone] Fax [phone]

Section 401 Water Quality Certification
Application (Additional Information)
DWQ# 10-0988 County: Guilford
FOR
GREENSBORO AUTO AUCTION
Comment 1:
"Please be aware that the Division is unable to issue a 401
Water Quality Certification until the USACE determines the limits
of the "single and complete" project." o Ftr-z�
Response:
Noted.
Id Lcm- U W Lg OP
JAN 2 1 2011
aewaraw�'�x°uu'"
Comment 2:
"Please provide documentation that supports the requirement
for the turning lane. Please provide engineering drawings which
accurately show the limits of the turning lane and the minimum fill
associated with the turning lane."
Response:
Please see attached Transportation Impact Analysis by
Davenport Transportation Consulting for documentation that
supports the requirement for the turning lane. Please see attached
plan (Sheet 4B) for the limits of the turning lane. See attached plan
and profile for the minimum fill associated with the turning lane.
Note: With the required 3:1 slope the existing stream will be
impacted.
CPT Engineering and Surveying, Inc.
4400 Tyning Street High Point, NC 27265
Phone [phone] • Fax [phone]

r—
�D
0 DAVENPOPT
TRANSPORTATION CONSULTING
Prepared for Greensboro Auto Auction, Inc.
2nd Revision Date: 07/08/2010
1St Revision Date: 07/02/2010
Original Submittal: 06/18/2010
Analysis by: Frank Amenya, P.E.,PTOE
Nick Liguori, E.I.
Terrell Hughes, E.I.
Drafting/Grapl-ics by: Terrell Hughes, E.I.
Reviewed by: John Davenport, Tr., P.E. 1, •l n,
Sealed by: Frank Amenya, P.E.,PTOE
This document, together with the concepts and designs presented herein, is intended only for the specific
purpose and client for which it was prepared. Reuse of, or improper reliance on, this document by others
without written authorization and adaptation by Davenport Transportation Consulting shall be without
liability to Davenport Transportation Consulting and shall be a violation of the agreement between
Davenport Transportation Consulting and the client.
I Ionic office:
,05) Wcq Foin-th Street, Suitr _A (27, 101) NO1-Z I I I C, ROLIM-A
P.0. lin\ .I I S1, IViuston-Snlcm, IVC27115-4 1:11 '�OL11']-I CCAN;A
i1(,.74.1o3ax1,105h.V112,'IN1A

F�
0 DAVENPORT
TRANSPORTATION CONSULTING
Greensboro Auto Auction Site - 'Transportation Impact Analysis
Prepared for Greensboro Auto Auction
Revised July 8, 2010
Executive Summary
The proposed commercial development is located on the southwest quadrant of the
intersection of Wendover Avenue West at Edwardia Drive in northwest Greensboro,
NC. The proposed site plan (see Figure 1) shows two access points on Wendover
Avenue West. The developer currently proposes part of the site to be used for car
dealership and auto auction. Due to the uncertainty of the land use for remainder of the
site, this study assumed retail development depicting the maximum land use (worst
case scenario).
Davenport Transportation Consulting (DTC) was retained to determine the potential
traffic impacts of this development and to identify transportation improvements that
may be required to accommodate the impacts of both background traffic and new
development traffic. The following intersections were included in the study:
• Wendover Avenue West at Edwardia Drive
• Wendover Avenue West at Carnegie Place
The above-mentioned intersections were analyzed for the following scenarios:
• 2010 Existing Conditions
• 2012 Future No Build Conditions
• 2012 Future Build -Out Conditions
The build -out analysis year for this project was assumed to be 2012. The AM (7-9 am)
and PM (4-6 pm) peaks were analyzed.
The Greensboro Department of Transportation (GDOT) was contacted to obtain
background information and to ascertain the elements to be covered in this Traffic
Impact Analysis (TIA). Information regarding the property was provided by the site
engineer, CPT Engineering and Surveying, Inc
7/08/10 10-068 Greensboro Auto Auction Site - Executive Summary

DAVENPORT
TRANSPORTATION CONSULTING
The following is a summary of the comments regarding our assessment of the study
intersections:
Wendover Avenue West at Carnegie Place/ Kendall Center (Private Drivezoay West)
This unsignalized offset intersection is expected to operate at LOS F and D for the AM
and PM peak hours, respectively, for existing and future no build traffic conditions. The
LOS F condition is mainly due to a lack of sufficient gaps for left -turning vehicles onto
Wendover Avenue West. This is a very typical condition for minor side street
movements onto congested major streets like Wendover Avenue
With the addition of site traffic, tl-is intersection is projected to function at LOS F for the
northbound minor street movements during the AM and PM peak periods. We
recommend the following improvements:
• Provide separate northbound left turn lane with 100 feet of storage and through -
right lane with full storage on Kendall Center (Private Driveway West)
• Align Kendall Center (Private Driveway West) directly across Carnegie Place as
shown on the site plan. The private driveway should be constructed according to
GDOT / NCDOT standards
• Based on GDOT Driveway Manual, an eastbound right turn lane on Wendover
Avenue with 100 feet of storage is warranted
Wendover Avenue West at Edwardia Drive/ Kendall Center (Private Driveway East)
This signalized intersection is expected to operate at LOS B for both the AM and PM
peak hours under existing and future no build traffic conditions.
With the addition of site traffic, this intersection is projected to continue at LOS B
during the AM peak hour and operate at LOS C during the PM peak hour. We
recommend the following improvements:
• Providing separate northbound left turn lane with 100 feet of storage and
through -right lane with full storage on Kendall Center (Private Driveway East)
• Based on GDOT Driveway Manual, an eastbound right turn lane on Wendover
Avenue with 175 feet of storage is warranted
• Modify traffic signal
7/08/10 10-068 Greensboro Auto Auction Site - Executive Summary ii

DAVENPORT
TRANSPORTATION CONSULnNG
The following table represents the summary of the level of service analysis for existing,
future no -build, future build, and future build with improvements scenarios:
7/08/10 10-068 Greensboro Auto Auction Site - Executive Summary iii
Table
A - Level of Service Summary
�i?
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5�+7
,o„ +1��y
���,hh
3h
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u
t a x
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ti
F (153.9)
2010 Existing
B (10.8)
NB Approach
2012 Future No
F (214.4)
Build
NB Approach
B (11.4)
Peak
F (192.2)
2012 Future Build
B (15.3)
NB Approach
2012 Future Build
B (14.8)
with Improvements
D (29.4)
2010 Existing
B (16.7)
NB Approach
2012 Future No
D (33.6)
B (18.8)
Build
NB Approach
Feat :=
F (57.3)
2012 Future Build
C (25.4)
NB Approach
T 1
2012 Future Build
with ImprovementsLOS
C (23.6)
(delay in seconds)Note
for
Linsignalized conditions, LOS & delay indicates only ininor
street approach with longest delay
7/08/10 10-068 Greensboro Auto Auction Site - Executive Summary iii

_ ; DAVENPORT
TP.AN5PORTATION CONSUONG
Summary and Conclusion
This analysis has been conducted based on the scope given by the City of Greensboro.
This study was conducted based on the maximum land use intensity (worst case
scenario) for this site. Our trip generation indicates the proposed Greensboro Auto
Auction Site development is projected to generate 2,600 net trips per day. This is based
on a 21,500 square foot retail space, a 21,000 square foot auto dealership and 15,600
square feet of light industrial.
Table B below summarizes the recommended improvements for 2012 future build
scenarios. Improvements are shown in Figure 10.
In conclusion, this study has determined the potential traffic impacts of this
development and identified transportation improvements that will be required to
accommodate the impacts of both background traffic and new development traffic.
• Provide separate northbound left turn lane with 100 feet of
storage and through -right lane with full storage on Kendall
Center (Private Driveway West)
• Align Kendall Center (Private Driveway West) directly across
Carnegie Place as shown on the site plan. The private
driveway should be constructed according to GDOT /
NCDOT standards
• Based on GDOT Driveway Manual, an eastbound right turn
lane on Wendover. Avenue with 100 feet of storage is
warranted
• Providing separate northbound left turn lane with 100 feet of
tTe�' storage and through -right lane with full storage on Kendall
t Eldra Center (Private Driveway East)
Drldant • Based on GDOT Driveway Manual, an eastbound right turn
�y lane on Wendover Avenue with 175 feet of storage is
i x warranted
Modify traffic signal
7/08/10 10-068 Greensboro Auto Auction Site - Executive Summary iv

DA` EP -4P SRT
TRANSPORTATION CONSULTING
Greensboro Auto Auction Site - 'Transportation Impact Analysis
Prepared for Greensboro Auto Auction
Revised July 08, 2010
Table of Contents
1.0 Introduction........................................................................................................................................2
Figure1 -Site Plan................................................................................................................................. 3
Figure2A - Site Location Map............................................................................................................ 4
Figure2B - Vicinity Map...................................................................................................................... 5
2.0 Existing Conditions...........................................................................................................................6
2.1 Inventory......................................................................................................................................... 6
2.2 Existing Traffic Volumes...............................................................................................................
6
Figure 3 - Existing Lane Geometry.....................................................................................................
7
Figure 4 - 2010 Existing Traffic Volumes...........................................................................................
8
3.0 Approved Developments and Committed Improvements........................................................9
3.1 Approved Developments..............................................................................................................
9
3.2 Committed Improvements...........................................................................................................
9
4.0 Methodology......................................................................................................................................9
4.1 Base Assumptions and Standards...............................................................................................
9
4.2 Exceptions to NCDOT Congestion Management Standards ...................................................
9
4.3 Trip Generation............................................................................................................................10
4.4 Trip Distribution..........................................................................................................................11
4.5 Total Traffic...................................................................................................................................11
Figure 5A - Primary Site Trip Distribution.....................................................................................12
Figure 5B - Pass -by Trip Distribution..............................................................................................13
Figure6 - 2012 Future No Build.......................................................................................................14
Figure7 - Primary Site Trips.............................................................................................................15
Figure8 - Pass -by Trips.....................................................................................................................16
Figure 9 - 2012 Future Build Volumes.............................................................................................17
5.0 Capacity Analysis............................................................................................................................18
5.1 Level of Service Evaluation Criteria..........................................................................................18
5.2 Level of Service Results...............................................................................................................19
Wendover Avenue West at Carnegie Place / Kendall Center (Private Driveway West).....
19
Wendover Avenue West at Edwardia Drive / Kendall Center (Private Driveway East) ....19
6.0 Summary and Conclusion............................................................................................................
21
Figure 10 - Recommended Improvements......................................................................................
22
Appendix...................................................................................................................................................23
Levelof Service Analysis
...................................................................................................................
24
Wendover Avenue West at Edwardia Drive/Kendall Center (Private Driveway East) ......
25
Wendover Avenue West at Carnegie Place/ Kendall Center(Private Driveway West)........
26
TripGeneration...................................................................................................................................
27
TrafficVolume Data............................................................................................................................
28
SupportingDocumentation............................................................................................................... 29
7/08/10 10-068 Greensboro Auto Auction Site

DAVENPORT
TRANSPORTATION CONSULTING
Greensboro Auto Auction Site - Transportation Impact Analysis
Prepared for Greensboro Auto Auction
Revised July 8, 2010
1.0 Introduction
The proposed commercial development is located on the southwest quadrant of the
intersection of Wendover Avenue West at Edwardia Drive in northwest Greensboro,
NC.
The proposed site plan (see Figure 1) shows two access points on Wendover Avenue
West. The developer currently proposes part of the site to be used for car dealership
and auto auction. Due to the uncertainty of the land use for remainder of the site, this
study assumed retail development depicting the maximum land use (worst case
scenario).
Davenport Transportation Consulting (DTC) was retained to determine the potential
traffic impacts of this development and to identify transportation improvements that
may be required to accommodate the impacts of both background traffic and new
development traffic. The following intersections were included in the study:
• Wendover Avenue West at Edwardia Drive
• Wendover Avenue West at Carnegie Place
The above-mentioned intersections were analyzed for the following scenarios:
• 2010 Existing Conditions
• 2012 Future No Build Conditions
• 2012 Future Build -Out Conditions
The build -out analysis year for this project was assumed to be 2012. The AM (7-9 am)
and PM (4-6 pm) peaks were analyzed.
The Greensboro Department of Transportation (GDOT) was contacted to obtain
background information and to ascertain the elements to be covered in this Traffic
Impact Analysis (TIA). Information regarding the property was provided by the site
engineer, CPT Engineering and Surveying, Inc.
7/08/10 10-068 Greensboro Auto Auction Site 2

,. DAVENPORT
TRANSPORTATION CONSULTING
2.0 Existing Conditions
2.1 Inventory
A field investigation was conducted by DTC staff to determine the existing roadway
conditions in the study area. Table 2.1 represents a summary of this investigation.
Figure 3 presents the existing lane geometry. It should be noted that side streets of
Carnegie Place and Kendall Center are offset at their intersections with Wendover
Avenue West.
2.2 ,Existing Traffic Volumes
Existing traffic volumes at the two study intersections were collected by DTC staff.
Table 2.2 below contains the dates these counts were conducted. It should be noted that
counts were taken when school was not in session, however this development is located
in a commercial district and will be affected more by commercial traffic. An effort was
made to balance traffic volumes between the two study intersections along Wendover
Avenue West. This effort utilized the highest through volume instead of the lowest in
order to obtain more conservative results. Figure 4 presents these base volumes for AM
and PM peaks. The full reports for these volumes can be found in the appendix.
Table 2.2 - Traffic Volume
Data
Table 2.1 - Street Inventory
Date Taken:
Count Location:
Facility
Route #
Cross Section
Pavement
Speed
Maintained
Name
06/15/2010
DTC
Width
Limit
B
Wendover
SR
5 lane with center two
Approx.
Avenue West
1541/2254
way left turn lane
81'
45 MPH
NCDOT
Edwardia
N/A
2 -lane undivided
Approx.
Not
GDOT
Drive
20'
Posted
Carnegie
N/A
2 -lane undivided
Approx.
35 MPH
GDOT
Place
29'
2.2 ,Existing Traffic Volumes
Existing traffic volumes at the two study intersections were collected by DTC staff.
Table 2.2 below contains the dates these counts were conducted. It should be noted that
counts were taken when school was not in session, however this development is located
in a commercial district and will be affected more by commercial traffic. An effort was
made to balance traffic volumes between the two study intersections along Wendover
Avenue West. This effort utilized the highest through volume instead of the lowest in
order to obtain more conservative results. Figure 4 presents these base volumes for AM
and PM peaks. The full reports for these volumes can be found in the appendix.
Table 2.2 - Traffic Volume
Data
Date Taken:
Count Location:
Wendover Avenue West @ Edwardia
06/15/2010
DTC
Drive/ Kendall Center (Private Driveway East)
Wendover Avenue West @ Carnegie Place/ Kendall
06/15/2010
DTC
Center (Private Driveway West)
7/08/10 10-068 Greensboro Auto Auction Site 6

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DAVEIVORT
TRANSPORTATION CONSULTING
3.0 Approved Developments and Committed Improvements
3.1 Approved Developments
Approved developments are developments that have been recently approved in the
area, but not yet constructed. Per GDOT, there are no approved developments in the
study area.
3.2 Committed Improvements
Committed Improvements are improvements that are planned by NCDOT, GDOT, a
local municipality, or a developer in the area, but not yet constructed. Per GDOT, there
are no committed developments in the study area.
4.0 Methodology
4.1 Base Assumptions and Standards
In general, the analysis for this project was conducted utilizing commonly accepted
NCDOT and GDOT standards. The following table contains a summary of the base
assumptions:
Table I .1 - Assumptions
Peak Hour Factor 0.90
Background Traffic Annual
Growth Rate
3.0% per year for all roadways
Base Signal Timing/ Phasing
NCDOT Congestion Standards
Analysis Software
Synchro/SimTraffic Version 7.0
Lane widths
12 -feet
Truck percentages
2%
4.2 Exceptions to NCDOT Congestion Management Standards
This document was prepared in accordance with GDOT standards. NCDOT
Congestion Management has slightly different evaluation criteria. We have attempted
to make sure our analysis conforms to both, but when there was a difference, GDOT
standards were applied. In the case of this project, NCDOT utilizes an older version of
the ITE Trip Generation software (Version 5). We utilized ITE Trip Generation Version
6, which is the latest software available, based on the 8fl" edition of ITE Trip Generation
Manual.
7/08/10 10-068 Greensboro Auto Auction Site 9

DAVENPORT
TRANSPORTATION CONSULTING
4.4 Trip Distribution
Site trips for this proposed development were distributed based on the existing traffic
patterns and engineering judgment. The trip distribution model for this project was
approved by GDOT staff and can be found in Figure 5A. The directional distributions
for the primary site trips used for this study are as follows:
® 50% from the east on Wendover Avenue West
® 45% from the west on Wendover Avenue West
• 4% from the north on Edwardia Drive
1 % from the north on Carnegie Place
40% of pass -by trips were assigned to and from the east on Wendover Avenue West,
and 60% to and from the west on Wendover Avenue West. The pass -by trip distribution
model for this project is shown in Figure 5B.
4.5 Total Traffic
The 2012 build -out traffic volumes were obtained by summing the historical growth
traffic volumes and the site traffic volumes due to the proposed project. Figure 6 shows
2012 future no build volumes. Figures 7 and 8 show the primary and pass -by site trips,
respectively. Figure 9 presents future build -out volumes for AM and PM peaks.
7/08/10 10-068 Greensboro Auto Auction Site 11

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100010

0 DAVENPORT
TRANSPORTATION CONSULMNG
Table 5.2 represents the sununary of the level of service analysis for . all study
intersections.
7/08/10 10-068 Greensboro Auto Auction Site 20
Table
5.2 - Level of Service Summary
TT
'�
MIRWID sr+t
�
V
S y
p
,4 � �T.
f +L f �, 43 k.
.{��YN
��44`'�„}erg
;i
F (153.9)
2010 Existing
B (10.8)
NB Approach
2012 Future No
F (214.4)
B (11.4)
p
Build
NB Approach
F (192.2)
2012 Future Build
B (15.3)
NB Approach
2012 Future Build
with Improvements
B (14.8)
D (29.4)
2010 Existing
B (16.7)
NB Approach
2012 Future No
D (33.6)
B (18.8)
Build
NB Approach
leak '
F (57.3)
2012 Future Build
C (25.4)
NB Approach
2012 Future Build
with Improvements
C (23.6)
Note for
LOS (delay in secoiids)
urisigiialized cotiditioiis, LOS & delay hidicates
Imigest delay
only mitior
street a proach with
7/08/10 10-068 Greensboro Auto Auction Site 20

DAVENPORT
.' TRANSPORTATION CONSULTING
6.0 Summary and Conclusion
This analysis has been conducted based on the scope given by the City of Greensboro.
TI -ds study was conducted based on the maximum land use intensity (worst case
scenario) for this site. Our trip generation indicates the proposed Greensboro Auto
Auction Site development is projected to generate 2,600 net trips per day. This is based
on a 21,500 square foot retail space, a 21,000 square foot auto dealership and 15,600
square feet of light industrial.
Table 6.0 below summarizes the recommended improvements for 2012 future build
scenarios. Improvements are shown in Figure 10.
In conclusion, this study has determined the potential traffic impacts of this
development and identified transportation improvements that will be required to
accommodate the impacts of both background traffic and new development traffic.
• Provide separate northbound left turn lane with 100 feet of
storage and through -right lane with full storage on Kendall
Center (Private Driveway West)
• Align Kendall Center (Private Driveway West) directly across
Carnegie Place as shown on the site plan. The private
driveway should be constructed according to GDOT /
NCDOT standards
• Based on GDOT Driveway Manual, an eastbound right turn
lane on Wendover Avenue with 100 feet of storage is
warranted
• Providing separate northbound left turn lane with 100 feet of
storage and through -right lane with full storage on Kendall
Center (Private Driveway East)
• Based on GDOT Driveway Manual, an eastbound right turn
lane on Wendover Avenue with 175 feet of storage is
warranted
• Modify traffic signal
7/08/10 10-068 Greensboro Auto Auction Site 21

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HCM Unsignalized Intersection Capacity Analysis
100: Wendover Ave W .. Carnegie Place 6/1712010
Lane Configurations
)
++T4
)
01�
*T*
Volume (vehlh)
146
2616
3
1
1231
15
1
0
2
5
0
11
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
Hourly flow rate (vph)
162
2907
3
1
1368
17
1
0
2
6
0
12
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
526
pX, platoon unblocked
0.83
0.83
0.83
0.83
0.83
0.83
vC, conflicting volume
1384
2910
3703
4619
971
2674
4613
464
vC1, stage 1 conf vol
3233
3233
1378
1378
vC2, stage 2 conf vol
470
1387
1296
3234
vCu, unblocked vol
755
2910
3542
4644
971
2305
4636
0
tC, single (s)
4.1
4.1
7.5
6.5
6.9
7.5
6.5
6.9
tC, 2 stage (s)
6.5
5.5
6.5
5.5
tF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
p0 queue free %
77
99
84
100
99
95
100
99
cM capacity (veh/h)
708
123
7
17
253
115
16
902
Volume Total
162
1163
1163
585
1
547
547
290
3
18
Volume Left
162
0
0
0
1
0
0
0
1
6
Volume Right
0
0
0
3.
0
0..
0
17
2
12
cSH
708
1700
1700
1700
123
1700
1700
1700
20
288
Volume to Capacity
0.23
0.68
0.68
0.34
0.01
0.32
0.32
0.17
0.16
0.06
Queue Length 95th (ft)
22
0
0
0
1
0
0
0
12
5
Control Delay (s)
11.6
0.0
0.0
0.0
34.6
0.0
0.0
0.0
214.4
18.3
Lane LOS
B
D
F
C
Approach Delay (s)
0.6
0.0
214.4
18.3 .
Approach LOS
F
C
r s
Average Delay
07
Intersection Capacity Utilization
67.3%
ICU Level of
Service
C
Analysis Period (min)
15
10-068 Greensboro Auto Auction Site 2012 AM Future No Build
Frank Amenya, P.E.; Nick Liguori, E. I.; Terrell Hughes, E.I. Page 1

HCM Unsignalized Intersection Capacity Analysis
100: Wendover Ave W & Carnegie Place 16/17/2010
--6- k- #
Lane Configurations
I
M.,
1096
01"
516
273
3
17
Volume Left
153
Volume (veh/h)
138
2466
3 1
1160
14 1
0
2
5
0
10
Sign Control
0
Free
2
Free
cSH
Stop
1700
1700
Stop
1700
Grade
27
0%
Volume to Capacity
0%
0.64
0%
0.32 0.01 0.30
0.30
0%
0.12
Peak Hour Factor
0,90
0.90
0.90 0.90
0.90
0.90 0.90
0.90
0.90
0.90
0.90
0.90
Hourly flow rate (vph)
153
2740
3 1
1289
16 1
0
2
6
0
11
Pedestrians
D
F
C
Approach Delay (s)
0.6
0.0
Lane Width (ft)
153.9
17.5
Walking Speed (ft/s)
C
�LOS
]Approach
�yp yF
`.R
k t k' :4r
Average Delay
0.6
Percent Blockage
Intersection Capacity Utilization
64.4%
ICU Level of Service
C
Analysis Period (min)
Right turn flare (veh)
15
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
526
pX, platoon unblocked
0,85
0.85
0.85
0.85
0.85
0.85
vC; conflicting volume
1304
2743
3491
4355
915
2521
4349
437
vC1, stage 1 conf vol
3048
3048
1299
1299
vC2, stage 2 conf vol
443
1307
1222
3050
vCu, unblocked vol
727
2743
3309
4329
915
2163
4322
0
tC, single (s)
4.1
4.1
7.5
6.5
6.9
7.5
6.5
6.9
tC, 2 stage (s)
6.5
5.5
6.5
5.5
tF (s)
2.2
2.2
3.5
4,0
3.3
3.5
4.0
3.3
p0 queue free %
79
99
89
100
99
96
100
99
cm capacity (veh/h)
739
143
10
22
275
131
21
918
Volume Total
153
1096
1096
551 1 516
516
273
3
17
Volume Left
153
0
0
0 1 0
0
0
1
6
Volume Right
0.
0.
0
3 0 0
0
16
2
11
cSH
739
1700
1700
1700 143 1700
1700
1700
27
305
Volume to Capacity
0.21
0.64
0.64
0.32 0.01 0.30
0.30
0.16
0.12
0,05
Queue Length 95th (ft)
19
0
0
0 1 0
0
0
9
4
Control Delay (s)
11.1
0.0
0.0
0.0 30.3 0.0
0.0
0.0
153.9
17.5
Lane LOS
B
D
F
C
Approach Delay (s)
0.6
0.0
153.9
17.5
C
�LOS
]Approach
�yp yF
`.R
k t k' :4r
Average Delay
0.6
Intersection Capacity Utilization
64.4%
ICU Level of Service
C
Analysis Period (min)
15
10-068 Greensboro Auto Auction Site 6/15/2010 2010 AM Existing Synchro 7 - Report
Frank Amenya, P.E.; Nick Liguori, E,I.; Terrell Hughes, E.I. Page 1

HCM Unsignalized Intersection Capacity Analysis
100: Wendover Ave W & Carnegie Place 71112010
7 ' Fi If AhI61 YA%RT �Mlga KIRI AIRT: LAIRD' 061 {QRT
Lane Configurations
tO
Volume (veh/h)
146
2628
28
9
1246
15
3
0
15
5
1
11
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
Hourly flow rate (vph)
162
2920
31
10
1384
17
3
0
17
6
1
12
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
482
pX, platoon unblocked
0.83
0.83
0.83
0.83
0.83
0.83
VC, conflicting volume
1401
2951
3754
4681
989
2727
4688
470
vC1, stage 1 conf vol
3260
3260
1413
1413
vC2, stage 2 conf vol
494
1421
1314
3276
vCu, unblocked vol
765
2951
3601
4718
989
2363
4727
0
tC, single (s)
4.1
4.1
7.5
6.5
6.9
7.5
6.5
6.9
tC, 2 stage (s)
6.5
5.5
6.5
5.5
tE: (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
p0 queue free %
77
92
51
100
93
94
83
99
cM capacity (veh/h)
700
118
7
16
246
98
7
900
Ott- lo6;" t;
;.EBA
. WB 1
VB,21: .
WB 3,
W8.4
N61
Volume Total
162
1168
1168
615
10
554
554
294
20
19
Volume Left
162
0
0
0
10
0
0
0
3
6
Volume Right
0
0
0
31
0
0
0
17
17
12
cSH
700
1700
1700
1700
118
1700
1700
1700
36
79
Volume to Capacity
0.23
0.69
0.69
0.36
0.08
0.33
0.33
0.17
0.56
0.24
Queue Length 95th (ft)
22
0
0
0
7
0
0
0
48
21
Control Delay (s)
11.7
0.0
0.0
0.0
38.2
0.0
0.0
0.0
192.2
64.6
Lane LOS
B
E
F
F
Approach Delay (s)
0.6
0.3
192.2
64.6
Approach LOS
F
F
ntersec 0n,.Summary
Average Delay
1.6
Intersection Capacity Utilization
68.1%
ICU Level of Service
C
Analysis Period (min)
15
10-068 Greensboro Auto Auction Site 2012 AM Future Build
Frank Amenya, P.E.; Nick Liguori, E. I.; Terrell Hughes, E. I. Page 1

HCM Unsignalized Intersection Capacity Analysis
100' Wendover Ave W & Carnegie Place 7I112o10
--*.- f
Lane Configurations1'�"�`
Volume (veh/h)
146
2628
28
9
1246
15
3
0
15
5
1
11
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
Hourly flow rate (vph)
162
2920
31
10
1384
17
3
0
17
6
1
12
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent Blockage .
Right turn flare (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
482
pX, platoon unblocked
0.83
0.83
0.83
0.83
0.83
0.83
vC; conflicting volume
1401
2951
3754
4681
989
2727
4688
470
vC1, stage 1 conf vol
3260
3260
1413
1413
vC2, stage 2 conf vol
494
1421
1314
3276
vCu, unblocked vol
755
2951
3599
4719
989
2357
4728
0
tci single (s)
4.1
4.1
7.5
6.5
6.9
7.5
6.5
6.9
tC, 2 stage (s)
6.5
5.5
6.5
5.5
fF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
p0 queue free %
77
92
51
100
93
94
83
99
cM capacity (vehlh)
704
118
7
16
246
98
7
897
hirection; Late #:.
EB 1,
:'' EB13'
Volume Total
162
1168
1168
615
10
554
554
294
3
17
19
Volume Left
162
0
0
0
10
0
0
0
3
0
6
Volume Right
0
0
0
31
0
0
0
17
0
17
12
cSH
704
1700
1700
1700
118
1700
1700
1700
7
246
79
Volume to Capacity.
0.23
0.69
0,69
0.36
0.08
0.33
0.33
0.17
0.49
0.07
0._24
Queue Length 95th (ft)
22
0
0
0
7
0
0
0
23
5
21
Control Delay (s)
11.6
0.0
0.0
0.0
38.2
0.0
0.0
0.0
774.1
20.7
64.3
Lane LOS
B
E
F
C
F
Approach Delay (s)
0.6
0.3
146.3
64.3
Approach LOS
F
F
�nter'se`ctiori 5ummarV
x � r f- ,
Average Delay
1.4
Intersection Capacity Utilization
70.3%
ICU Level
of Service
C
Analysis Period (min)
15
10-068 Greensboro Auto Auction Site 2012 AM Future Build Mitigation
Frank Amenya, P.E.; Nick Liguori, E.I.; Terrell Hughes, E.I. Page 1

HCM Unsignalized Intersection Capacity Analysis
100: Wendover Ave W & Carnegie Place 611712010
,A - 'r
Lane Configurations
)
tO
)
tO
44�
Volume (vehlh)
37
1745
1
0
2164
14
1
0
3
3
10
31
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
Hourly flow rate (vph)
41
1939
1
0
2404
16
1
0
3
3
0
34
Pedestrians
Lane Width (ft)
Walking Speed (ftls)
Percent Blockage
Right turn flare (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
526
pX, platoon unblocked
0.59
0.59
0.59
0.59
0.59
0.59
vC, conflicting volume
2420
1940
2858
4442
647.
3144
4434
809
vC1, stage 1 conf vol
2022
2022
2412
2412
vC2, stage 2 conf vol
836
2420
732
2022
vCu, unblocked vol
962
1940
1706
4401
647
2194
4388
0
td, single (s)
4.1
4.1
7.5
6.5
6.9
7.5
6.5
6.9
tC, 2 stage (s)
6.5
5.5
6.5
5.5
tF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
p0 queue free %
90
100
98
100
99
98
100
95
cM capacity (vehlh)
418
299
52
73
414
142
78
637
Volume Total
41
776
776
389
0
962
962
496
4
38
Volume Left
41
0
0
0
0
0
0
0
1
3
Volume Right
0
0
0
1
0
0
0
16
3
34
cSH
418
1700
1700
1700
1700
1700
1700
1700
152
487
Volume to Capacity
0.10
0.46
0.46
0.23
0.00
0.57
0.57
0.29
0.03
0.08
Queue Length 95th (ft)
8
0
0
0
0
0
0
0
2
6
Control Delay (s)
14.5
0.0
OA
0.0
0.0
0.0.
0.0
0.0
29.4
13.0
Lane LOS
B
D
B
Approach Delay (s)
0.3
0.0
29.4
13.0
Approach LOS
D
B
ntersectipn Sumria* , MX _
Average Delay
0.3
Intersection Capacity Utilization
52.1%
ICU Level
of Service
A
Analysis Period (min)
15
10-068 Greensboro Auto Auction Site 2010 PM Existing
Frank Amenya, P.E.; Nick Liguori, E.I.; Terrell Hughes, E.I. Page 2

HCM Unsignalized Intersection Capacity Analysis
100: Wendover Ave W & Carne ie Place 611712010
Lane Configurations
)
+0
Vi
tO
Volume (vehlh)
39
1851
1
0
2296
15
1
0
3
3
0
33
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
Hourly flow rate (vph)
43
2057
1
0
2551
17
1
0
3
3
0
37
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
526
pX, platoon unblocked
0.53
0.53
0.53
0.53
0.53
0.53
vC; conflicting volume
2568
2058
3031
4712
686
3335
4704
859
vC1, stage 1 conf vol
2144
2144
2559
2559
vC2, stage 2 conf vol
887
2568
776-
2144
vCu, unblocked vol
834
2058
1713
4902
686
2290
4887
0
tC, single (s)
4.1
4.1
7.5
6.5
6.9
7.5
6.5
6.9
tC, 2 stage (s)
6.5
5.5
6.5
5.5
tF (s) -
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
p0 queue free %
90
100
97
100
99
98
100
94
cM capacity (vehlh)
419
269
44
66
390
147
69
571
Volume Total
43
823
823
412
0
1020
1020
527
4
40
Volume Left
43
0
0
0
0
0
0
0
1
3
Volume Right
0
0
0
1
0
0
0
17
3
37
cSH
419
1700
1700
1700
1700
1700
1700
1700
130
460
Volume to Capacity
0.10
0.48
0.48
0.24
0.00
0.60
0.60
0.31
0.03
0.09
Queue Length 95th (ft)
9
0
0
0
0
0
0
0
3
7
Control Delay (s)
14.6
0.0
0.0
0.0
0.0
0.0-
0.0
0.0
33.6
13.6
Lane LOS
B
D
B
Approach Delay (s)
0.3
0.0
33.6
13.6
Approach LOS
D
B
Average Delay
0.3
Intersection Capacity Utilization
54.7%
ICU Level of Service
A
Analysis Period (min)
15
10-068 Greensboro Auto Auction Site 2012 PM Future No Build
Frank Amenya, P.E.; Nick Liguori, E.I.; Terrell Hughes, E.I. Page 2

HCM Unsignalized Intersection Capacity Analysis
100: Wendover Ave W & Carnegie Place 611712010
Lane Configurations
Vi
W."
)
ttT
4
Volume (vehm)
39
1849
65
18
2359
15
13
2
85
3
1
33
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
Hourly flow rate (vph)
43
2054
72
20
2621
17
14
2
94
3
1
37
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
482
pX, platoon unblocked
0.51
0.51
0.51
0.51
0.51
0.51
vC, conflicting volume
2638
2127
3128
4855
721
3536
4883
882
vC1, stage 1 cont vol
2177
2177
2669
2669
vC2, stage 2 conf vol
951
2678
867
2213
vCu, unblocked vol
820
2127
1789
5202
721
2596
5257
0
tC, single (s)
4.1
4.1
7.5
6.5
6.9
7.5
6.5
6.9
tC, 2 stage (s)
6.5
5.5
6.5
5.5
tF (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3.3
p0 queue free %
89
92
65
96
74
97
98
93
cM capacity (veh/h)
407
252
41
59
370
105
47
549
6iree�lon �La erva�` S ih < -rit"i � R{ Yl`i f y,t V .R' �'�^i i; Q� Ak i ✓ry 4 h � i � k� - JS:
rad �..:rr4 �:.� �.���.�� ��; 1N,I�.�t,���'�V��n �, �►:t;t��,x� ���:,
,
,
r
..���..�>
�I~B�!��
.
�`W� e
,.
a��1..
.;:�
Volume Total
43
822
822
483
20
1048
1048
541
111
41
Volume Left
43
0
0
0
20
0
0
0
14
3
Volume Right
0
0
0
72
0
0
0
17
94
37
cSH
407
1700
1700
1700
252
1700
1700
1700
173
337
Volume to Capacity
0.11
0.48
0.48
0.28
0.08
0.62
0.62
0.32
0.64
0.12
Queue Length 95th (ft)
9
0
0
0
6
0
0
0
92
10
Control Delay (s)
14.9
0.0
0.0
0.0
20.5
0.0
0.0
0.0
57.3
17.2
Lane LOS
B
C
F
C
Approach Delay (s)
0.3
0.2
57.3
17.2
Approach LOS
F
C
Average Delay
1.6
Intersection Capacity Utilization
61.8%
ICU Level of Service
B
Analysis Period (min)
15
10-068 Greensboro Auto Auction Site 2012 PM Future Build
Frank Amenya, P.E,; Nick Liguori, E.I.; Terrell Hughes, E.I. Page 1

HCM Unsignalized Intersection Capacity Analysis
100: Wendover Ave W & Carnegie Place 611712010
- *-
Lane Configurations
Volume (vehlh)
39
1849
65
18
2359
15
13
2
85
3
1
33
Sign Control
Free
Free
Stop
Stop
Grade
0%
0%
0%
0%
Peak Hour Factor
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
Hourly flow rate (vph)
43
2054
72
20
2621
17
14
2
94
3
1
37
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type
TWLTL
TWLTL
Median storage veh)
2
2
Upstream signal (ft)
482
pX, platoon unblocked
0.51
0.51
0.51
0.51
0.51
0.51
vC; conflicting volume
2638
2127
3128
4855
721
3536
4883
882
vC1, stage 1 conf vol
2177
2177
2669
2669
vC2, stage 2 conf vol
951
2678
867
2213
vCu, unblocked vol
820
2127
1789
5202
721
2596
5257
0
tC, single (s)
4.1
4.1
7.5
6.5
6.9
7.5
6.5
6.9
tC, 2 stage (s)
6.5
5.5
6.5
5.5
tF, (s)
2.2
2.2
3.5
4.0
3.3
3.5
4.0
3:3
p0 queue free %
89
92
65
96
74
97
98
93
cM capacity (vehlh)
407
25(2ly�yy41
59
370
105
549
{]47
''G QQ CC �I tptzR'�( ,yi ,.�1.1 tl:v
IIrMA4QrR�Y i7;taf, s.�aek,,x., 04" 454•'��
- "Ci4.
wza1t.+5.n1..f�f
"M
1�"F�6
"nG� "'W
a
Volume Total
43
822
822
483
20
1048
1048
541
14
97
41
Volume Left
43
0
0
0
20
0
0
0
14
0
3
Volume Right
0
0
0
72
0
0`
0
17
6
94
37'
cSH
407
1700
1700
1700
252
1700
1700
1700
41
330
337
Volume to Capacity
0.11
0.48
0.48
0.28
0.08
0.62
0.62
0.32
0.35
0.29
0.12
Queue Length 95th (ft)
9
0
0
0
6
0
0
0
30
30
10
Control Delay (s)
14.9
0.0
0.0
0.0
20.5
0.0
0.0
0.0
133.6
20.4
17.2'
Lane LOS
B
C
F
C
C
Approach Delay (s)
0.3
0.2
-
35.1
17.2
Approach LOS
E
C
f
Average Delay
1.1
Intersection Capacity Utilization
57.9%
ICU
Level
of Service`
B
Analysis Period (min)
15
10-068 Greensboro Auto Auction Site 2012 PM Future Build Mitigation
Frank Amenya, P.E.; Nick Liguori, E.I.; Terrell Hughes, E.I. Page 1

Lanes, Volumes, Timings
200: Wendover Ave W & Edwardia Drive 6/17/2010
*-'
Lane Configurations
)
t0l
)
M111
4#
4
r
Volume (vph)
161
2255
57
12
1143
106
2
0
7
32
0
30
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
350
0
200
0
0
0
175
0
Storage Lanes
1
0
1
0
0
0
1
1
Taper Length (ft)
0
100
0
100
100
100
100
100
Lane Util. Factor
1.00
0.91
0.91
1.00
0.91
0.91
1.00
1.00
1.00
1.00
1.00
1.00
Frt
0,996
0.987
0.892
0.850
Flt Protected
0.950
0.950
0.990
0.950
Satd. Flow (prot)
1770
5065
0
1770
5019
0
0
1645
0
0
1770
1583
Flt Permitted
0.950
0.950
0.921
0.751
Satd. Flow (perm)
1770
5065
0
1770
5019
0
0
1530
0
0
1399
1583
Right Turn on Red
No
No
No
No
Satd. Flow (RTOR)
Link Speed (mph)
45
45
35
35
Link Distance (ft)
526
1001
361
487
Travel Time (s)
8.0
15.2
7.0
9.5
Peak Hour Factor
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
Adj. Flow (vph)
179
2506
63
13
1270
118
2
0
8
36
0
33
Shared Lane Traffic (%)
Lane Group Flow (vph)
179
2569
0
13
1388
0
0
10
0
0
36
33
Enter Blocked Intersection
No
No
No
No
No
No
No
No
No
No
No
No
Lane Alignment
Left
Left
Right
Left
Left
Right
Left
Left
Right
Left
Left
Right
Median Width(ft)
12
12
0
0
Link Offset(ft)
0
0
0
0
Crosswalk Width(ft)
16
16
16
16
Two way Left Turn Lane
Yes
Yes
Headway Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Turning Speed (mph)
15
9
15
9
15
9
15
9
Number of Detectors
1
2
1
2
1
2
1
2
1
Detector Template
Left
Thru
Left
Thru
Left
Thru
Left
Thru
Right
Leading Detector (ft)
20
100
20
100
20
100
20
100
20
Trailing Detector (ft)
0
0
0
0
0
0
0
0
0
Detector 1 Position(ft)
0
0
0
0
0
0
0
0
0
Detector 1 Size(ft)
20
6
20
6
20
6
20
6
20
Detector 1 Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Detector 1 Channel
Detector 1 Extend (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Queue (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 1 Delay (s)
0.0
0.0
.0.0
0.0
0.0
0.0
0.0
0.0
0.0
Detector 2 Position(ft)
94
94
94
94
Detector 2 Size(ft)
6
6
6
6
Detector 2 Type
CI+Ex
CI+Ex
CI+Ex
CI+Ex
Detector 2 Channel
Detector 2 Extend (s)
0.0
0.0
0.0
0.0
Turn Type
Prot
Prot
Perm
Perm
pm+ov
Protected Phases
5
2
1
6
8
4
5
Permitted Phases
8
4
4
Detector Phase
5
2
1
6
8
8
4
4
5
10-068 Greensboro Auto Auction Site 6115/2010 2010 AM Existing Synchro 7 - Report
Frank Amenya, P.E.; Nick Liguori, E.I.; Terrell Hughes, E.I. Page 2

Lanes, Volumes, Timings
200: Wendover Ave W & Edwardia Drive
bane Groin: X11-'rhx
7.0
12.0
.f t 1.,`•*r5rrk , f:,G a t,, ,
_
7.0
12.0
7.0
6/17/2010
05
7.0
7.0
7.0
Minimum Split (s)
14.0
20.0
14.0
T.FN
Switch Phase
Minimum Initial (s)
7.0
12.0
.f t 1.,`•*r5rrk , f:,G a t,, ,
_
7.0
12.0
7.0
7.0
05
7.0
7.0
7.0
Minimum Split (s)
14.0
20.0
14.0
20.0
20.0
20.0
20.0
20.0
14.0
Total Split (s)
26.0
32.0
0.0
26.0
32.0
0.0
32.0
32,0
0.0
32.0
32.0
26.0
Total Split (%)
28.9%
35.6%
0.0%
28.9%
35.6%
0.0%
35.6%
35.6%
0.0%
35.6%
35.6%
28.9%
Maximum Green (s)
19.0
25.0
19.0
25.0
25.0
25.0
25.0
25.0
19.0
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
All -Red Time (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Lost Time Adjust (s)
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
Total Lost Time (s)
5.0
5.0
2.0
5.0
5.0
2.0
5.0
5.0
2.0
5.0
5.0
5.0
Lead/Lag
Lead
Lag
Lead
Lag
Lead
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Recall Mode
None
C -Max
None
C -Max
None
None
None
None
None
Act Effct Green (s)
16.3
74.4
9.1
54.0
10.3
10.3
26.0
Actuated g/C Ratio
0.18
0.83
0.10
0.60
0.11
0.11
0.29
vlc Ratio
0.56
0.61
0.07
0.46
0.06
0.22
0.07
Control Delay
39.7
7.1
37.7
12.7
35.2
39.1
18.3
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
39.7
7.1
37.7
12.7
35.2
39.1
18.3
LOS
D
A
D
B
D
D
B
Approach Delay
9.2
13.0
35.2
29.2
Approach LOS
A
B
D
C
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green
Natural Cycle: 80
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.61
Intersection Signal Delay: 10.8 Intersection LOS: B
Intersection Capacity Utilization 69.3% ICU Level of Service C
Analysis Period (min)15
Sollts and Phases: 200: WendnvPr Ava W R Friwnrriin nriva
01
""M" o2
e4
.f t 1.,`•*r5rrk , f:,G a t,, ,
_
:�
2�q .r+Y *3.< "', G.x:.
� V'�,:�4 y
??�+y'k'
-4 Z I-, .
®
05
06
08
!!yy�
�
Pel....',
10-068 Greensboro Auto Auction Site 6/15/2010 2010 AM Existing Synchro 7 - Report
Frank Amenya, P.E.: Nick Liguori, E.I.; Terrell Hughes, E.I. Page 3

Lanes, Volumes, Timings
200; Wendover Ave W & Edwardia Drive 6/17/2010
-.4 -- *- f
Lane Configurations
)
ffi�
)
tti�
4
r
Volume (vph)
171
2392
60
13
1213
112
2
0
7
34
0
32
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
350
0
200
0
0
0
175
0
Storage Lanes
1
0
1
0
0
0
1
1
Taper Length (ft)
0
100
0
100
100
100
100
100
Lane Util. Factor
1.00
0.91
0.91
1.00
0.91
0.91
1.00
1.00
1.00
1.00
1.00
1.00
Frt.
0.996
0.987
0.892
0.850
Flt Protected
0.950
0.950
0.990
0.950
Satd. Flow (prot)
1770
5065
0
1770
5019
0
0
1645
0
0
1770
1583
Flt Permitted
0.950
0.950
0.920
0.751
Satd. Flow (perm)
1770
5065
0
1770
5019
0
0
1529
0
0
1399
1583
Right Turn on Red
No
No
No
No
Satd. Flow (RTOR)
Link Speed (mph)
45
45
35
35
Link Distance (ft)
526
1001
361
487
Travel Time (s)
8.0
15.2
7.0
9.5
Peak Hour Factor
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
Adj. Flow (vph)
190
2658
67
14
1348
124
2
0
8
38
0
36
Shared Lane Traffic (%)
Lane Group Flow (vph)
190
2725
0
14
1472
0
0
10
0
0
38
36
Turn Type
Prot
Prot
Perm
Perm
pm+ov
Protected Phases
5
2
1
6
8
4
5
Permitted Phases
8
4
4
Detector Phase
5
2
1
6
8
8
4
4
5
Switch Phase
Minimum Initial (s)
7.0
12.0
5.0
12.0
7.0
7.0
7.0
7.0
7.0
Minimum Split (s)
14.0
20.0
12.0
22.0
20.0
20.0
20.0
20.0
14.0
Total Split (s)
22.0
58.0
0.0
12.0
48.0
0.0
20.0
20.0
0.0
20.0
20.0
22.0
Total Split (%)
24.4%
64.4%
0.0%
13.3%
53.3%
0.0%
22.2%
22.2%
0.0%
22.2%
22.2%
24.4%
Maximum Green (s)
15.0
51.0
5.0
41.0
13.0
13.0
13.0
13.0
15.0
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
All -Red Time (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Lost Time Adjust (s)
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
Total Lost Time (s)
5.0
5.0
2.0
5.0
5.0
2.0
5.0
5.0
2.0
5.0
5.0
5.0
Lead/Lag
Lead
Lag
Lead
Lag
Lead
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Recall Mode
None
C -Max
None
C -Max
None
None
None
None
None
Act Effct Green (s)
16.2
74.4
8.2
54.1
10.4
10.4
25.9
Actuated g/C Ratio
0.18
0.83
0.09
0.60
0.12
0.12
0.29
v/c Ratio
0.60
0.65
0.09
0.49
0.06
0.24
0.08
Control Delay
41.6
7.7
38.4
12.8
35.1
39.3
18.9
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
41.6
7.7
38.4
12.8
35.1
39.3
18.9
LOS
D
A
D
B
D
D
B
Approach Delay
10.0
13.1
35.1
29.4
Approach LOS
A
B
D
C
Queue Length 50th (ft)
99
207
7
188
5
20
13
10-068 Greensboro Auto Auction Site
2012 AM Future No Build
Frank Amenya, P.E.; Nick Liguori, E. L;
Terrell Hughes, E.1.
Page 2

Lanes, Volumes, Timings
200: Wendover Ave W & Edwardia Drive 611712010
W Al..g-.-�.,,.. i""..; ",l,Nl:, B, °,, �H�,.-.. �E�R� r. V�l�� �'�wl-R,.���
Queue Length 95th (ft)
163
553
26,
264
20
49
31
Internal Link Dist (ft)
446
t
921
281
407
Turn Bay Length (ft)
350
200
Base Capacity (vph)
350
4188
161
3016
255
233
485
Starvation Cap Reductn
0
0
0
0
0
0
0
Spillback Cap Reductn
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
Reduced vlc Ratio
0.54
0.65
0,09
0.49
0.04
0.16
0.07
lntecsecbo[ Summary
Splits and Phases: 200: Wendover Ave W & Edwardia Drive
01
"' 02
'W-
04
k�7At
_
05
06y
t
08
y�
66
10-068 Greensboro Auto Auction Site 2012 AM Future No Build
Frank Amenya, P,E.; Nick Liguori, E.I.; Terrell Hughes, E.I. Page 3

Lanes, Volumes, Timings
200: Wendover Ave W & Edwardia Drive 711/2010
Lane Configurations'
++TO
Volume (vph)
171
2405
72
46
1221
112
17
1
13
34
3
32
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
350
0
200
0
0
0
175
0
Storage Lanes
1
0
1
0
0
0
1
1
Taper Length (ft)
0
100
0
100
100
100
100
100
Lane Util. Factor
1.00
0.91
0.91
1.00
0.91
0.91
1.00
1.00
1.00
1.00
1.00
1.00
Frt
0.996
0.987
0.944
0.850
At Protected
0.950
0.950
0.973
0.956
Satda Flow (prot)
1769
5064
0
1769
5019
0
0
1710
0
0
1780
1583
Flt Permitted
0.950
0.950
0.803
0.716
Satd. Flow (perm)
1769
5064
0
1769
5019
0
0
1412
0
0
1333
1583
Right Turn on Red
No
No
No
No
Said. Flow (RTOR)
Link Speed (mph)
45
45
35
35
Link Distance (ft)
482
1001
361
487
Travel Time (s)
7.3
15.2
7.0
9.5
Peak Hour Factor
0.90
0,90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
Adj. Flow (vph)
190
2672
80
51
1357
124
19
1
14
38
3
36
8h. red Lane Traffic (%)
Lane Group Flow (vph)
190
2752
0
51
1481
0
0
34
0
0
41
36
Turn Type
Prot
Prot
Perm
Perm
pm+ov
Protected Phases
5
2
1
6
8
4
5
Permitted Phases
8
4
4
Detector Phase
5
2
1
6
8
8
4
4
5
Switch Phase
Minimum Initial (s)
7.0
12.0
7.0
12.0
7.0
7.0
7.0
7.0
7.0
Minimum Split (s)
14.0
20.0
14.0
20.0
20.0
20.0
20.0
20.0
14.0
Total Split (s)
22.0
56.0
0.0
14.0
48.0
0.0
20.0
20.0
0.0
20.0
20.0
22.0
Total Split (%)
24.4%
62.2%
0.0%
15.6%
53.3%
0.0%
22.2%
22.2%
0.0%
22.2%
22.2%
24.4%
Maximum Green (s)
15.0
49.0
7.0
41.0
13.0
13.0
13.0
13.0
15.0
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
All -Red Time (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Lost Time Adjust (s)
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
Total Lost Time (s)
5.0
5.0
2.0
5.0
5.0
2.0
5.0
5.0
2.0
5.0
5.0
5.0
Lead/Lag
Lead
Lag
Lead
Lag
Lead
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Recall Mode
None
C -Max
None
C -Max
None
None
None
None
None
Act Effct Green (s)
16.1
67.7
9.9
54.0
10.6
10.6
26.0
Actuated g/C Ratio
0.18
0.75
0.11
0.60
0.12
0.12
0.29
v/c Ratio
0.60
0.72
0.26
0.49
0.20
0.26
0.08
Control Delay
41.9
13.6
40.0
13.0
38.2
39.8
18.8
Quei e'Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
41.9
13.6
40.0
13.0
38.2
39.8
18.8
LOS
D
B
D
B
D
D
B
Approach Delay
15.4
13.9
38.2
30.0
Approach LOS
B
B
D
C
Queue Length 50th (ft)
99
446
27
191
18
22
13
10-068 Greensboro Auto Auction Site
2012 AM Future Build
Frank Amenya, P.E.; Nick
Liguori, E.I.;
Terrell Hughes,
E,I,
Page 1

Lanes, Volumes, Timings
200: Wendover Ave W & Edwardia Drive
1--J> o2
4�. o4
7/11/20110
Ro
®5
o6
I 08
WM
Apyl�'%I 1s1
Queue Length 95th (ft)
164 #671
62
266
45
51
31
Internal Link Dist (ft)
402
921
281
407
Turn Bay Length (ft)
350
200
Base Capacity (vph)
348 3808
195
3009
235
222
487
Starvation Cap Reductn
0 0
0
0
0
0
0
Spillback Cap Reductn
0 0
0
0
0
0
0
Storage Cap Reductn
0 0
0
0
0
0
0
Reduced v/c Ratio
0.55 0.72
0.26
0.49
0.14
0.18
0.07
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green
Natural Cycle: 90
donirio'itype: Actuated -Coordinated
Maximum v1c Ratio: 0.72
intersection Signal Delay: 15.3 Intersection LOS: B
Intersection Capacity Utilization 74.9% ICU Level of Service D
Analysis Period (min) 15
95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles,
Splits and Phases: 200: Wendover Ave W & Edwardia Drive
4,01
1--J> o2
4�. o4
Ro
®5
o6
I 08
WM
Apyl�'%I 1s1
10-068 Greensboro Auto Auction Site 2012 AM Future Build
Frank Arnenya, P.E.; Nick Liguori, E. I.; Terrell Hughes, E. 1. Page 2

Lanes, Volumes, Timings
200: Wendover Ave W & Edwardia Drive 719/2010
-- k -
Lane Configurations
)
+++
r
+0
T
4
if
Volume (vph)
171
2405
72
46
1221
112
17
1
13
34
3
32
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
350
175
200
0
100
0
175
0
Storage Lanes
1
1
1
0
1
0
1
1
Taper Length (ft)
0
100
0
100
100
100
100
100
Lane Util. Factor
1.00
0.91
1.00
1.00
0.91
0.91
1.00
1.00
1.00
1.00
1.00
1.00
Frt
0.850
0.987
0.860
0.850
Flt Protected
0.950
0.950
0.950
0.956
Satd. Flow (prot)
1769
5085
1583
1769
5019
0
1769
1601
0
0
1780
1583
Flt Permitted
0.950
0.950
0.730
0.730
Satd. Flow (perm)
1769
5085
1583
1769
5019
0
1359
1601
0
0
1359
1583
Right Turn on Red
No
No
No
No
Satd. Flow (RTOR)
Link Speed (mph)
45
45
35
35
Link Distance (ft)
482
1001
361
487
Travel Time (s)
7.3
15.2
7.0
9.5
Peak Hour Factor
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
Adj. Flow (vph)
190
2672
80
51
1357
124
19
1
14
38
3
36
Shared Lane Traffic (%)
Lane Group Flow (vph)
190
2672
80
51
1481
0
19
15
0
0
41
36
Turn Type
Prot
Perm
Prot
Perm
Perm
pm+ov
Protected Phases
5
2
1
6
8
4
5
Permitted Phases
2
8
4
4
Detector Phase
5
2
2
1
6
8
8
4
4
5
Switch Phase
Minimum Initial (s)
7.0
12.0
12.0
7.0
12.0
7.0
7.0
7.0
7.0
7.0
Minimum Split (s)
14.0
20.0
20.0
14.0
20.0
20.0
20.0
20.0
20.0
14.0
Total Split (s)
22.0
56.0
56.0
14.0
48.0
0.0
20.0
20.0
0.0
20.0
20.0
22.0
Total Split (%)
24.4%
62.2%
62.2%
15.6%
53.3%
0.0%
22.2%
22,2%
0.0%
22.2%
22.2%
24.4%
Maximum Green (s)
15.0
49.0
49.0
7.0
41.0
13.0
13.0
13.0
13.0
15.0
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
All -Red Time (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Lost Time Adjust (s)
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
Total Lost Time (s)
5.0
5.0
5.0
5.0
5.0
2.0
5.0
5.0
2.0
5.0
5.0
5.0
Lead/Lag
Lead
Lag
Lag
Lead
Lag
Lead
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Recall Mode
None
C -Max
C -Max
None
C -Max
None
None
None
None
None
Act.Effet Green (s)
16.1
67.7
67.7
10.0
54.0
10.5
10.5
10.5
26.0
Actuated g/C Ratio
0.18
0.75
0.75
0.11
0.60
0.12
0.12
0.12
0.29
v/c,Ratio
0.60
0.70
0.07
0.26
0.49
0.12
0.08
0.26
0.08
Control Delay
41.9
12.9
7.4
40.0
13.0
36.4
35.3
39.7
18.8
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
41.9
12.9
7.4
40.0
13.0
36.4
35.3
39.7
18.8
LOS
D
B
A
D
B
D
D
D
B
Approach Delay
14.6
13.9
35.9
29.9
Approach LOS
B
B
D
C
Queue Length 50th (ft)
99
415
17
27
191
10
8
22
13
10-068 Greensboro Auto Auction Site 2012 AM Future Build Mitigation
Frank Amenya, P.E.; Nick Liguori, E.I.; Terrell Hughes, E.I. Page 1

Lanes, Volumes, Timings
200: Wendover Ave W & Edwardia Drive 719/2010
:ani GrEEL , ..EBT .:.EBR WBL . -VVBT . WBR NBL :,, .idBT . NBR' 'SQL, SBT: SBR
Queue Length 95th (ft) 164 #566
40
62 266
30
25
51
31
Internal Link Dist (ft) 402
921
281
407
Turn Bay Length (ft) 350
175
200
100
Base Capacity (vph) 349 3825
1191
196 3010
227
267
227
487
Starvation Cap Reductn 0 0
0
0 0
0
0
0
0
Spillback Cap Reductn 0 0
0
0 0
0
0
0
0
Storage Cap Reductn 0 0
0
0 0
0
0
0
0
Reduced v/c Ratio 0.54 0.70
0.07
0.26 0.49
0.08
0.06
0.18
0.07
)iteFsection Sutnm`ary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green
Natural Cycle: 80
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.70
Intersection Signal Delay: 14.8
Intersection LOS: B
Intersection Capacity Utilization 73.5%
ICU Level of Service D
Analysis Period (min)15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles,
Splits and Phases: 200: Wendover Ave W & Edwardia Drive
01 " m2 m4
m5 m6 08
„ .. '.:�J_ y
e4C
10-068 Greensboro Auto Auction Site 2012 AM Future Build Mitigation
Frank Amenya, P.E.; Nick Liguori, E.I.; Terrell Hughes, E.I. Page 2

Lanes, Volumes, Timings
200: Wendover Ave W & Edwardia Drive 6/1712010
'r
Lane Configurations
)
+tTo
)
+0
4
4
F
Volume (vph)
128
1486
137
8
2095
63
2
0
2
61
0
81
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
350
0
200
0
0
0
175
0
Storage Lanes
1
0
1
0
0
0
1
1
Taper Length (ft)
0
100
0
100
100
100
100
100
Lane Util. Factor
1.00
0.91
0.91
1.00
0.91
0.91
1.00
1.00
1.00
1.00
1.00
1.00
Fri:
0.987
0.996
0.932
0.850
Flt Protected
0.950
0.950
0.976
0.950
Satd. Flow (prot)
1770
5019
0
1770
5065
0
0
1694
0
0
1770
1583
Flt Permitted
0.950
0.950
0.853
0.755
Satd. Flow (perm)
1770
5019
0
1770
5065
0
0
1481
0
0
1406
1583
Right Tum on Red
No
No
No
No
Satd. Flow (RTOR)
Link Speed (mph)
45
45
35
35
Link Distance (ft)
526
1001
361
487
Travel Time (s)
8.0
15.2
7.0
9.5
Peak Hour Factor
0.90
0.90
0.90
0.90
0,90
0.90
0.90
0,90
0.90
0,90
0.90
0,90
Adj. Flow (vph)
142
1651
152
9
2328
70
2
0
2
68
0
90
Shared Lane Traffic (%)
Lane Group Flow (vph)
142
1803
0
9
2398
0
0
4
0
0
68
90
Turn Type
Prot
Prot
Perm
Perm
pm+ov
Protected Phases
5
2
1
6
8
4
5
Permitted Phases
8
4
4
Detector Phase
5
2
1
6
8
8
4
4
5
Switch Phase
Minimum Initial (s)
7.0
12.0
7.0
12.0
7.0
7.0
7.0
7.0
7.0
Minimum Split (s)
14.0
20.0
14.0
20.0
20.0
20.0
20.0.
20.0
14.0
Total Split (s)
26.0
32.0
0.0
26.0
32.0
0.0
32.0
32.0
0.0
32.0
32.0
26.0
Total Split (%)
28.9%
35.6%
0.0%
28.9%
35.6%
0,0%
35,6%
35.6%
0.0%
35.6%
35,6%
28.9%
Maximum Green (s)
19.0
25.0
19.0
25.0
25.0
25.0
25.0
25.0
19.0
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
A!! -R --d
• • v i.iv �v1
On
�,v
2.
c.V
nn
L.V
nn
Zn
nn
L.V
nn
L.V
nn
LV
nn
L.V
nn
L.V
Lost Time Adjust (s)
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
Total Lost Time (s)
5.0
5.0
2.0
5.0
5.0
2.0
5.0
5.0
2.0
5.0
5.0
5.0
Lead/Lag
Lead
Lag
Lead
Lag
Lead
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
3.0
3.0
3.0
3,0
3.0
3.0
3.0
3.0
3.0
Recall Mode
None
C -Max
None
C -Max
None
None
None
None
None
Act Effct Green (s)
14.5
69.0
9.0
51,3
12.0
12.0
28.7
Actuated g/C Ratio
0.16
0.77
0.10
0.57
0.13
0.13
0.32
v/c Ratio
0.50
0.47
0.05
0.83
0.02
0.36
0.18
Control Delay
39.8
6.6
37.5
22.1
32.0
40.2
19,5
Queue Delay
0,0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
39.8
6.6
37.5
22.1
32.0
40.2
19.5
LOS
D
A
D
C
C
D
B
Approach Delay
9.0
22.1
32.0
28,4
Approach LOS
A
C
C
C
Queue Length 50th (ft)
75
112
5
408
2
36
35
10-068 Greensboro Auto Auction Site
2010 PM
Existing
Frank Amenya, P.E.; Nick Liguori, E.I.;
Terrell Hughes, E.I.
Page 2

Lanes, Volumes, Timings
200: Wendover Ave W & Edwardia Drive 6/17/2010
'IF-- 4._ t f
Queue Length 95th (ft) 124 292 19 #654
11
73
58
Internal Link Dist (ft) 446 921
281
407
06
Turn Bay Length (ft) 350 200
ry
2ta s
.,i�, e
U N'
Base Capacity (vph) 413 3847 413 2887
444
422
619
Starvation Cap Reductn 0 0 0 0
0
0
0
Spillback Cap Reductn 0 0 0 0
0
0
0
Storage Cap Reductn 0 0 0 0
0
0
0
Reduced vlc Ratio 0.34 0.47 0.02 0.83
0.01
0.16
0.15
tri#rsec6ari Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset:0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green
Natural Cycle: 75
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.83
Intersection Signal Delay: 16.7 Intersection LOS: B
Intersection Capacity Utilization 67.4% ICU Level of Service C
Analysis Period (min)15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Solits and Phases: 200: Wendover Ave W R Fr1wArdia nriva
01
— o2
,r...: 04
h�
iG4�4 rlll%,r`'
. a.,.
05
06
081
ry
2ta s
.,i�, e
U N'
10-068 Greensboro Auto Auction Site 2010 PM Existing
Frank Amenya, P.E.; Nick Liguori, E.I.; Terrell Hughes, E.I. Page 3

Lanes, Volumes, Timings
200: Wendover Ave W & Edwardia Drive 611712010
4-4, 4\r
Lane Configurations
)
ttT
)
tO
c&
4
F
Volume (vph)
136
1576
145
8
2223
67
2
0
2
65
0
86
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
350
0
200
0
0
0
175
0
Storage Lanes
1
0
1
0
0
0
1
1
Taper Length (ft)
0
100
0
100
100
100
100
100
Lane Util. Factor
1.00
0.91
0.91
1.00
0.91
0.91
1.00
1.00
1.00
1.00
1.00
1.00
Frt
0.987
0.996
0.932
0.850
Flt Protected
0.950
0.950
0.976
0.950
Said. Flow (prot)
1770
5019
0
1770
5065
0
0
1694
0
0
1770
1583
At Permitted
0.950
0.950
0.854
0.755
Satd. Flow (perm)
1770
5019
0
1770
5065
0
0
1483
0
0
1406
1583
Right Turn on Red
No
No
No
No
Satd. Flow (RTOR)
Link Speed (mph)
45
45
35
35
Link Distance (ft)
526
1001
361
487
Travel Time (s)
8.0
15.2
7.0
9.5
Peak Hour Factor
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0,90
0.90
0.90
Adj. Flow (vph)
151
1751
161
9
2470
74
2
0
2
72
0
96
Shared Lane Traffic (%)
Lane Group Flow (vph)
151
1912
0
9
2544
0
0
4
0
0
72
96
Turn Type
Prot
Prot
Perm
Perm
pm+ov
Protected Phases
5
2
1
6
8
4
5
Permitted Phases
8
4
4
Detector Phase
5
2
1
6
8
8
4
4
5
Switch Phase
Minimum Initial (s)
7.0
12.0
7.0
12.0
7.0
7.0
7.0
7.0
7.0
Minimum Split (s)
14.0
20.0
14.0
20.0
20.0
20.0
20.0
20.0
14.0
Total Split (s)
26.0
32.0
0.0
26.0
32.0
0.0
32.0
32.0 -
0.0
32.0
32.0
26.0
Total Split (%)
28.9%
35.6%
0.0%
28.9%
35.6%
0.0%
35.6%
35.6%
0.0%
35.6%
35.6%
28.9%
Maximum Green (s)
19.0
25.0
19.0
25.0
25.0
25.0
25.0
25.0
19.0
Yellow Time (s)
5.0
5.0
5.0.
5.0
5.0
5.0
5.0
5.0
5.0
All -Red Time (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Lost Time Adjust (s)
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
Total Lost Time (s)
5.0
5.0
2.0
5.0
5.0
2.0
5.0
5.0
2.0
5.0
5.0
5.0
Lead/Lag
Lead
Lag
Lead
Lag
Lead
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Recall Mode
None
C -Max
None
C -Max
None
None
None
None
None
Act Effct Green (s)
14.9
68.7
9.0
50.6
12.2
12.2
29.4
Actuated g/C Ratio
0.17
0.76
0.10
0.56
0.14
0.14
0.33
v/c Ratio
0.52
0.50
0.05
0.89
0.02
0.38
0.19
Control Delay
39.8
7.0
37.5
25.7
31.8
40.3
19.2
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
39.8
7.0
37.5
25.7
31.8
40.3
19.2
LOS
D
A
D
C
C
D
B
Approach Delay
9.4
25.7
31.8
28.2
Approach LOS
A
C
C
C
Queue Length 50th (ft)
79
125
5
467
2
38
37
10-068 Greensboro Auto Auction Site
2012 PM Future No Build
Frank Amenya, P.E.; Nick
Liguori, E.I.;
Terrell Hughes, E.I.
Page 2

Lanes, Volumes, Timings
200. Wendover Ave W & Edwardia Drive 6/1712010
bane„G"rbip `" _ `..>rl�l.': I=B;T� ..1BRr .,�V�). n.4�B�'«.����i��. `.�1I�1,_. ,PJB7",.., 1�16�..�,'�SBL ,,�;SBi"`k,.•�SBR
Queue Length 95th (ft) 130 323
19 #730
11
75
60
Internal Link Dist (ft) 446
921
281
407
Turn Bay Length (ft) 350
200
Base Capacity (vph) 413 3833
413 2850
445
422
623
Starvation Cap Reductn 0 0
0 0
0
0
0
Spillback Cap Reductn 0 0
0 0
0
0
0
Storage Cap Reductn 0 0
0 0
0
0
0
Reduced vlc Ratio 0.37 0.50
0.02 0,89
0.01
0.17
0.15
1terSPGlo SUiJlmary .S
Pti N4
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green
Natural Cycle: 80
Control Type: Actuated -Coordinated
Maximum vlc Ratio: 0.89
Intersection Signal Delay: 18.8
Intersection LOS: B
Intersection Capacity Utilization 70.8%
ICU Level of Service C
Analysis Period (min)15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
lits and Phases: 200: Wendover Ave W & Edwardia Drive e
01 o2 o4
o5 06 .. o$
10-068 Greensboro Auto Auction Site 2012 PM Future No Build
Frank Amenya, P.E.; Nick Liguori, E.I.; Terrell Hughes, E.I. Page 3

Lanes, Volumes, Timings
200: Wendover Ave W & Edwardia Drive
ane*Group, .. f EBL. EBT . -'EBR,. WBL,
7/212010
Lane Configurations
tO
'
Wo
chi
4
�
Volume (vph)
136
1624
177
74
2226
67
80
7
2
65
6
86
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
350
-
0
200
0
0
0
175
0
Storage Lanes
1
0
1
0
0
0
1
1
Taper Length (ft)
0
100
0
100
100
100
100
100
Lane Util. Factor
1.00
0.91
0.91
1.00
0.91
0.91
1.00
1.00
1.00
1.00
1.00
1.00
Frt
0.985
0.996
0.997
0.850
Flt Protected
0.950
0.950
0.957
0.956
Satd. Flow (prot)
1769
5009
0
1769
5064
0
0
1777
0
0
1780
1583
Flt Permitted
0.950
0.950
0.691
0.740
Satd. Flow (perm)
1769
5009
0
1769
5064
0
0
1283
0
0
1378
1583
Right Turn on Red
No
No
No
No
Satd Flow (RTOR)
Link Speed (mph)
45
45
35
35
Link Distance (ft)
482
1001
361
487
Travel Time (s)
7.3
15.2
7.0
9.5
Peak Hour Factor
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
Adj. Flow (vph)
151
1804
197
82
2473
74
89
8
2
72
7
96
Shared Lane Traffic (%)
Lane Group Flow (vph)
151
2001
0
82
2547
0
0
99
0
0
79
96
Turn Type
Prot
Prot
Perm
Perm
pm+ov
Protected Phases
5
2
1
6
8
4
5
Permitted Phases
8
4
4
Detector Phase
5
2
1
6
8
8
4
4
5
Switch Phase
Minimum Initial (s)
7.0
12.0
7.0
12.0
7.0
7.0
7.0
7.0
7.0
Minimum Split (s)
14.0
20.0
14.0
20.0
20.0
20.0
20.0
20.0
14.0
Total Split (s)
26.0
32.0
0.0
26.0
32.0
0.0
32.0
32.0
0.0
32.0
32.0
26.0
Total Split (%)
28.9%
35.6%
0.0%
28,9%
35.6%
0.0%
35.6%
35.6%
0.0%
35.6%
35.6%u
28.9%
Maximum Green (s)
19.0
25.0
19.0
25.0
25.0
25.0
25.0
25.0
19.0
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
All -Red Time (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Lost Time Adjust (s)
40
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
Total Lost Time (s)
5.0
5.0
2.0
5.0
5.0
2.0
5.0
5.0
2.0
5.0
5.0
5.0
Lead/Lag
Lead
Lag
Lead
Lag
Lead
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
3.0
3,0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
Recall Mode
None
C -Max
None
C -Max
None
None
None
None
None
Act Effct Green (s)
14.9
55.7
11.7
.48.7
14.2
14.2
31.3
Actuated g1C Ratio
0.17
0.62
0.13
0.54
0.16
0.16
0.35
v/c Ratio
0.52
0.65
0.35
0.93
0.49
0.36
0.17
Control Delay
39.8
16.7
39.4
30.2
41.8
37.3
17.5
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
39.8
16.7
39.4
30.2
41.8
37.3
17.5
LOS
D
B
D
C
D
D
B
Approach Delay
18.4
30.4
41.8
26.4
Approach LOS
. B
C
D
C
Queue Length 50th (ft)
79
293
43
495
52
41
36
10-068 Greensboro Auto
Auction Site
2012 PM Future Build
Frank Amenya, P.E.; Nick Liguori, E.I.;
Terrell Hughes, E.I.
Page 1

Lanes, Volumes, Timings
200: Wendover Ave W & Edwardia Drive 7/212010
Lane Group. ' . •;:..... EBL .• . 'EBT EBR WBL, " tIVBT.NBT NBRI.='; . •SBL . SB,T; SBR
Queue Length 95th (ft) 130 443 83 #772
96
78
55
Internal Link Dist (ft) 402 921
281
407
Turn Bay Length (ft) 350 200
�— 06
T 0s
Base Capacity (vph) 413 3099 413 2739
385
413
658
Starvation Cap Reductn 0 0 0 0
0
0
0
Spillback Cap Reductn 0 0 0 0
0
0
0
Storage Cap Reductn 0 0 0 0
0
0
0
Reduced v/c Ratio 0.37 0.65 0.20 0.93
0.26
0.19
0.15
)htersctlop Summary ,'`
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green
Natural Cycle: 80
Control Type: Actuated -Coordinated
Maximum v/c Ratio: 0.93
Intersection Signal Delay: 25.4 Intersection LOS: C
Intersection Capacity Utilization 76.1% ICU Level of Service D
Analysis Period (min)15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles,
Splits and Phases: 200: Wendover Ave W & Edwardia Drive
01
02
04
m5
�— 06
T 0s
•' T , F.,.,i -Y .. �• f,. �L� F rr k a°. r •?'
rs (( �r
10-068 Greensboro Auto Auction Site 2012 PM Future Build
Frank Amenya, P.E.; Nick Liguori, E.I.; Terrell Hughes, E.I. Page 2

Lanes, Volumes, Timings
200: Wendover Ave W & Edwardia Drive 7/9/2010
WBT .. WBR
Lane Configurations
+++
r
)
tO
T-3.
*T
r
Volume (vph)
136
1624
177
74
2226
67
80
7
2
65
6
86
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Storage Length (ft)
350
175
200
0
100
0
175
0
Storage Lanes
1
1
1
0
1
0
1
1
Taper Length (ft)
0
100
0
100
100
100
100
100
Lane Util. Factor
1.00
0.91
1.00
1.00
0.91
0.91
1.00
1.00
1.00
1.00
1.00
1.00
Frt
0.850
0.996
0.970
0.850
Flt Protected
0.950
0.950
0.950
0.956
Satd. Flow (prot)
1769
5085
1583
1769
5064
0
1769
1806
0
0
1780
1583
Flt Permitted
0.950
0.950
0.705
0.737
Satd. Flow (perm)
1769
5085
1583
1769
5064
0
1313
1806
0
0
1372
1583
Right Turn on Red
No
No
No
No
Satd. Flow (RTOR)
Link Speed (mph)
45
45
35
35
Link Distance (ft)
482
1001
361
487
Travel Time (s)
7.3
15.2
7.0
9.5
Peak Hour Factor
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
Adj. Flow (vph)
151
1804
197
82
2473
74
89
8
2
72
7
96
Shared Lane Traffic (%)
Lane Group Flow (vph)
151
1804
197
82
2547
0
89
10
0
0
79
96
Turn Type
Prot
Perm
Prot
Perm
Perm
pm+ov
Protected Phases
5
2
1
6
8
4
5
Permitted Phases
2
8
4
4
Detector Phase
5
2
2
1
6
8
8
4
4
5
Switch Phase
Minimum Initial (s)
7.0
12.0
12.0
7.0
12.0
7.0
7.0
7.0
7.0
7.0
Minimum Split (s)
14.0
20.0
20.0
14.0
20.0
20.0
20.0
20.0
20.0
14,0
Total Split (s)
26.0
32.0
32.0
26.0
32.0
0.0
32.0
32.0
0.0
32.0
32.0
26.0
Total Split (%)
28,9%
35.6%
35.6%
28.9%
35.6%
0.0%
35.6%
35.6%
0.0%
35.6%
35.6%
28.9%
Maximum Green (s)
19.0
25.0
25.0
19.0
25.0
25.0
25.0
25.0
25.0
19.0
Yellow Time (s)
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
All -Red Time (s)
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
Lost Time Adjust (s)
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
-2.0
Total Lost Time (s)
5.0
5.0
5.0
5.0
5.0
2.0
5.0
5.0
2.0
5.0
5.0
5.0
Lead/Lag
Lead
Lag
Lag
Lead
Lag
Lead
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Vehicle Extension (s)
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3.0
3,0
Recall Mode
None
C -Max
C -Max
None
C -Max
None
None
None
None
None
Act Effct Green (s)
14.9
56.3
56.3
11.7
49.3
13.6
13.6
13.6
30.7
Actuated g/C Ratio
0.17
0.63
0.63
0.13
0.55
0.15
0.15
0.15
0.34
v/c Ratio
0.52
0.57
0.20
0.35
0.92
0.45
0.04
0.38
0.18
Control Delay
39.8
14.6
11.9
39.4
28.6
41.2
30.4
38.7
18.0
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
39.8
14,6
11.9
39.4
28.6
41.2
30.4
38.7
18.0
LOS
D
B
B
D
C
D
C
D
B
Approach Delay
16.1
28.9
40.1
27.3
Approach LOS
B
C
D
C
Queue Length 50th (ft)
79
241
53
43
486
47
5
41
36
10-068 Greensboro Auto Auction Site
2012
PM Future Build Mitigation
Frank Amenya, P.E.; Nick Liguori, E.I.;
Terrell Hughes,
E.I.
Page 1

Lanes, Volumes, Timings
200: Wendover Ave W & Edwardia Drive 71912010
OR . WOt , x Wlt,.. WE3hZ NBL,w NOT ..Bft
Queue Length 95th (ft) 130
364
114
83
#759
87
18
79
57
Internal Link Dist (ft)
402
921
281
407
Turn Bay Length (ft) 350
175
200
100
Base Capacity(vph) 413
3182
991
413
2775
394
542
412
646
Starvation Cap Reductn 0
0
0
0
0
0
0
0
0
Spillback Cap Reductn 0
0
0
0
0
0
0
0
0
Storage Cap Reductn 0
0
0
0
0
0
0
0
0
Reduced vlc Ratio 0.37
0.57
0.20
0.20
0.92
0.23
0.02
0.19
0.15
lntersectiat Summary.
Area Type: Other
Cycle. Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:EBT and 6:WBT, Start of Green
Natural Cycle: 80
Control Type: Actuated -Coordinated
Maximum vlc Ratio: 0.92
Intersection Signal Delay: 23.6 Intersection LOS: C
Intersection Capacity Utilization 75.6% ICU Level of Service D
Analysis Period (min)15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 200: Wendover Ave W & Edwardia Drive
10-068 Greensboro Auto Auction Site 2012 PM Future Build Mitigation
Frank Amenya, P.E.; Nick Liguori, E.I.; Terrell Hughes, E.I. Page 2

Summary of Trip Generation Calculation
For 21 Th.Sq.Ft. GFA of
New Car Sales
July 01, 2010
Average Standard
Adjustment
Driveway
Rate Deviation
Factor
Volume
Avg. Weekday 2 -Way Volume 0.00
0.00
1.00
0
7-9 AM Peak Hour Enter
0.00
0.00
1.00
0
7-9 AM Peak Hour Exit
0.00
0.00
1.00
0
7-9 AM Peak Hour Total
0.00
0.00
1.00
0
4-6 PM Peak Hour Enter
1.18
0.00
1.00
25
4-6 PM Peak Hour Exit
1.84
0.00
1.00
39
4-6 PM Peak Hour Total
3.02
0.00
1.00
63
Saturday 2 -Way Volume
0.00
0.00
1.00
0
Saturday Peak Hour Enter
0.00
0.00
1.00
0
Saturday Peak Hour Exit
0.00
0.00
1.00
0
Saturday Peak Hour Total
0.00
0.00
1.00
0
Note: A zero indicates
no data available.
The above rates were calculated
from
these equations:
24 -Hr. 2 -Way Volume:
0, R^2 = 0
7-9 AM Peak Hr. Total:
0
R^2 = 0 , 0
Enter,
0 Exit
4-6 PM Peak Hr. Total:
T = 1.74(X) +
26.91
R^2 = 0.51 ,
0.39
Enter, 0.61
Exit
AM Gen Pk Hr. Total:
T = 2.27(X) +
-1.92
R^2 = 0.6 ,
0.56 Enter,
0.44
Exit
PM Gen Pk Hr. Total:
T = 2.64(X) +
2.09
R^2 = 0.64 ,
0.45
Enter, 0.55
Exit
Sat. 2 -Way Volume:
0, R^2 = 0
Sat. Pk Hr. Total:
0
R^2 = 0 , 0
Enter,
0 Exit
Sun. 2 -Way Volume:
0, R^2 = 0
Sun. Pk Hr. Total:
0
R^2 = 0 , 0
Enter,
0 Exit
Source: Institute of Transportation Engineers
Trip Generation,
8th Edition,
2008.
TRIP
GENERATION BY
MICROTRANS

Summary of Trip Generation Calculation
For 21 Th.Sq.Ft. GFA of New
Car Sales
July 01, 2010
Average
Standard
Adjustment
Driveway
Rate
Deviation
Factor
Volume
Avg. Weekday 2 -Way Volume
33.34
18.88
1.00
700
7-9 AM Peak Hour Enter
1.50
0.00
1.00
32
7-9 AM Peak Hour Exit
0.53
0.00
1.00
11
7-9 AM Peak Hour Total
2.03
1.79
1.00
43
4-6 PM Peak Hour Enter
1.01
0.00
1.00
21
4-6 PM Peak Hour Exit
1.58
0.00
1.00
33
4-6 PM Peak Hour Total
2.59
1.93
1.00
54
Saturday 2 -Way Volume
21.03
9.38
1.00
442
Saturday Peak Hour Enter
1.51
0.00
1.00
32
Saturday Peak Hour Exit
1.46
0.00
1.00
31
Saturday Peak Hour Total
2.97
2.15
1.00
62
Note: A zero indicates
no data available.
Source: Institute of Transportation
Engineers
Trip Generation,
8th Edition,
2008.
TRIP GENERATION
BY MICROTRANS

Greensboro Auto Auction
Summary of Multi -Use Trip Generation
Average Weekday Driveway Volumes
June 17, 2010
Note: A zero indicates no data available.
TRIP GENERATION BY MICROTRANS
24 Hour
AM Pk
Hour
PM Pk
Hour
Two -Way
Land Use
Size
Volume
Enter
Exit
Enter
Exit
General Light Industrial
15.6 Th.Sq.Ft.
GFA 109
13
2
2
13
Shopping Center
21.5 Th.Sq.Ft.
GLA 2500
38
24
111
116
New Car Sales
21.5 Th.Sq.Ft.
GFA 0
0
0
25
39
Total Driveway Volume
2609
51
26
138
168
Total Peak Hour
Pass -By Trips
0
0
68
71
Total Peak Hour
Vol. Added to Adjacent Streets
51
26
70
97
Note: A zero indicates no data available.
TRIP GENERATION BY MICROTRANS

(Zrmiinc Printar-Turn inn Rfinvamon4(�mnn4c
08:00 AM 0 0 0 0
08:15 AM 0 0 0 0
08:30 AM 0 0 0 0
08:45 AM 0 0 0 0
0 0
0 1 0 5 0
0 1 0 0 0
0 4 0 2 0
0 2 0 3 0
0 8 0 10 0
6
32
Kendall Place
0
0
Carnegla Place
0
Wendover Avenue West
Wendover Avenue West
0
277
738
Northbound
32
433
0
Southbound
465
0
Eastbound
3
0
Westbound
765
6
Start Time
Left
Thru
Right I
Peds I
App. TOW
Left
I Thru I Right I Peds I
App. Tnrl
Left
I Thru I
Right
Peds
ppp. Tor,
Left I
Thru I
Right
Peds I
App. Tori
Int. Tolal
07:00 AM
0
0
0
0
0
1
0 0 0
1
34
295
0
0
329
0
155
1
0
156
486
07:15 AM
0
0
0
0
0
2
0 0 0
2
38
428
0
0
466
2
202
2
0
206
674
07:30 AM
0
0
1
0
1
3
0 2 0
5
29
495
2
0
526
0
275
2
0
277
809
07:45 AM
1
0
1
0
2
0
0 3 0
3
45
514
1
0
560
1
318
5
0
324
889
Total
1
0
2
0
3
6
0 5 0
11
146
1732
3
0
1881
3
950
10
0
963
2858
08:00 AM 0 0 0 0
08:15 AM 0 0 0 0
08:30 AM 0 0 0 0
08:45 AM 0 0 0 0
0 0
0 1 0 5 0
0 1 0 0 0
0 4 0 2 0
0 2 0 3 0
0 8 0 10 0
6
32
423
0
0
455
0
273
4
0
277
738
1
32
433
0
0
465
0
296
3
0
299
765
6
13
390
0
0
403
0
252
3
0
255
664
5
27
451
0
0
478
0
246
1
0
247
730
18
104
1697
0
0
1801
0
1067
11
0
1078
2897
04:00 PM
04:15 PM
04:30 PM
04:45 PM
0
0
1
1
0
0
0
0
1
1
0
0
0
0
0
0
1
1
1
1
0
1
0
2
0
0
0
0
6
3
3
10
0
0
0
0
6
4
3
12
7
7
13
16
360
355
305
372
3
0
0
0
0
0
0
0
370
362
318
388
0
0
1
0
442
475
465
417
3
4
3
2
0
0
0
0
445
479
469
419
822
846
791
820
Total
2
0
2
0
4
3
0
22
0
251
43
1392
3
0
1438
1
1799
12
0
1812
3279
05.00 PM
0
0
2
0
2
0
0
12
0
12
8
358
0
0
3660
527
5
0
532
912
05:15 PM
0
0
1
0
1
1
0
2
0
3
8
388
1
0
397
0
531
5
0
536
937
05:30 PM
0
0
0
0
0
0
0
7
0
7
5
477
0
0
482
0
431
2
0
433
922
05:45 PM
0
0
0
0
0
0
0
6
0
6
5
400
0
0
405
0
399
1
0
400
811
Total
0
0
3
0
3
1
0
27
0
28
26
1623
1
0
1650
0
i m
13
0
1901
3582
Grand Total
3
0
7
0
10
18
0
64
0
82
319
6444
7
0
6770
4
5704
46
0
5754
12616
A
%o
I 30
0
Tota
0
0.10
0
0.1
0.1
0
0.5
0
0.61
2.5
51.1
0.1
0
53.7
0
45.2
0.4
0
45.6

If aue" cud Tuwm p
305 W. Fourth Street Winston-Salem, NC
Counted By: Darian Davenport 336-744-1636 File Name :Carnegie Place 061510
Conditions: Sunny Site Code : 00000100
Start Date : 6/15/2010
Page No :2
amegia ace
Out In Total
365 82 447
641 01 181 0
Right Thru Lel ft Peds
m v
�-
>
9?
El
2
North
tO o
ami
FL --`-2
0
¢' O
6/1512010 07:00 AM
'
`m
L
6!15/2010 05:45 PM
r
'{
Oa�om
d
Tumin Movement s
a
w°iN
41 F*
Left Thru Ri ht Peds
3 01 71 0
11 10 21
Out InTotal

CAN
305 W. Fourth Street Winston-Salem, NC
Counted By: Darian Davenport 336-74=1-1636 File Name : Carnegie Place 061510
Conditions: Sunny Site Code : 00000100
Start Date : 6/15/2010
Page No : 3
veaK Hour Analysis t-rom ut:uv AM to uo:45 AM - t-eaK l OT 'I
o,,.,L- u s =,f;— 0—;— �+ n7 -'In Ann
Ind. Toted
07:30 AM
Kendall Place
Northbound
Carnegla PlaceWendover
I Southbound
Avenue West
Eastbound
Wendover Avenue West
Westbound
Start Time
I Left I Thru I Right I Peds I App, Toml
I Left I Thru I Right I Peds I App, Total
I Left I Thru I Right I PedsI App. Tome
Left I Thru I Right I Peds I App, T—
veaK Hour Analysis t-rom ut:uv AM to uo:45 AM - t-eaK l OT 'I
o,,.,L- u s =,f;— 0—;— �+ n7 -'In Ann
Ind. Toted
07:30 AM
0
0
1
-
3
Out In Total
152 15 167
2
101 01 51 0
07:45 AM
1
0
1
0
2
0
0
3
0
3
45
514
1
0
560
1
318
5
0
324
889
08:00 AM
0
0
0
0
0
1
0
5
6
32
423
0
0
455
0
273
4
0
277
738
08:15 AM
0
0
0
0
0
1
0
0
0
1
32
433
0
0
465
0
296
3
0
299
765
Total volume
1
0
2
0
3
5
0
10
0
15
138
1865
3
0
2006
1
1162
14
0
1177
3201
App. Total
33.3
0
66.7
0
33.3
0
66.7
0
6.9
93
0.1
0
0.1
98.7
1.2
0
PHF
.250
.000
.500
.000
.375
.417
.000
.500
.000
.625
F767
.907
.375
.000
.896
1 .250
.914
.700
.000
.908
.900
Carnegie Place
Out In Total
152 15 167
101 01 51 0
Right Thru Left Peds
Peak Hour Data
ID
to
North
�' o
o 51
�om
=—b
~
d--�
2 N
m
< — N
Peak Hour Begins at 07:30 A
- S c
Turning Movement Counts
m
r_
00
v
'
A N,
0
a� I r
Left Thru Ri ht Peds
1 0 21 0
® 3 0
Out In Total

.
305 W. Fourth Street Winston-Salem, NC
Counted By: Darian Davenport 336-744-1636 File Name : Carnegie Place 061510
Conditions: Sunny Site Code : 00000100
Start Date : 6/15/2010
Page No : 4
kSt-ari-T—ime
Kendall Place
Northbound
Carnegia Place
Southbound
Wendover Avenue West
I Eastbound
Wendover Avenue West
I Westbound
11 Left I Thru I Righ I Peds I A,,. 1.1
Left I Thru I Right I Peds I qpp. T1W
I Left I Thru I Right I Peds I qpp. Tpe
Left I Thru I Right I Peds I qpp, UW
i-eaK rlour Hnajysls t-rOm U4:UU t-IVI 1.0 05:45 YM - NeaK l Or 1
Peak Hour for Entire Intersection Begins at 04.45 PM
Int. Total
04:45 PM
1
amegla Place
2
Out In Total
12
16
51 3 1 85
311 01 31 0
05:00 PM
0
0
2
0
2
0
0
12
0
12
8
358
0
0
366
0
527
5
0
532
912
05:15 PM
0
0
1
0
1
1
0
2
0
3
8
388
1
0
397
0
531
5
0
536
937
05:30 PM
0
0
0
0
0
0
0
7
0
7
5
477
0
0
482
0
431
2
0
433
922
Total Volume
1
0
3
0
4
3
0
31
0
34
37
1595
1
0
1633
0
1906
14
0
1920
3591
. Total
25
0
75
0
8.8
0
91.2
0
2.3
97.7
0.1
0
0
99.3
0.7
0
PHF
.250
.000
.375
.000
.500
.375
.000
.646
.000
.708
.578
.836
.250
.000
.847
.000
.897
.700
.000
.896
.958
amegla Place
Out In Total
51 3 1 85
311 01 31 0
Right Thru Left Peds
4-f 1 '->
Peak Hour Data
mn
m� j
4
tea'
O
N
C
u�
North
C
F_
2
<' —
Peak Hour Begins at 04:45 P
<
o Fol
Turning Movement Counts
,� o
car
v0
o '^
N
v
a
Wom
�I
N N y
T I
Left Thru Right Peds
11 Ol 3 0
0 4 0
Out InTotal

d:
t6
u
}
U
1�
x

305 W. Fourth Street Winston-Salem, NC
Counted By: Frank Stowe 336-744-1636 File Name : Edwardia Drive 061510
Conditions: Sunny Site Code : 00000200
Start Date :6/15/2010
Page No : 1
Grrmns Printprt- Turninn Mnvpmpnt Crntnts
08:00 AM
0
Kendall Place
2
0
Edwardia Drive
12
Wendover Avenue West
Wendover Avenue West
0
19
11
Northbound
3
0
Southbound
4
284
15
0
Eastbound
902
08:15 AM
Westbound
0
1
Start Time
Left I
Thru I
Right I
Peds
I App, Tpml
Left
I Thru I
Right I
Peds I
App. Tome
Left I
Thru I
Right f
Peds
Ap . Tom,
Left I
Thru
I Right
I Peds I
App. Total
Int. Total
07:00 AM
0
0
0
0
0
4
0
5
0
9
5
312
3
0
320
1
138
12
0
151
480
07:15 AM
1
0
2
0
3
3
0
5
0
8
33
418
29
0
480
1
150
54
0
205
696
07:30 AM
0
0
3
0
3
3
0
8
0
11
86
480
51
0
617
1
232
70
0
303
934
07:45 AM
1
0
1
0
2
15
0
5
0
20
17
654
3
0
674
5
329
10
0
344
1040
Total
2
0
6
0
8
25
0
23
0
48
141
1864
86
0
2091
8
849
146
0
1003
3150
08:00 AM
0
0
2
0
2
12
0
7
0
19
11
564
3
0
578
4
284
15
0
303
902
08:15 AM
1
0
1
0
2
2
0
10
0
12
47
557
0
0
604
2
298
11
0
311
929
08:30 AM
0
0
1
0
1
10
0
9
0
19
22
507
28
0
557
0
294
13
0
307
884
08:45 AM
0
0
0
0
0
12
0
9
0
21
58
546
6
0
610
1
244
64
0
309
940
Total
1
0
4
0
5
36
0
35
0
71 1
138
2174
37
0
2349
7
1120
103
0
1230
3655
04:00 PM
1
0
1
0
2
8
0
14
0
22
45
465
1
0
511
2
598
6
0
606
1141
04:15 PM
1
0
1
0
2
14
0
34
0
48
27
351
29
0
407
0
495
37
0
532
989
04:30 PM
0
0
0
0
0
18
0
16
0
34
36
334
30
0
400
0
488
6
0
494
928
04:45 PM
0
0
0
0
0
21
0
17
0
38
20
336
77
0
433
6
514
14
0
534
1005
Total
2
0
2
0
4
61
0
81
0
142 1
128
1486
137
0
1751
8
2095
63
0
2166
4063
05:00 PM
1
0
3
0
4
15
0
37
0
52
21
310
1
0
332
0
431
4
0
435
823
05:15 PM
0
1
0
0
1
6
0
11
0
17
37
300
39
0
376
12
525
32
0
569
963
05:30 PM
0
0
3
0
3
5
0
16
0
21
43
424
5
0
472
3
537
24
0
564
1060
05:45 PM
0
0
1
0
1
5
0
28
0
33
41
275
11
0
327
1
572
16
0
589
950
Total
1
1
7
0
9
31
0
92
0
123 1
142
1309
56
0
1507
16
2065
76
0
2157
3796
Grand Total
6
1
19
0
26
153
0
231
0
384
549
6833
316
0
7698
39
6129
388
0
6556
14664
Apprch /0
23.1
I
3.8
73.1
0
39.8
0
60.2
0
7.1
88.8
4.1
0
(
0.6
93.5
5.9
0
(
Total %
0
0
0.1
0
0.2
1
0
1.6
0
2.6
3.7
46.6
2.2
0
52.5
0.3
41.8
2.6
0
44.7

CA
305 W. Fourth Street Winston-Salem, NC
Counted By: Frank Stowe 336-744-1636 File Name : Edwardia Drive 061510
Conditions: Sunny Site Code : 00000200
Start Date : 6/15/2010
Page No : 2
war is Drive
Out In Total
938 1 384 1 1322
2311 01 1531 0
Right Thru Left Peds
-RiFctoN
O—
mmac
vVJ
�m
Hs'�.
North
m
aO
W i
�2ED
6/15/2010 07:00 AM
N
3
0
m =
6!1512010 05:45 PM
m j
c
m
5
o
Tuming Movement Cou s
W
�Om
N
N O
ht
Left Thr Ri Peds
61 11 191 0
355 26 361
Out nTotal
I Kendall Place

Dave"M gwwpawaKoa
305 W. Fourth Street Winston-Salem, NC
Counted By: Frank Stowe 336-744-1636 File Name : Edwardia Drive 061510
Conditions: Sunny Site Code : 00000200
Start Date : 6/15/2010
Page No :3
menaan dace Edwardia Drive Wendover Avenue West Wendover Avenue West
Northbound Southbound Eastbound Westbound
Start Time Left Thru Right Peds App Told Left Thru Right Peds App T „i Le$ Thru Right Peds qpp T ei Left Thru Right Peds App
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1
Paak Hnur fnr Pntira Infarcontinn R—;— + m•qn Ann
07:30 AM
0
0
3
3
3
0
8
0
11
86
267F ---62F-53729
51
301 01 321 0
70
07:45 AM
1
0
1
0
2
15
0
5
0
20
17
654
3
0
674
5
329
10
0
344
1040
08:00 AM
0
0
2
0
2
12
0
7
0
19
11
564
3
0
578
4
284
15
0
303
902
08:15 AM
1
0
1
0
2
2
0
10
69 9 76
Out InTotal
Lendall Place
Total Volume
2
0
7
0
9
32
0
30
0
62
161
2255
57
0
2473
12
1143
106
0
1261
3805
% App. Total
22.2
0
77.8
0
51.6
0
48.4
0
6.5
91.2
2.3
0
1
90.6
8.4
0
PHF
.500
.000
.583
.000
.750
.533
.000
.750
.000
.775
.468
.862
.279
.000
.917
.600
.869
.379
.000
.916
.915
war to Drive
Out In Total
267F ---62F-53729
301 01 321 0
Right Thru Left Peds
a 1 �
Peak Hour Data
- m
N0
c r
N �-1
North
4—ter
A
m
`m
en 15
Peak Hour Begins at 07:30 A
c "
n
°i
.'oo ��
n
o
o+--
tY d-
o m
Turning Movement Counts
„I�� NL
m
o
N
N
�1
cn W !a
o
m c,
u —
Z I
Left Thru Ri ht Peds
21 01 71 0
69 9 76
Out InTotal
Lendall Place

CA pe eon eow a
ag
305 W. Fourth Street Winston-Salem, NC
Counted By: Frank Stowe 336-744-1636 File Name : Edwardia Drive 061510
Conditions: Sunny Site Code : 00000200
Start Date : 6/15/2010
Page No : 4
mencian dace Edwardia Drive Wendover Avenue West Wendover Avenue West
Northbound Southt I Eastbound Westbound
Start Time I Left I Thru I Right I Peds I App. Teva I Leff I Thru I Right I PedsI eft Thru Ring! Pndc Left 5h oedS
__ __ 'pF �_ - tl APV
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Renins st n4•nn Pm
04:00 PM
1
Edwardia nve
1
2
8
0
14
0
22
45
465
1
0
511
2
598
6
0
606
1141
04:15 PM
1
0
1
0
2
14
0
34
48
27
351
29
0
407
0
495
37
o
North
04:30 PM
0
0
0
0
0
18
0
16
0
34
36
334
30
0
400
0
488
6
0
494
928
04:45 PM
0
0
0
0
0
21
0
17
0
38
20
336
77
0
433
6
514
14
0
534
1005
Total Volume
2
0
2
0
4
61
0
81
0
142
128
1486
137
0
1751
8
2095
63
0
2166
4063
. Total
50
0
50
0
43
0
57
0
7.3
84.9
7.8
0
0.4
96.7
2.9
0
PHF
1 .500
.000
.500
.000
.50:01.726
.000
.596
-.000.740
.711
.799
.445
.000
.857
.333
.876
.426
.000
.894
.890
Edwardia nve
Out In Total
191142 1 333
I all 61 0
Right Thru Left Peds
1 4
Peak Hour Data
vFm
�
�w
o
aS.R
o
North
C N
c
T L —�
4.. — S p
2
G
¢'
~
L
Peak Hour Beglns at 04:00 P
N
>
>
o m
'- n: b
Turnin Movement Counts
CD
CD
c��
how
o
a
a
jo `N°
0
o
F'
Left Thru Right Peds
2 0 21 0
145 4 149
Out InTotal
da ace
Kendall

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Sts° _—�i�r{ .•.��i,, —(9 i CD
June 14, 2010
Ms. Carrie Reeves, PE
City of Greensboro
Department of Transportation
300 W. Washington Street
Greensboro, NC 27402-3136
RE: Pre -Submission conference checklist for Greensboro Auto Auction Site (DTC Project Number
10-068)
Dear Ms. Reeves:
I ant pleased to submit this Pre -Submission conference checklist for the proposed project in
Greensboro. The transportation impact analysis will be prepared in accordance with GDOT and
NCDOT guidelines for traffic impact studies and the following proposed scoping items. Please
advise if any of these items should be adjusted:
® Site Location - (See location map attached) To be located on south side of West Wendover
Avenue between Carnegie Place and Edwwardia Drive
® Site Layout - (See attached site plan)
® Trip Generation - (See attached table)
a Proposed analysis software - Synchro Traffic Modeling Software (Version 7)
a Proposed Study Intersections -
o West Wendover Avenue at Carnegie Place / Kendall Center
o West Wendover Avenue at Edwardia Drive / Kendall Center
® Proposed build -out year - 2012
® Proposed annual growth rate - 3%
® Proposed Study Scenarios: AM (7-9 am) and PM (4-6 pm) peaks for the following:
o 2010 Existing
o 2012 Future No Build
o 2012 Build (with nnitigation as necessary)
® Proposed site trip directional distribution - (See attached sketch)
® Approved developments - To be deternnined by GDOT and NCDOT
® Committed improvements - To be determined by GDOT and NCDOT
Please feel free to contact me with any questions at 336-744-1636. Thank you for your earlier
conununication, and we look forward to working with you in completing this study.
Sincerely,
Frank Ainenya, P.E
Triad Office: Cape Fear Regional Office:
305 West Fourth Sheet, Suite 2A (27101) P.O. Box 15997
P.O. Box 4131, Winston-Salem, NC 27115-4131 Wilmington, NC 28408
Office: 336.744.1636 Fax: [phone] Office: 910.251.8912 Fax: [phone]

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July 2003
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July 2003

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5
GEN R • L NOTES:
i. BOUNDARY INFORMATION FROM SURVEY FOR GUILFORD
ENGINEERING, INC. AND SIGNED AND SEALED BY CRAIG S.
FLEMING, PLS DATED 12==.
GIS AND INFORMATION PROVIDED BY OWNER.
3. ALL DEVELOPMENT $HALL CONFORMH THE CITY O
GREENSBORO D' I• P ORDINANCE.
4. WATER AND SEWER SHALL BE INSTALLED AND OR
ABANDONED IN ACCORDANCE WITH THE REQUIREMENTS OF
THE CITY OF i "OO
5. ANY DISCREPANCIES FOUND IN THE FIELD SHALL BE CALLED
TO THE ATTENTION OF THE OWNER AND ENGINEER PRIOR TO
PROCEEDING ,. H THE WORK.
S. THE I i CONTRACTOR SHALL CONTACT ALL OWNE
OF EASEMENTS, I. D RIGHT-OF-WAYS,OR
�I I •- • •,MPUIVOLTHESE AREAS,
7. DO NOT SCALE DRAWING FOR ACTUAL DIMENSIONS, AS IT IS
A REPRODUCTION AND SUBJECT TO DISTORTION.
a. ALL DAMAGED OR NON-COMPLUANT EXISTING CURB, GUTTER -
AND SIDEWALK $HALL BE REPLACED.
9. ALL SODEWALKS AT DRIVEWAYS SHALL HAVE . f CHAIR-
RAMPS.T
10. ALL DRIVES TO BE CONSTRUCTED PER CITY OF
GREENSBORO STDS #418 & 04118
F
GA CONTROLLED ACCESS
CONC, EXISTING CONCRETE
G GAS PIPE LINE
W WATERLINE
G ARMNO SUMMARY:
1. ADDITIONAL 81A SPACES FOR CAR STORAGE ONLY.
2. ADDITIONAL 967 SPACES FOR CAR STORAGE (OCCASIONALLY USED I
EMPLOYEE (SHUTTLE SERVICE) AND OVERFLOW CUSTOMER PARKING)
ADD 20 ACCESSIBLE SPACES AT THE AUTO AUCTION BUILDING.
Note: NO NEW BUILDINGS PROPOSED. DEMOLITION OF THE EXISTING
EVERGREENS BUILDING.
ONWO: I
CD -C -M (CondMonal Dlstdct-Commerclai-Madlum)
1. Uses: Llrnitad 4o ail uses allowed In the C -M zoning district except sexually
odentsd bu sinars m.
CD -LI (Ccnditnal District -Light Induate Q. I
1. Uses: LImftd to all urea allowed In the LI zoning dlWot except land dearing
and Inert debris Iandfil, minor.
1 2 200 COG 163
N. Z'T 56,587.365 m
E: 30,072.010 m
SCALE FACT R: 0.999919
PROPOSED 12' wv
TURN LANE
EX. G h G
TO BE REMOVED J
EX. SIDEWALK
((TAPPER) 112 +/- ((12' TURN LANE)
rn PROPOSED PROPOSED
5' 51DEWALK 5GRASS STRIP
PROPOSED
EXI BTIN6G�
, FARK9G
L 6 NO
E.I.P.
EXISTING IRON PIN
1.P.S,
IRON PIN SET
CONIC, MON. CONCRETE MONUMENT
PT,
POINT
R/W
RIGHT-OF-WAY
E/P
EDGE OF PAVEMENT
C & G
CURB & GUTTER
T/C
TOP OF CURB
PP
POWER POLE
PIV
POST INDICATOR VALVE
- E --
OVERHEAD UTILITY
PK NAIL
MASONRY NAIL
WV
WATER VALVE
CO
CLEAN OUT
GM
GAS METER
GV
GAS VALVE
MH
MANHOLE
FES
FLARED END SECTION
FH
FIRE HYDRANT
LP
LIGHT POLE
N/F
NOW OR FORMERLY
©0WM
WATER METER & BACKFLOW PREVENTER
o WM
WATER METER
UG
UNDERGROUND SERVICE
BOLLARD
C. 1.
CURB INLET
G.1.
GRATE INLET
GA CONTROLLED ACCESS
CONC, EXISTING CONCRETE
G GAS PIPE LINE
W WATERLINE
G ARMNO SUMMARY:
1. ADDITIONAL 81A SPACES FOR CAR STORAGE ONLY.
2. ADDITIONAL 967 SPACES FOR CAR STORAGE (OCCASIONALLY USED I
EMPLOYEE (SHUTTLE SERVICE) AND OVERFLOW CUSTOMER PARKING)
ADD 20 ACCESSIBLE SPACES AT THE AUTO AUCTION BUILDING.
Note: NO NEW BUILDINGS PROPOSED. DEMOLITION OF THE EXISTING
EVERGREENS BUILDING.
ONWO: I
CD -C -M (CondMonal Dlstdct-Commerclai-Madlum)
1. Uses: Llrnitad 4o ail uses allowed In the C -M zoning district except sexually
odentsd bu sinars m.
CD -LI (Ccnditnal District -Light Induate Q. I
1. Uses: LImftd to all urea allowed In the LI zoning dlWot except land dearing
and Inert debris Iandfil, minor.
1 2 200 COG 163
N. Z'T 56,587.365 m
E: 30,072.010 m
SCALE FACT R: 0.999919
PROPOSED 12' wv
TURN LANE
EX. G h G
TO BE REMOVED J
EX. SIDEWALK
((TAPPER) 112 +/- ((12' TURN LANE)
rn PROPOSED PROPOSED
5' 51DEWALK 5GRASS STRIP
PROPOSED
EXI BTIN6G�
, FARK9G
EXISTING
ENTRANGE
o TO BE REN
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HBOVEF � %��� 4 STQP
FEDAPfZOPOSED CONSTRUCTION SEQUENCE:
_ O-�����-�� CONSTRUCTION oa BU5 5TOP 4
z - 1. CONTRACTOR SHALL ENSURE THATALL APPLICABLE PERMITS AND APPROVALS
- -- - EX. G C '� PROPO5ED 12- - - - - EASEMENT W HAVE BEEN OBTAINED PRIOR TO PROCEEDING NTH WORK ASSOCIATED WITH
w e BE REMOVED TURN LANE o GOO STD.#�52 �� _ -- THESE DOCUMENTS.
EXISTING UTIL IES
TD BE RELOGA D I - - -
1�5' +/- (TURN LANE) - 2. SCHEDULE A PRE CONSTRUCTION CONFERENCE WITH OWNER, ALL
2OO `+/- TAPPER -_ _= TSB E - s FOR DISTURBANCE AN fQ EROSION CONTROL, AND
- CQNTRACYOR ° R LAND D15 R E D R
O - EROSIONCONTi ROL AUTIiQRl71l PERSONNEL TO DISCUSS THE EROSION CONTROL
E N T PLAN.
E -- E E t1GF/7
- - E P05ED 5 BIDEWA K I L.I 3. FLAG THE NEW CONSTRUCTION LIMITS AS INDICATED ON THE PLAN, DO NOT
------- -rr+AFrc EXCEED PROPERTY BOUNDARIES WITHOUT WRITTEN APPROVAL OF ADJACENT
-a 8' SIGNFc PROPERTY OWNERS. FLAG THE CLEARING LIMITS AND VERIFY WITH THE OWNER
istiAP sB I eo seT) 1 G PRIOR TO CLEARING.
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TEMPORARY PRO OSED+ + CONSTRUCTION ENTRANCE ONCE EXISTING ASPHALT IS REMOVED.n v MoER _.I2' TURN
0x R
C]
LANE
0
OWN
S BEGIN CLEARING ONLY ENOUGH TO INSTALL EROSION CONTROL MEASURES
_ THE ENTIRE LIMITS OF DISTURBANCE MAY BE CLEARED AND GRUBBED AS 3H
EXIST, .4_'_...
_ • - - - - '�~---� Q Iv11 X\ 1 0 S VfR MAPtf } ON PLAN ONLY AFTER ALL THE EROSION CONTROL MEASURES HAVE BEEN
INSTALLED AROUND THE SITE PERIMETER.
� -
S '� _~ MH O J ` 1 14,J 1 1 6. INSTALL THE PORTION OF THE STORM DRAINAGE SYSTEM THAT IS USED AS
�=832.x5' a��z\ 00 '`� u 1 1 PART OF THE EROSION CONTROL.
CN
E X I S T I N G7 7. INSTALL TEMPORARY DIVERSION DITCHES AS SHOWN ON PLANS. BEGIN
TO O �� CONSTRUCTIOiNB OF DITCHES FROM THE EXCAVATED DROP INLET PROTECTION SO
A N K Q MAINT. E"S,t 1'T. THAT ANY EROSION THAT OCCURS DURING THE CONSTRUCTION OF THE DTfCH
EXISTING -L_ 6. 4576 Pc_. 83 > WILL BE CAPTURED BY THE BASIN. SEED AND STABILIZE THE BERM IMMEDIATELY
AFTER CONSTRUCTION UNLESS IT WILL REMAIN IN PLACE LESS THAN 21 DAYS.
EXISTING TEMPORARY DIVERSION DITCHES SHALL. BE MAINTAINED TO THE EXCAVATED DROP
RIP -RAP ��
� GENTERL I NE -- \ I INLET PROTECTION SINCE THE EXCAVATED DROP INLET PROTECTION WILL SERVE
S \ , AS THE MAJOR EROSION CONTROL DEVICES DURING CONSTRUCTION AND
DEMOLITION.
P \\ TO - 82J. 82 \ \ \ \ , 8. GENERAL CONTRACTOR SHALL ENSURE THAT EROSION CONTROL DEVICES ARE
812.91 IN PLACE AND FUNCTIONING PRIOR TO GRUBBING / DEMOLITION OF THE SITE.
8. COMPLETE THE CLEARING, DEMOLITION AND GRUBBING OPERATIONS.
\\ !}{(I ( /D
J ` HR 10. STORM DRAINAGE WITH INLET PROTECTION SHALL BE INSTALLED AS SOON AS
-1----- ��0/// �-�,/. ,,,{{{iii /`
EX/ T, ..,�--
� GRADING OPERATIONS DICTATE. OUTLET PROTECTION SHALL BE INSTALLED AS
\\ \ 9
SHOWN AT EACH STORM PIPE OUTLET.
\;\ yi `i 11. STABILIZATION IS THE BEST FORM OF EROSION CONTROL, TEMPORARY
N ZONE A ti` ` s _ SEEDING IS NECESSARY TO ACHIEVE EROSION CONTROL ON LARGE DENUDED
AREAS AND ESPECIALLY WHEN SPECIFICALLY REQUIRED AS PART OF THE
t , CONSTRUCTION SEQUENCE. ALL GRADED SLOPES MUST BE SEEDED AND
MULCHED WITI-LIN 21 DAYS.
12. CONTRACTOR SHALL ADJUST EXISTING EROSION CONTROL MEASURES AS
\\�1 \ �` s\ , REQUIRED DURING THE CONSTRUCTION PROCESS. CONTRACTOR SHALL INSTALL
ANY ADDITIONAL EROSION CONTROL MEASURES AS DEEMED NECESSARY BY THE
EROSION CONTROL INSPECTOR.
13. GROUND COVER SHALL BE ESTABLISHED ON EXPOSED AREAS WITHIN 21 DAYS
FOLLOWING ANY PHASE OF GRADING. ALL EROSION AND SEDIMENT CONTROL
PRACTICES SHALL. BE CHECKED FOR STABILITY AND OPERATION FOLLOWING
EVERY STORM EVENT, BUT IN NO CASE LESS THAN ONCE EVERY WEEK. ANY
(I `P REPAIRS OR CLEANING NECESSARY TO MAINTAIN EROSION AND SEDIMENT
CONTROL PRACTICES SHALL BE COMPLETED IMMEDIATELY.
18. ALL SEEDED AREAS SHALL BE REFERTILIZED. RESEEDED AS NECESSARY, AND
\\\ \
SIP suM �, MULCHED ACCORDING TO THE SEEDING SCHEDULE.
16. REMOVE TEMP CONSTRUCTION ENTRANCE PRIOR TO PAVING.
�?i \ E X ` \ } 17. REMOVE TEMP SILT FENCE AND TEMP TREE PROTECTION FENCE AFTER THE
Ph I SITE HAS BEEN PERMANENTLY STABILIZED.
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BUI LD I t Y(_� COG 27047 `
SAN/7ARY MH
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OWNER/DEVELOPER:
G1REEN50BOR AUTO AUCTION
3g0-7 W. INENDOVER AVE.
6REEN5BORO, NC 2-140-7
CONTACT: DEAN GREEN
OFFICE: (336) 2qq-"7-1-71
CELL: (33(b) 202-3326
CIVIL ENGINEER.
RE/15I ON5
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SITE PLAN
CPT ENOINEERINO 4 5URVEYIN5, INC
4400 TYNIN6 STREET
HIGH POINT, NC 2?265
CONTACT: BRUCE NOOE, P.E.
(336) 512-88OO ext 315 SCALE: 1" = 40'
GRAPHIC SCALE
40 0 20 40 80
( IPI FEET )
I inch = 40 ft.
DATE: 2/01/2010
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HBOVEF � %��� 4 STQP
FEDAPfZOPOSED CONSTRUCTION SEQUENCE:
_ O-�����-�� CONSTRUCTION oa BU5 5TOP 4
z - 1. CONTRACTOR SHALL ENSURE THATALL APPLICABLE PERMITS AND APPROVALS
- -- - EX. G C '� PROPO5ED 12- - - - - EASEMENT W HAVE BEEN OBTAINED PRIOR TO PROCEEDING NTH WORK ASSOCIATED WITH
w e BE REMOVED TURN LANE o GOO STD.#�52 �� _ -- THESE DOCUMENTS.
EXISTING UTIL IES
TD BE RELOGA D I - - -
1�5' +/- (TURN LANE) - 2. SCHEDULE A PRE CONSTRUCTION CONFERENCE WITH OWNER, ALL
2OO `+/- TAPPER -_ _= TSB E - s FOR DISTURBANCE AN fQ EROSION CONTROL, AND
- CQNTRACYOR ° R LAND D15 R E D R
O - EROSIONCONTi ROL AUTIiQRl71l PERSONNEL TO DISCUSS THE EROSION CONTROL
E N T PLAN.
E -- E E t1GF/7
- - E P05ED 5 BIDEWA K I L.I 3. FLAG THE NEW CONSTRUCTION LIMITS AS INDICATED ON THE PLAN, DO NOT
------- -rr+AFrc EXCEED PROPERTY BOUNDARIES WITHOUT WRITTEN APPROVAL OF ADJACENT
-a 8' SIGNFc PROPERTY OWNERS. FLAG THE CLEARING LIMITS AND VERIFY WITH THE OWNER
istiAP sB I eo seT) 1 G PRIOR TO CLEARING.
�r
f
O
Ln
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4 INSTALL TEMPORARY LLT FENCE AND STONE OUTLETS. INSTALL
TEMPORARY PRO OSED+ + CONSTRUCTION ENTRANCE ONCE EXISTING ASPHALT IS REMOVED.n v MoER _.I2' TURN
0x R
C]
LANE
0
OWN
S BEGIN CLEARING ONLY ENOUGH TO INSTALL EROSION CONTROL MEASURES
_ THE ENTIRE LIMITS OF DISTURBANCE MAY BE CLEARED AND GRUBBED AS 3H
EXIST, .4_'_...
_ • - - - - '�~---� Q Iv11 X\ 1 0 S VfR MAPtf } ON PLAN ONLY AFTER ALL THE EROSION CONTROL MEASURES HAVE BEEN
INSTALLED AROUND THE SITE PERIMETER.
� -
S '� _~ MH O J ` 1 14,J 1 1 6. INSTALL THE PORTION OF THE STORM DRAINAGE SYSTEM THAT IS USED AS
�=832.x5' a��z\ 00 '`� u 1 1 PART OF THE EROSION CONTROL.
CN
E X I S T I N G7 7. INSTALL TEMPORARY DIVERSION DITCHES AS SHOWN ON PLANS. BEGIN
TO O �� CONSTRUCTIOiNB OF DITCHES FROM THE EXCAVATED DROP INLET PROTECTION SO
A N K Q MAINT. E"S,t 1'T. THAT ANY EROSION THAT OCCURS DURING THE CONSTRUCTION OF THE DTfCH
EXISTING -L_ 6. 4576 Pc_. 83 > WILL BE CAPTURED BY THE BASIN. SEED AND STABILIZE THE BERM IMMEDIATELY
AFTER CONSTRUCTION UNLESS IT WILL REMAIN IN PLACE LESS THAN 21 DAYS.
EXISTING TEMPORARY DIVERSION DITCHES SHALL. BE MAINTAINED TO THE EXCAVATED DROP
RIP -RAP ��
� GENTERL I NE -- \ I INLET PROTECTION SINCE THE EXCAVATED DROP INLET PROTECTION WILL SERVE
S \ , AS THE MAJOR EROSION CONTROL DEVICES DURING CONSTRUCTION AND
DEMOLITION.
P \\ TO - 82J. 82 \ \ \ \ , 8. GENERAL CONTRACTOR SHALL ENSURE THAT EROSION CONTROL DEVICES ARE
812.91 IN PLACE AND FUNCTIONING PRIOR TO GRUBBING / DEMOLITION OF THE SITE.
8. COMPLETE THE CLEARING, DEMOLITION AND GRUBBING OPERATIONS.
\\ !}{(I ( /D
J ` HR 10. STORM DRAINAGE WITH INLET PROTECTION SHALL BE INSTALLED AS SOON AS
-1----- ��0/// �-�,/. ,,,{{{iii /`
EX/ T, ..,�--
� GRADING OPERATIONS DICTATE. OUTLET PROTECTION SHALL BE INSTALLED AS
\\ \ 9
SHOWN AT EACH STORM PIPE OUTLET.
\;\ yi `i 11. STABILIZATION IS THE BEST FORM OF EROSION CONTROL, TEMPORARY
N ZONE A ti` ` s _ SEEDING IS NECESSARY TO ACHIEVE EROSION CONTROL ON LARGE DENUDED
AREAS AND ESPECIALLY WHEN SPECIFICALLY REQUIRED AS PART OF THE
t , CONSTRUCTION SEQUENCE. ALL GRADED SLOPES MUST BE SEEDED AND
MULCHED WITI-LIN 21 DAYS.
12. CONTRACTOR SHALL ADJUST EXISTING EROSION CONTROL MEASURES AS
\\�1 \ �` s\ , REQUIRED DURING THE CONSTRUCTION PROCESS. CONTRACTOR SHALL INSTALL
ANY ADDITIONAL EROSION CONTROL MEASURES AS DEEMED NECESSARY BY THE
EROSION CONTROL INSPECTOR.
13. GROUND COVER SHALL BE ESTABLISHED ON EXPOSED AREAS WITHIN 21 DAYS
FOLLOWING ANY PHASE OF GRADING. ALL EROSION AND SEDIMENT CONTROL
PRACTICES SHALL. BE CHECKED FOR STABILITY AND OPERATION FOLLOWING
EVERY STORM EVENT, BUT IN NO CASE LESS THAN ONCE EVERY WEEK. ANY
(I `P REPAIRS OR CLEANING NECESSARY TO MAINTAIN EROSION AND SEDIMENT
CONTROL PRACTICES SHALL BE COMPLETED IMMEDIATELY.
18. ALL SEEDED AREAS SHALL BE REFERTILIZED. RESEEDED AS NECESSARY, AND
\\\ \
SIP suM �, MULCHED ACCORDING TO THE SEEDING SCHEDULE.
16. REMOVE TEMP CONSTRUCTION ENTRANCE PRIOR TO PAVING.
�?i \ E X ` \ } 17. REMOVE TEMP SILT FENCE AND TEMP TREE PROTECTION FENCE AFTER THE
Ph I SITE HAS BEEN PERMANENTLY STABILIZED.
V
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BUILDING I
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2 Z IN AB VE �� `\,
C U D ENC7L SUFE
PE 650-12
//Vv
810
EXISTING
BUI LD I t Y(_� COG 27047 `
SAN/7ARY MH
12
EX./' F 1j�( O ' ",:R
`
OWNER/DEVELOPER:
G1REEN50BOR AUTO AUCTION
3g0-7 W. INENDOVER AVE.
6REEN5BORO, NC 2-140-7
CONTACT: DEAN GREEN
OFFICE: (336) 2qq-"7-1-71
CELL: (33(b) 202-3326
CIVIL ENGINEER.
RE/15I ON5
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SITE PLAN
CPT ENOINEERINO 4 5URVEYIN5, INC
4400 TYNIN6 STREET
HIGH POINT, NC 2?265
CONTACT: BRUCE NOOE, P.E.
(336) 512-88OO ext 315 SCALE: 1" = 40'
GRAPHIC SCALE
40 0 20 40 80
( IPI FEET )
I inch = 40 ft.
DATE: 2/01/2010
4'a 10 -- 0��
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1-800-632-4949
EX. TG
GRAPHIC SCALE
40 0 20 40 8o
( IN FEET )
1 inch = 40 ft.
E REMOVED
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5 V@R MAPLE ci
KOTTI NO—HEA
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l0' MAINT. ESM'T.
(Q.'3 - 4576 PG 83
1 -
EXISTING
\ RIP -RAP
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HOTE-0
3907, 3911, 3915 AND 3917 W. WENDOVER AVE.
ARE NOT PART OF THIS DEVELOPMENT.
DEED EMEN
NCS:
DS 2530 PO 434
DE 2390 PO 525
DE 794 FG 305
DIE 2457 PO 527
OTTE PH OIRMIrOOH-0
i, TOTAL SITE: 26.4ft AC
Z EXMTINO ZONING: LI & P1
3. SOILS: (EnD, 'ice, M&E, iEnC, CrB
4. WATERSHED: NOT LOCATED IN A WATER SUPPLY WATERSHED
5, (FLOOD: LOCATED IN A FLOOD ZONE AS SHOWN( ON FIRM AAAI
6. MAP NO. 3710783400 J PANEL 7834 DATED JUNE 18, 2007
7. BOUNDARY INFORMATION TAKEN FROM A SURVEY BY FLEMING
ENGINEERING, INC. FOR GUILFORD COUNTY KENDALL CENTER/
EVERGREENS DATED 12-22-09.
S. TOPOGRAPHIC INFORMATION: COMBINATION OF GREENSBORO
GIS, INFORMATION) PROVIDED BY OWNED AND FIELD LOCATIONS BY
CPT ENGINEERING AND SURVEYING, INC.
OWHER § DEWELOO I ER0.
GUILFORD COUNTY
301 WEST MARKET STREIET
GREENSBORO, NIC 27402
C LT. 3+00 LT
2+00 LT
1+00 LT
0+00
1+00 RT 2+00 RT 3+00
Scale = Hor. 1"=40' Vert.; 1"=4'
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DATE: 2/0a/2010
FRO.JEGT: '125—OG
DRAWN BY: BBN
5HEET
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Response to Incomplete Application Notification
Action ID: SAW -2010-00636 County: Guilford
FOR
GREENSBORO AUTO AUCTION
GREENSBORO - GUILFORD COUNTY
�1 MOREHEAD TOWNSHIP
NORTH CAROLINA
OWNER/DEVELOPER:
GREENSBORO AUTO AUCTION
3907 W. WENDOVER AVE.
Greensboro, North Carolina 27409
[phone]
CPT Engineering and Surveying, Inc.
4400 Tyning Street High Point, NC 27265
Phone [phone] • Fax [phone]

Response to Incomplete Application Notification
Action ID: SAW -2010-00636 County: Guilford
FOR
GREENSBORO AUTO AUCTION
Remark 1:
-Copy of Action ID: SAW -2002-20470 and SAW -2002-20858
provided.
-Location of impacts (Plans submitted with the PCN)
CPT Engineering and Surveying, Inc.
4400 Tyning Street High Point, NC 27265
Phone [phone] • Fax [phone]

U.S. ARMY CORPS OF ENGINEERS
Wilmington District
Action ID: 200220470 & 200220858 County: Guilford
GENERAL PERMIT (REGIONAL AND NATIONWIDE) VERIFICATION
Property
Owner Greensboro Auto Auction. Inc.
Attn: Dean Green
Address 3802 West Wendover Avenue
Greensboro, NC 27407
Telephone Number 336-299-7777
Authorized
Agent Mitcham & Associates, P.A.
Attn: Bruce Nooe
.Address Post Office Box 7267_
Greensboro; NC 27417
Telephone Number 336-292-2770
Size and Location of Property (waterbody, Highway name/number, town, etc.): The property is
located northeast of the intersection of Wendover Avenue and U.S. I-40, in Greensboro, Guilford County,
North Carolina. The site contains wetlands and stream channels with indicators of ordinary high water
marks, located adjacent to South Buffalo Creek in the Cape Fear River Basin.
Description of Activity: This permit authorizes mechanized landclearing, excavation, the installation of
culverts, and the placement of fill associated with the installation of one temporary and one permanent
stream crossing, and construction of a parking lot for the Greensboro Auto Auction site. Impacts to
wetlands and waters authorized by this permit include 0.1 acre of wetland under NWP 39 and 115 linear
feet of stream channel (40 linear feet of temporary impact under NWP 39, 75 linear feet of permanent
impact under NWP 14).
Applicable Law: X Section 40.4 (Clean Water Act, 33 USC 1344) only.
Section 10 (River and Harbor Act of 1899) only.
Authorization: Regional General Permit Number
14 & 39 Nationwide Permit Number
Any violation of the conditions of the Regional General or Nationwide Permit referenced above may
subject the permittee to a stop work order, a restoration order, and/or appropriate legal action.
This Department of the Army Regional General Permit or Nationwide Permit verification does not
relieve the permittee of the responsibility to obtain any other required Federal, State, or local
approvals/permits. The permittee may need to contact appropriate State and local agencies before
beginning work. If you have any questions regarding the Corps of Engineers regulatory program,
please contact Todd Tugwell at telephone number_ (919) 876 - 8441 extension 26
Regulatory Project Manager Signature
Authorization Date May 21 2002Expiration hate May 21, 2007
SURVEY PLATS, FIELD SKETCH, WETLAND DELINEATION FORM, ETC., MUST BE ATTACHED
TO THE YELLOW (FILE) COPY OF THIS, FORM, IF REQUIRED OR AVAILABLE.
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Response to Incomplete Application Notification
Action ID: SAW -2010-00636 County: Guilford
FOR
GREENSBORO AUTO AUCTION
Remark 2:
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rap apron and the location of the end of the proposed stream
impact.
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Response to Incomplete Application Notification
Action ID: SAW -2010-00636 County: Guilford
FOR
GREENSBORO AUTO AUCTION
Remark 3:
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of the proposed turn lane.
CPT Engineering and Surveying, Inc.
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Phone [phone] • Fax [phone]

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Response to Incomplete Application Notification
Action ID: SAW -2010-00636 County: Guilford
FOR
GREENSBORO AUTO AUCTION
Remark 4:
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CPT Engineering and Surveying, Inc.
4400 Tyning Street High Point, NC 27265
Phone [phone] • Fax [phone]

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Response to Incomplete Application Notification
Action ID: SAW -2010-00636 County: Guilford
FOR
GREENSBORO AUTO AUCTION
Rem -ark 5:
- Rip rap apron will not be required on the inlet end of the
culvert (Proposed reinforced concrete junction box).
- Rip rap apron will be required o
culvert. See attached design base
Carolina Erosion and Sediment
Design Manual.
- Rip rap apron length = 36'
- Rip rap apron thickness = 24"
n the outlet end of the
d on the current North
Control Planning and
- Install rip rap with liner: line with synthetic filter fabric
(As per NCDOT Spec. # 1056 Type 2)
_CPT Engineering and Surveying, Inc.
4400 Tyning Street High Point, NC 27265
Phone [phone] • Fax [phone]

CILA55 I
RIP RAP APRON
OUTLET END OF 108" GMP
0' 5' 10' 15' 20' 25'
DIAMETER (Ft.)
Figure 8.06.b.1 (NORTH CAROLINA EROSION AND SEDIMENT
CONTROL PLANNING AND DE -516N MANUAL)
ZONE 4
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Z �11RI��1.
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7 SPECIAL STUDY REQUIRED (ENERGY DISSIPATORS, STILLING
BASIN OR LARGER SIZE STONE).
Fig. 8.06.b.2 MENT
CONTROL PLANRTH INA NING ANDIODE5A6N16N MANUAL)
ACCEPTANCE CRITERIA FOR RIP RAP
AND STONE FOR EROSION CONTROL
LENGTH = 36'
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APRON THIGKNE55 = 1.5 0 dmAx.
APRON THI6KNE55 = 1.5 * 15" = 22.5"
U5E 24" THICKNE55
NGDOT
REQUIRED STONE SIZES - INCHES
CLASS
MINIMUM MIDRANGE
MAXIMUM
A
2 4
6
B
5 8
12
1
5 10
17
2
9 14
23
APRON THICKNESS
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U5E 24" THICKNE55
NGDOT

Response to Incomplete Application Notification
Action ID SAW -2010-00636 County: Guilford
FOR
GREENSBORO AUTO AUCTION
Remark 6:
- Compensatory mitigation proposal
- Dedicate to the City of Greensboro 3.0 acres of land along
South Buffalo Creek
- 16.867 acres previously dedicated to the City of
Greensboro for drainageway and open space along South
Buffalo Creek and South Buffalo Creek Tributary A
CPT Engineering and Surveying, Inc.
4400 Tyning Street High Point, NC 27265
Phone [phone] • Fax [phone]

Photo # 1
•Near the west property line of Greensboro Auto
Location. stream
Auction looking up
CPT � .�ineerinu and Survevin�, Inc.
CPT Lll lllry
4400 Tyning Street High Point, NC 27265
Phone [phone] • Fax [phone]

Photo #2
Location: Near the west property line of Greensboro Auto
Auction looking downstream
Enhancement: Clean trash and debris from South Buffalo
Creek and surrounding area.
CPT Engineering and Surveying, Inc.
4400 Tyning Street High Point, NC 27265
Phone [phone] • Fax [phone]

Photo #4
Location: South Buffalo Creek looking upstream
Restoration: Remove existing concrete structure and restore
stream channel (Note: Checking with the City of Greensboro
to determine if this is a required structure)

Photo #5
Location: South Buffalo Creek
Restoration: Repair stream bank
CPT Engineering and Surveying, Inc.
4400 Tyning Street High Point, NC 27265
Phone [phone] • Fax [phone]

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Response to Incomplete Application Notification
Action ID: SAW -2010-00636 County: Guilford
FOR
GREENSBORO AUTO AUCTION
Remark 7:
- Provide documentation that Greensboro Auto Auction,
Inc. is the owner of the properties where the proposed
project is located.
- See attached Deed Book 7139 Page 2269
CPT Engineering and Surveying, Inc.
4400 Tyning Street High Point, NC 27265
Phone [phone] • Fax [phone]

Book 7139 Page 2269
�Illtll I�Iulllll�l (III II I lu I III In
2010033681
GUILFORD CO, NC FEE $25.00
EXEMPT
07-01-201010:02:26 AM
JEFF L. THIGPEN
NlWBTPA OF Olm6
V. MARCELLE FOWLER
DER _Qa
BK: R 7139
PG: 2269-2271
GENERAL WARRANTY DEED
Prepared by: J. Mark Payne, Guilford County Attorney's Office
301 West Market Street, 3' Floor, Greensboro, N.C. 27401
(without tide examination)
Mail to: Grantee @ 3907 West Wendover Avenue, Greensboro, N.C. 27409
Excise Tax: jcG i., pf Pl, OL
Brief Description for Index: 3919, 3921 & 4015 W. Wendover Avenue
THIS DEED made this the O day of u�2 , 2010, by and between
GUILFORD COUNTY, a body politic and corporate, Grantor, and GREENSBORO
AUTO AUCTION, INC., a North Carolina corporation, Grantee.
WITNESSETH:
That for a valuable consideration paid by the Grantee, the receipt of which is
hereby acknowledged, the Grantor has and by these presents does bargain, sell and
convey unto the Grantee in fee simple, all that certain lot or parcel of land in the County
of Guilford and State of North Carolina in Morehead Township, and more particularly
described as follows:
SEE ATTACHED "EXHIBIT A"
TO HAVE AND TO HOLD the aforesaid tract or parcel of land and all privileges
and appurtenances thereunto belonging to the said Grantee forever.
And the said Grantor does covenant that Grantor is seized of said premises in fee
simple and will warrant and defend the said title to the same against the claims of all
persons whatsoever.
Subject to easements, restrictions, and rights of way of record, in any, and ad
valorem taxes for current and subsequent years.
In Testimony Whereof the said Grantor has hereunto set its hand and seal the day
and year fust above written.
By: Melvin L. Alston
Chairman to the Board of County Commissioners
Me . on

Book 7139 Page 2270
�......... `
r
STATE OF NORTH CAROLINA
COUNTY OF GUILFORD
I, Nnna. S. f 5i nz—r , the undersigned Notary Public, do hereby certify
that asonally came before me this day and acknowledged
that (s)he is the Clerk to the Board of County Commissioners of Guilford
County, a body politic and corporate and that, by authority duly given and as the act of
the said county, the foregoing instrument was signed in its name by Melvin L. Alston,
Chairman to the Board of County Commissioners of said county, and attested by
Mkmia 17. - V'a $$+midis as the Clerk to said Board and that the instrument
is the act and deed of Guilford County.
1
Witness my hand and official seal, this day of 2010.
4-rvn0� �•
Minna S n2( , Notary Public
DONNAS. RINER
NOTARY PUBLIC
ROCKINGHAM COUNTY, N
MY Commission Expi .lres_0-_L--go I Z
My commission Expires: )0-2-90/a
2

Book 7139 Page 2271
Exhibit "A"
4015 W. Wendover Avenue, Greensboro, NC.
Tax Map # 539-1-11A; PIN # 7844000811
and
3919 3921 W. Wendover Avenue, Greensboro, NC.
Tax Map # 539-1-12; PIN # 7834917364
BEGINNING at a found iron pipe in the southern right -of way of West Wendover Avenue, the
northwestemline ofthetractherein conveyed and the northeastemcomerofLot 2 as shown onthat "Final
Plat Subdivision Lots 1-5, Plus Lot "A", the Shoppes at Wendover Village" recorded at Plat Book 150,
Pages 147,148,149 and 150 Guilford County Public Registry, said found iron pipe being located South
14 degrees 53 minutes 27 seconds West 116.48 feet (ground distance, 116.47 feet grid bearing distance);
thence from said Beginning Point along the eastern line ofthe said Lot 2, South 00 degrees 55 minutes 29
seconds East 1,036.30 feet to a found iron pipe, the southeastern corner ofthe said Lot 2, a common
corner with New Lot 1 ofthe Final Plat of Greensboro Auto Auction, Inc, recorded at Plat Book 147,
Pages 84 and 85, Guilford County Public Registry; thence with the saidNew Lot 1 the following nine
courses and distances: (1) continuing South 00 degrees 55 minutes 29 seconds East 205.12 feet to a set
iron pipe; (2) North 86 degrees 06 minutes 53 seconds East 353.97 feet to a set iron pipe; (3) along a
curve to the right having achord bearing of South 56 degrees 19 minutes 29 seconds East chord distance
of 2 93.6 5 feet and having a radius of 249.16 feet to a set iron pipe; (4) North 87 degrees 33 minutes 28
seconds East 184.77 feet to a set iron pipe; (5) North 12 degrees 30 minutes 16 seconds East 36.04 feet
to a found iron pipe; (6) continuing North 12 degrees 30 minutes 16 seconds East 79.05 feet to a set iron
pipe; (7) North 20 degrees 00 minutes 35 seconds East 432.67 feet to a found iron pipe; (8) North 86
degrees 27 minutes 52 seconds West 16.20 feet to a found iron pipe; and (9) North 01 degrees 58 minutes
05 seconds West 163.13 feet to a point, the southwestern corner of that tract conveyed to Robert C.
Dunn, Sr. at Book 4398, Page 830, Guilford CountyPublic Registry, thence with the western line ofthe
said Dunn tract, continuing North 01 degrees 58 minutes 05 seconds West 160.99 feetto the southeastem
corner of Tract I conveyed to Kotting-Heath, LLC at Book 6792, Page 2296; thence with the southern
line ofthe said Tract I, South 87 degrees 43 minutes 31 seconds West 75.11 feet to a found iron pipe;
thence with the westemline ofTract II conveyed to Kotting-Heath, LLC atBook 6792, Page 2296,North
01 degrees 53 minutes 43 seconds West 201.67 feet to apoint; thence with the southern line ofthe said
Tract H North 75 degrees 36 minutes 04 seconds West 25.96 feet to a point in the eastern margin of a
private drive located on the property conveyedherein; thence withthe eastern line ofthe said private drive
and the western line ofthe said TmetUthe followingnine courses and distances: (1) North 00 degrees 22
minutes 46 seconds East 49.83 feet to a point; (2) North 06 degrees 59 minutes 34 seconds West 50.02
feet to a point; (3) North 12 degrees 28 minutes 37 seconds West 49.88 feet to a point, (4) North 14
degrees 44 minutes 09 seconds West 32.71 feet to apoint; (5) thence North 16 degrees 05 minutes 23
seconds West 29.45 feet to a point; (6) North 14 degrees 31 minutes 47 seconds West 49.88 feet to a
point; (7) North 10 degrees 27 minutes 40 seconds West 49.84 feet to apoint; (8) North 06 degrees 52
minutes 07 seconds West 48.89 feet to apoint; and (9) North 03 degrees 53 minutes 43 seconds West
11.03 feet to apoint in the southern right-ofway of West Wendover Avenue; thence with the southern
right -of way of West Wendover Avenue South 86 degrees 56 minutes 51 seconds West 780.91 feet to
the point andplace ofBeginning, containing26.48 acres, moreorless, andshownonthat boundary survey
forGuilford CountyKendall Center/Evergreenspreparedby Craig S. Fleming ofFlemmgEngmeenng,
Inc. dated December 15, 2009, Project / Reference # 700-18.
Togetherwith (1) all right, tide and interestofthe grantor inandto thatperpeuW easementten feetinwidth
along the western boundary of Tract Il of the said Kotting-Heath, LLC property for the purpose of
maintaining, construction and/or repairing the above described private drive (see Book 4576, Page 837,
Guilford County Public Registry) and (2) all the right, title and interest ofthe landowner defendant in and
to any streets, roads, alleys, sidewalks and overlaps or gaps or gores by record or occupancy by reason
of ownership of the above property.

Response to Incomplete Application Notification
Action ID: SAW -2010-00636 County: Guilford
FOR
GREENSBORO AUTO AUCTION
Remark 8:
- Provide documentation that the City of Greensboro has
changed the zoning and that the city is requiring the
proposed roadway improvements
- See attached Zoning information
- See attached Transportation Impact Analysis
CPT Engineering and Surveying, Inc.
4400 Tyning Street High Point, NC 27265
Phone [phone] • Fax [phone]

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Section 401 Water Quality Certification
Application (Additional Informatio
DWQ# 10-0988 County: Guilforcq
D
AN 2 1 2011
FOR UFA -wATEt QWjn
GREENSBORO AUTO AUCTION
Comment 3:
"Please provide more details regarding avoidance and
minimization of stream impacts for this project. This should
include stream relocation, retaining walls, alternative designs and
layouts of the buildings and parking areas, etc, including
modifying the type of use of the property. Loss of space available
for development such as building or reduction in size of a building
must also be considered in the analysis."
Response:
Note: The building is an existing building and we are
showing no increase in the building footprint. However, the Owner
is in negotiations with Kaplan University for the long term leasing
of the building at 4009 West Wendover Avenue. The University
will employee over sixty people and have over two hundred
students. This will require the addition of over two hundred and
fifty parking spaces for faculty, staff and students.
We have minimized the length of pipe to that needed to
install the turn lane and align the outlet with the natural stream
channel as request as part of comment 8.
CPT Engineering and Surveying. Inc.
4400 Tyning Street High Point, NC 27265
Phone [phone] @ Fax [phone]

Section 401 Water Quality Certification
Application (Additional Information)
DWQ# 10-0988 County: Guilford
FOR
GREENSBORO AUTO AUCTION
Comment 4:
"It is the opinion of the Division that the approximately 45
feet of un -impacted perennial stream between the road culvert and
the development culvert will lose its aquatic function due to the
length of upstream and downstream culverts. The Division will
require mitigation for this additional length of perennial stream at a
ratio of 1:l. We suggest that you consider stabilization options
such as additional pipe, or riprap to ensure that if the open section
de -stabilizes that it does not impact downstream segments. Please
include this stream channel length in your compensatory mitigation
plan."
Response:
The area in question will be a concrete junction box
connecting the existing box culvert to our proposed piping. Please
see attached response to the USACE Action Id: SAW -2010-00636.
CPT Enaineerine and Surveyina, Inc.
4400 Tyning Street High Point, NC 27265
Phone [phone] Fax [phone]

Section 401 Water Quality Certification
Application (Additional Information)
DWQ# 10-0988 County: Guilford
FOR
GREENSBORO AUTO AUCTION
Comment 5:
"The Division requires mitigation for all permanent impacts
from this project. Please correct Item number 2 in Section D of the
PCN form and supply a compensatory mitigation plan."
Response:
PCN form corrected.
Comment 6:
"Please provide an answer to item number 3 in Section F of
the PCN form."
Response:
PCN form corrected.
CPT Engineering and SurveyinLF, Inc.
4400 Tyning Street High Point, NC 27265
Phone [phone] • Fax [phone]

W A
Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.3 Dec 10 2008
Page 1 of 11
PCN Form — Version 1.3 December 10, 2008 Version
Pre -Construction Notification PC Form
A. Appkant Information
1.
Processing
1 a.
Type(s) of approval sought from the
Corps:
®Section 404 Permit El Section 10 Permit
1 b.
Specify Nationwide Permit (NWP) number: 14 & 39 or General Permit (GP) number:
1 c.
Has the NWP or GP number been verified by the Corps?
❑ Yes ® No
1 d. Type(s) of approval sought from the DWQ (check all that apply):
® 401 Water Quality Certification — Regular ❑ Non -404 Jurisdictional General Permit
❑ 401 Water Quality Certification — Express ❑ Riparian Buffer Authorization
le.
Is this notification solely for the record
because written approval is not required?
For the record only for DWQ 401
Certification:
❑ Yes ® No
For the record only for Corps Permit:
❑ Yes ® No
1f.
Is payment into a mitigation bank or in -lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in -lieu
fee program.
❑ Yes ® No
1g.
Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below.
❑ Yes ® No
1 h.
Is the project located within a NC DCM Area of Environmental Concern (AEC)?
I ❑ Yes ❑ No
2.
Project Information
2a. Name of project:
2b. County:
4009 West Wendover Ave.
Guilford ' A `- �-
fin
2c.
Nearest municipality / town:
Greensboro JAN
2d. Subdivision name:
N/A
2e.
NCDOT only, T.I.P. or state
project no:
N/AtAI�SANptER
3.
Owner Information
3a.
Name(s) on Recorded Deed:
Greensboro Auto Auction, Inc.
3b.
Deed Book and Page No.
DB 7139 Pg 2269
3c.
Responsible Party (for LLC if
applicable):
Dean Green, President
3d.
Street address:
3907 West Wendover Ave.
3e. City, state, zip:
Greensboro, NC, 27409
3f.
Telephone no.:
336-202-3326
3g.
Fax no.:
336-478-2228
3h.
Email address:
[e-mail]
Page 1 of 11
PCN Form — Version 1.3 December 10, 2008 Version

4. Applicant Information (if different from owner)
4a. Applicant is:
❑ Agent ❑ Other, specify:
4b. Name:
4c. Business name
(if applicable):
4d. Street address:
4e. City, state, zip:
4f. Telephone no.:
4g. Fax no.:
4h. Email address:
5. Agent/Consultant Information (if applicable)
5a. Name:
5b. Business name
(if applicable):
5c. Street address:
5d. City, state, zip:
5e. Telephone no.:
5f. Fax no.:
5g. Email address:
Page 2 of 11
PCN Form — Version 1.3 December 10, 2008 Version

B. Project Information and Prior Project History
1. Property Identification
1a. Property identification no. (tax PIN or parcel ID):
7844000811 & 7834917634
1 b. Site coordinates (in decimal degrees):
Latitude: 36.0594 Longitude: - 79.8810
(DD.DDDDDD) (-DD.DDDDDD)
1c. Property size:
26.48 acres
2. Surface Waters
2a. Name of nearest body of water (stream, river, etc.) to
Tributary B of South Buffalo Creek
proposed project:
2b. Water Quality Classification of nearest receiving water:
WS -V; NSW
2c. River basin:
Cape Fear
3. Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application:
On Site: Former Guilford County Property (Nursing Home and Light Industrial), General land use in vicinity (Commercial)
3b. List the total estimated acreage of all existing wetlands on the property:
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
715 linear feet
3d. Explain the purpose of the proposed project:
Change in ownership from public (Guilford County) to private (Dean Green) and change in use and zoning that requires
public and private roadway improvements at the intersection of W. Wendover Ave. and private drive.
3e. Describe the overall project in detail, including the type of equipment to be used:
The required installation of a right tum lane on West Wendover Ave. apponcimately 200 I.f. of full width (12 feet) and
another 200 I.f. of tapper. The addition of a left tum lane as part of the private drive required improvements. The
demolition of the existing nursing home and the construction of a parking lot and a wet detention pond (BMP).
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
®Yes ❑ No El Unknown
project (including all prior phases) in the past?
Comments: By ECS Carolinas, LLP
4b. If the Corps made the jurisdictional determination, what type
❑ Preliminary ❑ Final
of determination was made.
4c. If yes, who delineated the jurisdictional areas?
Agency/Consultant Company: ECS Carolinas, LLP
Name (if known): Michael T. Brame, Senior Environmental
Other:
Scientist
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
5. Project History
5a. Have permits or certifications been requested or obtained for
❑ Yes ❑ No ® Unknown
this project (including all prior phases) in the past?
5b. If yes, explain in detail according to "help file" instructions.
Page 3 of 11
PCN Form — Version 1.3 December 10, 2008 Version

6. Future Project Plans
6a. Is this a phased project? ❑ Yes ® No
6b. If yes, explain.
Page 4 of 11
PCN Form — Version 1.3 December 10, 2008 Version

C. Proposed Impacts Inventory
1. Impacts Summary
1 a. Which sections were completed below for your project (check all that apply):
❑ Wetlands ® Streams - tributaries ❑ Buffers
❑ Open Waters ❑ Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a.
2b.
2c.
2d.
2e.
2f.
Wetland impact
Type of jurisdiction
number —
Type of impact
Type of wetland
Forested
(Corps - 404, 10
Area of impact
Permanent (P) or
(if known)
DWQ — non -404, other)
(acres)
Temporary
W1 ❑ P ❑ T
❑ Yes
❑ Corps
❑ No
❑ DWQ
W2 ❑ P ❑ T
❑ Yes
❑ Corps
❑ No
❑ DWQ
W3 ❑ P ❑ T
❑ Yes
❑ Corps
❑ No
❑ DWQ
W4 ❑ P ❑ T
❑ Yes
❑ Corps
❑ No
❑ DWQ
W5 ❑ P ❑ T
❑ Yes
❑ Corps
❑ No
❑ DWQ
W6 ❑ P ❑ T
❑ Yes
❑ Corps
❑ No
❑ DWQ
2g. Total wetland impacts
2h. Comments:
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a.
3b.
3c.
3d.
3e.
3f.
3g.
Stream impact
Type of impact
Stream name
Perennial
Type of jurisdiction
Average
Impact
number -
(PER) or
(Corps - 404, 10
stream
length
Permanent (P) or
intermittent
DWQ — non -404,
width
(linear
Temporary (T)
(INT)?
other)
(feet)
feet)
S1 ®P ❑ T
Culvert
Tributary B South
® PER
® Corps
8
295
Buffalo Creek
❑ INT
❑ DWQ
S2 ❑ P ❑ T
❑ PER
❑ Corps
❑ INT
❑ DWQ
S3 ❑ P ❑ T
❑ PER
❑ Corps
❑ INT
❑ DWQ
S4 ❑ P ❑ T
❑ PER
❑ Corps
❑ INT
❑ DWQ
S5 ❑ P ❑ T
❑ PER
❑ Corps
❑ INT
❑ DWQ
S6 ❑ P ❑ T
❑ PER
❑ Corps
❑ INT
❑ DWQ
3h. Total stream and tributary impacts
295
3i. Comments:
Page 5 of 11
PCN Form — Version 1.3 December 10, 2008 Version

4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then individually list all open water impacts below.
4a.
4b.
4c.
4d.
4e.
Open water
Name of waterbody
impact number —
(if applicable)
Type of impact
Waterbody type
Area of impact (acres)
Permanent (P) or
Temporary
01 ❑P❑T
02 ❑P❑T
03 ❑P❑T
04 ❑P❑T
4f. Total open water impacts
4g. Comments:
5. Pond or Lake Construction
If pond or lake construction proposed, then complete the chart below.
5a.
5b.
5c.
5d.
5e.
Wetland Impacts (acres)
Stream Impacts (feet)
Upland
Pond ID
Proposed use or purpose
(acres)
number
of pond
Flooded
Filled
Excavated
Flooded
Filled
Excavated
Flooded
P1
P2
5E Total
5g. Comments:
5h. Is a dam high hazard permit required?
❑ Yes ❑ No If yes, permit ID no:
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k. Method of construction:
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete. the chart below. If yes, then individually list all buffer impacts
below. If any impacts require mitigation, then you MUST fill out Section D of this form.
6a.
❑ Neuse ❑ Tar -Pamlico ❑ Other:
Project is in which protected basin?
❑ Catawba ❑ Randleman
6b.
6c.
6d.
6e.
6f.
6g.
Buffer impact
number —
Reason
Buffer
Zone 1 impact
Zone 2 impact
Permanent (P) or
for
Stream name
mitigation
(square feet)
(square feet)
Temporary
im act
required?
61 ❑P❑T
El Yes
❑ No
B2 ❑ P ❑ T
❑ Yes
❑ No
B3 ❑P❑T
El Yes
❑ No
6h. Total buffer impacts
6i. Comments:
Page 6 of 11
PCN Form —Version 1.3 December 10, 2008 Version

D. Impact Justification and Mitigation
1. Avoidance and Minimization
la. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
Piped stream only in area where the City of Greensboro required public roadway and sidewalk and private drive
improvements.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
Use of retaining walls to avoid other stream and wetland impacts.
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for
impacts to Waters of the U.S. or Waters of the State?
® Yes ❑ No
2b. If yes, mitigation is required by (check all that apply):
® DWQ ® Corps
2c. If yes, which mitigation option will be used for this
project?
❑ Mitigation bank
El Payment to in -lieu fee program
® Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank:
3b. Credits Purchased (attach receipt and letter)
Type
Quantity
3c. Comments:
4. Complete if Making a Payment to In -lieu Fee Program
4a. Approval letter from in -lieu fee program is attached.
❑ Yes
4b. Stream mitigation requested:
linear feet
4c. If using stream mitigation, stream temperature:
❑ warm ❑ cool ❑cold
4d. Buffer mitigation requested (DWQ only):
square feet
4e. Riparian wetland mitigation requested:
acres
4f. Non -riparian wetland mitigation requested:
acres
4g. Coastal (tidal) wetland mitigation requested:
acres
4h. Comments:
5. Complete if Using a Permittee Responsible Mitigation Plan
5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
See attached plan
Page 7 of 11
PCN Form — Version 1.3 December 10, 2008 Version

6. Buffer Mitigation (State Regulated Riparian Buffer Rules) — required by DWQ
6a. Will the project result in an impact within a protected riparian buffer that requires
buffer mitigation?
❑ Yes ❑ No
6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.
Zone
6c.
Reason for impact
6d.
Total impact
(square feet)
Multiplier
6e.
Required mitigation
(square feet)
Zone 1
3 (2 for Catawba)
Zone 2
1.5
6f. Total buffer mitigation required:
6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank,
permittee responsible riparian buffer restoration, payment into an approved in -lieu fee fund).
6h. Comments:
Page 8 of 11
PCN Form — Version 1.3 December 10, 2008 Version

E. Stormwater Management and Diffuse Flow Plan (required by DWQ)
1. Diffuse Flow Plan
1a. Does the project include or is it adjacent to protected riparian buffers identified
❑ Yes ® No
within one of the NC Riparian Buffer Protection Rules?
1 b. If yes, then is a diffuse flow plan included? If no, explain why.
El Yes E] No
Comments:
2. Stormwater Management Plan
2a. What is the overall percent imperviousness of this project?
67.8%
2b. Does this project require a Stormwater Management Plan?
® Yes ❑ No
2c. If this project DOES NOT require a Stormwater Management Plan, explain why:
2d. If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
Installation of a stormwater piping system and a permanent wet detention pond to collect and treat runoff.
® Certified Local Government
2e. Who will be responsible for the review of the Stormwater Management Plan?
❑ DWQ Stormwater Program
❑ DWQ 401 Unit
3. Certified Local Government Stormwater Review
3a. In which local government's jurisdiction is this project?
Greensboro
® Phase II
3b. Which of the following locally -implemented stormwater management programs
❑ NSW
❑ USMP
apply (check all that apply):
❑ Water Supply Watershed
❑ Other:
3c. Has the approved Stormwater Management Plan with proof of approval been
❑ Yes ® No
attached?
4. DWQ Stormwater Program Review
❑ Coastal counties
4a. Which of the following state -implemented stormwater management programs apply
❑ HQW
❑ ORW
(check all that apply):
❑ Session Law 2006-246
❑ Other:
4b. Has the approved Stormwater Management Plan with proof of approval been
attached?
❑ Yes ❑ No
5. DWQ 401 Unit Stormwater Review
5a. Does the Stormwater Management Plan meet the appropriate requirements?
❑ Yes ❑ No
5b. Have all of the 401 Unit submittal requirements been met?
❑ Yes ❑ No
Page 9 of 11
PCN Form — Version 1.3 December 10, 2008 Version

F.
Supplementary Information
1.
Environmental Documentation (DWQ Requirement)
1 a.
Does the project involve an expenditure of public (federal/state/local) funds or the
❑ Yes
® No
use of public (federal/state) land?
1 b.
If you answered "yes" to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State
❑ Yes
❑ No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1 c.
If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
letter.)
❑ Yes
❑ No
Comments:
2.
Violations (DWQ Requirement)
2a.
Is the site in violation of DWQ Wetland Rules (15A NCAC 21-1.0500), Isolated
Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards,
❑ Yes
® No
or Riparian Buffer Rules (15A NCAC 2B .0200)?
2b.
Is this an after -the -fact permit application?
❑ Yes
® No
2c.
If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
3.
Cumulative Impacts (DWQ Requirement)
3a.
Will this project (based on past and reasonably anticipated future impacts) result in
❑ Yes
®No
additional development, which could impact nearby downstream water quality?
3b.
If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
4.
Sewage Disposal (DWQ Requirement)
4a. Clearly detail the ultimate treatment methods and disposition (non -discharge or discharge) of wastewater generated from
the proposed project, or available capacity of the subject facility.
City of Greensboro currently provides sanitary sewer service to this site.
Page 10 of 11
PCN Form — Version 1.3 December 10, 2008 Version

5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or
habitat?
❑ Yes No
5b. Have you checked with the USFWS concerning Endangered Species Act
[ Yes ❑ No
impacts?
5c. If yes, indicate the USFWS Field Office you have contacted_
® Raleigh
❑ Asheville
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
Raleigh FWS Field Office
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat?
❑Yes ® No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
http:f/ocean.floridamarine.orgiefh—coraliims/viewer.htm
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation
F] Yes ® No
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
7b. What data sources did you use to determine whether your site would impact historic or archeological resources?
Google Earth - NC National Register Points
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA-designated 100-year floodplain?
® Yes ❑ No
8b. If yes, explain how project meets FEMA requirements: No rise certification being reviewed.
8c. What source(s) did you use to make the floodplain determination? FEMA Flood Maps
Dean Green
10/28/10
Applicant/Agent's Printed Name
Date
Applicant/Agent's Signature
(Agent's signature is valid only if an authorization letter from the applicant
is nrovidpil.
Page 11 of 11
PCN Form — Version 1.3 December 10, 2008 Version

Section 401 Water Quality Certification
Application (Additional Information)
DWQ# 10-0988 County: Guilford
FOR
GREENSBORO AUTO AUCTION
Comment 7:
"Please provide the exact length of stream impact measured
accurately along the thalweg of the channel."
Comment 8:
"Please realign the culvert to ensure that the inlet and outlet
are aligned with the natural stream channel to prevent streambank
erosion in these areas."
Comment 9:
"Please indicate whether an energy dissipation measure
(riprap apron, etc) will be required at the outlet of the culvert. If so,
please include the length as permanent impacts and update your
application and engineering drawings accordingly."
Comment 10:
"Please provide a detailed cross section and profile of the
proposed culvert."
Comment 11:
"Please provide a culvert design that includes sills and or
floodplain benches which will ensure proper stream dimensions
during low flow conditions."

Response:
Please see attached plans.
CPT Enzineerine and Surveying, Inc.
4400 Tyning Street High Point, NC 27265
Phone [phone] • Fax [phone]

Section 401 Water Quality Certification
Application (Additional Information)
DWQ# 10-0988 County: Guilford
FOR
GREENSBORO AUTO AUCTION
Comment 12:
"Per the requirements of GC 3821, all work must be done "in
the dry". Therefore, dewatering methods will be necessary to
temporarily dewater the stream channel during pipe installation.
Please provide a construction sequence that details the method of
dewatering to be utilized at the site and the sequence of
construction events to be followed to ensure compliance with this
condition."
Response:
Please see attached plans EC 3 and EC 3A.
CPT Engineering and Surveying, Inc.
4400 Typing Street High Point, NC 27265
Phone [phone] • Fax [phone]

Section 401 Water Quality Certification
Application (Additional Information)
DWQ# 10-0988 County: Guilford
FOR
GREENSBORO AUTO AUCTION
Comment 13:
"Per the requirements of GC 3821, please enumerate all
temporary impacts to the stream channels. Temporary impacts also
include areas of disturbance necessary for proper dewatering
measures and any temporary erosion control measures expected to
be installed within any jurisdictional areas. Please note that
temporary impacts should be minimized to the maximum extent
practical."
Comment 14:
"Please provide a construction sequence and details
(plans/drawings) that detail the restoration of the temporary impact
areas upon completion of the project."
Response:
No temporary impacts proposed.
CPT Engineering and Surveying, Inc.
4400 Tyning Street High Point, NC 27265
Phone [phone] • Fax [phone]

0
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SITE INFORMATIaN:
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2. (E)ISTING ZONING: Ll &ISI
3. SOILS. EnD, Wh, MsE, EnC, CrB
4. WATERSHED: NOT LOCATED IN A WATER SUPPLY WATERSHED
5. FL D: LOCATED IN A FLOOD ZONE AS SHOWN ON FIRM MAP
0. MAP NO. 3710783400 J PANEL 7334 DATED JUNE 13, 2007
7. BOUNDARY INFORMATION TAKEN FROM A SURA BY FLEMING
ENGINEERING, INC. FOR GUILFORD COUNTY KENDALL CENTER
EVERGREENS DATED 12-22-09.
3. TOPOGRAPHIC INFORMATION: OOMBONATION OF GREENSBORO
GS, INFORMATION PROVIDED BY OWNER AND FIELD LOCATIONS BY
OBIT ENGINEERING AND SURVEYING, INC.
QVVUVIERI DEVELOPIEFn
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4. WATERSHED: NOT LOCATED IN A WATER SUPPLY WATERSHED
5. FL D: LOCATED IN A FLOOD ZONE AS SHOWN ON FIRM MAP
0. MAP NO. 3710783400 J PANEL 7334 DATED JUNE 13, 2007
7. BOUNDARY INFORMATION TAKEN FROM A SURA BY FLEMING
ENGINEERING, INC. FOR GUILFORD COUNTY KENDALL CENTER
EVERGREENS DATED 12-22-09.
3. TOPOGRAPHIC INFORMATION: OOMBONATION OF GREENSBORO
GS, INFORMATION PROVIDED BY OWNER AND FIELD LOCATIONS BY
OBIT ENGINEERING AND SURVEYING, INC.
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1. CULVERT ARE TO BE INSTALLED WITH THE USE OF COFFER
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2. KEEP CLEARING AND EXGAVATION OF THE STREAM
BANKS AND BED TO A MINIMUM.
5. INSTALL TEMP. GOFFER/SANDBAG DAM ABOVE GULVERT
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FLOW.
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WITH THE HEADWALL AND JUNGTION BOX.
6. REINSTALL ALL NECE55AR-r SILT FENGING.
7A. UPON COMPLETION OF THE GULVERTS , DIVERT FLOW TO
THE CENTER PIPE (LOW FLOW GONDITION). INSTALL SEDIMENT
FENG I NG ABOVE THE INLET AND OUTLET, FILL, GOMPAGT AND
STAE31 L I ZE ANY PART OF THE STREAM THAT 15 UNSTABLE
APPROPRIATELY.
7B. TEMPORARY COFFER DAMS SHALL REMAIN INTACT AND
FUNCTIONAL UNTIL ALL STREAM WORK/STABILIZATION HAS
BEEN COMPLETED.
8. CHECK AND REINSTALL ANY SILT FENCING THAT NEEDS TO
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-
GAS VALVE GA A F0�� ;
MANHOLE
_._.
e ... h sem. /( 4 A
FLARED END SECTION
FIRE HYDRANT
LIGHT POLE
NOW OR FORMERLY
WATER METER & BACKFLOW PREVENTER
WATER METER
UNDERGROUND SERVICE
BOLLARD
CURB INLET
GRATE INLET
CONTROLLED ACCESS
EXISTING CONCRETE
GAS PIPE LINE
WATERLINE
\47
Y ,
Y \
\
\
Y
1.
C�lN TR TION 5E �UFN :;E
'I. CONTRACTOR SHALL ENSURE THAT ALL APPLICABLE PERMITS AND APPROVALS
HAVE BEEN OBTAINED PRIOR TO PROCEEDING WITH WORK ASSOCIATED WITH
THESE DOCUMENTS.
2. SCHEDULE A PRE -CONSTRUCTION CONFERENCE WITH OWNER, ALL
CONTRACTORS FOR LAND DISTURBANCE ANDAOR EROSION CONTROL, AND
EROSION CONTROL AUTHORITY PERSONNEL TO DISCUSS THE EROSION CONTROL
PLAN.
3. FLAG THE NEW CONSTRUCTION LIMITS AS INDICATED ON THE PLAN, DO NOT
EXCEED PROPERTY BOUNDARIES WITHOUT WRITTEN APPROVAL OF ADJACENT
PROPERTY OWNERS. FLAG THE CLEARING LIMITS AND VERIFY WITH THE OWNER
PRIOR TO CLEARING.
4. INSTALL THE EROSION CONTROL MEASURES AND GRADE SITE PER PHASED
EROSION CONTROL PLANS.
PO HAZ- E 3 EROMON CONTROL:
'I. SILT FENCE AND SKIMMER BASIN #i4.
2. INSTALL REMAINDER OF STORM DRAINAGE WITH INLET PROTECTION AS SOON
AS GRADING OPERATIONS ALLOW. INSTALL TEMPORARY DIVERSIONS TO THE
EXCAVATED INLET PROTECTION.
3. CONTRACTOR TO REMOVE EXISTING WATER AND SEWER LINES AS SHOWN ON
THE UTILITY PLAN.
4. GRADE AND INSTALL STONE BASE IN THE UPPER PARKING LOT ADDITION.
REMOVE SKIMMER BASIN ##3 ONCE LOT IS STABILIZED AND WITH APPROVAL OF THE
EROSION CONTROL INSPECTOR.
5. GRADE AND INSTALL STONE BASE AND PAVEMENT FOR WENDOVER AVE. ROAD
WIDENING. PAVE PARKJNG LOTS,
6. GENERAL. CONTRACTOR SHALL ENSURE THAT EROSION CONTROL DEVICES ARE
IN PLACE AND FUNCTIONING DURING ALL PHASES OF CONSTRUCTION.
Y. STABILIZATION IS THE BEST FORM OF EROSION CONTROL. TEMPORARY
SEEDING IS NECESSARY TO ACHIEVE EROSION CONTROL ON LARGE DENUDED
AREAS AND ESPECIALLY WHEN SPECIFICALLY REQUIRED AS PART OF THE
CONSTRUCTION SEQUENCE. ALL GRADED SLOPES MUST BE SEEDED AND
MULCHED WITHIN 21 DAYS.
8. COFLTRACTOR SHALL ADJUST EXISTING EROSION CONTROL MEASURES AS
REQUIRED DURING THE CONSTRUCTION PROCESS. CONTRACTOR SHALL INSTALL
ANY ADDITIONAL EROSION CONTROL MEASURES AS DEEMED NECESSARY BY THE
EROSION CONTROL INSPECTOR.
9. GROUND COVER SHALL BE ESTABLISHED ON EXPOSED AREAS WITHIN 29 DAYS
FOLLOWING ANY PHASE OF GRADING. ALL EROSION AND SEDIMENT CONTROL
PRACTICES SHALL. BE CHECKED FOR STABILITY AND OPERATION FOLLOWING
EVERY STORM EVENT, BUT IN NO CASE LESS THAN ONCE EVERY WEEK. ANY
REPAIR$ OR CLEANING NECESSARY TO MAINTAIN EROSION AND SEDIMENT
CONTROL PRACTICES SHALL BE COMPLETED IMMEDIATELY.
10. ALL SEEDED AREAS SHALL BE REFERTILIZED, RESEEDED AS NECESSARY, AND
MULCHED ACCORDING TO THE SEEDING SCHEDULE.
EROSION CONTROL LEGEND
TEMPORARY 51 LT FENCE
TD> TD> TEMPORARY DIVERSION
TEMPORARY INLET PROTECTION
im mm ma mm m P15TURBF-D LIMITS
� a
r
`I14 N 20
a� EROSION
" CONTROL PLAN
FOR. PHASE 3
aCALE : I" = 100'
DATE: 2/01/2010
PROJECT:1 f25—OQ
GRAPHIC SCALE
100 0 50 100 200
( IN FEET )
1 inch = 100 ft.
REV I51 ON5
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PUMP
� I EARTH DFFiA'
P• 1
7E ✓.^. CONRION r0:
i O O - --^ STREAM DROSSIOSSRNff aAss �NIN.
Fi.OlV— AIA irAP SEDIMENT rH.t?
\ /� D 2 1 SfOf SL0•1
\ / cn snT OAT.
i
24' TO-- 1--{
42, CHR '------ —/ 1 —— —_—_/ 2CLe55 'A'
CROSSING/ fROB!01/ LYWIROL /�— `\ 1JF0,'T'Aie{ONr..usry
L'LA55' 'r' PIPs BrLWf WETR P?:) r 5�dF'
RIP RAP OD SILrDAD.
• f0'_.
2R
PROPOSED
EARTH BERM 50CTAUCrI ON EASEMENT
rrR. d 'ONS
� xo>F
PRornsED
AfrtN OER.M PLAN
/TYP.I
nen�r,arcrc
me Ficf / rnrm�
rO H N TOP OF 1 RROM
PU -------_ 4rL1' -------
y,y .816 __._.,.._..e •WA• i�}1 �'�
TAN 7EMP,
FiCu 24' TO
C. 4?- CHP
HIM.
- -
EX, INV. f TCYPOHARY•
CRUK STUNG DA}rPOL YfiTTlYL E,. NE FARR/C
ON FACE lB ML. r80CIAC
�LAGSJING
+ PIPt
B1%
A INSTALL SAhOAAG9 IN PIKE INVERT 6 FAHRIC WHILE PUMPING
AROG4VU GUAING CONSIRUCTdON IN STREAK,
'�
tK. rerxnf>t FABRIC
nN Fa Cf [e NL, rMTCA'1 B REN04L SANG&'GS 6 FAORIC TO ALLOT[ FLON TiiRO'1GN
PIPE H/2N NDT PUAfPIh'G AROliNO,
SECTION A -A OF H
s
C P r Y ® F 0 R HENSOORO
S777. NO.
REV.
SrANDARo TEMPORARY CREC(
a-Rr -
CROSSINs PRIN6 CONBTRUCrrON
=213
G3-05
NOTF;S:
i) FFOSION STONE TO RF 'CLASS I' RTP -FAP UM F5,5 R65r6NA 7F0 nTFFFRI'NTJ.Y ON
CON.STAlILrfON PLAN,
PIPE SWANO AMO(/NT N.:FAFO TO riF. GErE mmo Ry E•VGrN 0•V CONS TAIICTION
PLAN.
AR7,JECr
31
N7FTLALJ
1,47/ONAYRNP/. FTlONIH
fOFOR ON Thr ffiNSTAIN,TrONAPL AfVS..
C STRN
4) PUMP ANO I INF .5r7F TO 5F AFIERMINEO RY T.MF, .LONTRACrO.R I/Rf� TNF 945F FLON
.5.'lONN (1:N r, cw;TRUL'rin, PLANS.
S
IFXf. FEOING 40 NAY FEOUAE ADOITTO!rAI.DfId TFA 01/A/.7TYOPF.R.frrTTN4
ANYTRTSTNAfiAM:FI[.5T
OR NI TISATION.
CONSTRUCTION SEQUENCE FOR STREAM CROSSrNG
AANRSTREAM
✓ CR(I,SSi AM1?PJTOPAREA DIikNSTAEP F OM4 TRIIf,T1ONA 76ArRRMMI PIMPfNGOF
f,(WTPNIlJNR PJJMPTNf WHILE WORMr C N17ifIN TIIF .STREAM.
R/ IN.£TALt IM.STREAM ORALO FTG TFA FAARTC, A✓✓0 TF•MPOAARY CMP. COVER Pr.°F. IN'16
ML'T NI!"7N
Al f.OhFSTRFAAI PROWATNRnilfrX CANSASrrS'XJHVffN IVSFT NTrEN NOj�N'[1R.YJ
THF .STREAM.
.SJ INSTALLOOW'N9'REAM TEMPORARY STONE DAM ANO FIC TFR FAARIC TO PREVENT
6ACK FG UH INTO CONSTAIN_'YION AREA.
4J INSTALL PROPOSEO EARTH YFRVf ALONG TOP OF BANK ON EACH ST05 OF THF.
CONSTR(/L TTON AREA.
5! INSTALL OENATERING 5ASIN OR STLT 1746 AT TOP OF BANA'. aev TER CONSrRUCTrON
AREA BETWEEN TEMPORARY GAN IJSINS rNT5 BASIN.
G/ INSTALL rhE IU' X ro' SEDINENr TRAP OA SfL r OAS.
7s' UPON P,ONSTAUCT70N COMPLETION REN(rVF TEMPORARY DAM$ FIL To? FAHRIC. Am
T£MPDAAAY LHP. Dc'PRE55 TEMPORARY'DAN 6OFTO14 INTO STREAM REO UNTIL TOP OF
CALLED
AIP RAP IS LEVEL WrTM STREA/I OOTTON. CONVERT TO CGS SrANOARO /214 rF
FOR 7N THE CONS rRUCTrOV PLANS.
NI JNON STARPI. WA MN [N" CLEARED AREAS REMOVF TEMPORARY FARTH AFRI, .SFOIMENT
TRAP, A:NR OFMATFAM 8A.4IN.
2 or 2
� I Y O F 0 R E E N 5 B 0 R 0
STD. No. REV.
STANDARD TEMPORARY CREEK
2Q3 09 9709 05
cRossrw WRING coNsrwcrroN
os o5
E.1.P.
I.P.S.
CONC. MON
PT.
R/W
E/P
C & G
T/C
PP
PIV
E --
PK NAIL
WV
CO
GM
GV
MH
FES
FH
LP
N/F
aoW M
C� WM
UG
C. 1.
G.I.
�A. CONC.
G
W
@5)I
PROPOSED JUNGTION
Rr'1Y Tn RF T')FGI/f<I1=�
_ SKIMMER BASIN #41 1
----
_
OWE
—
_..._ / / n
L E 6 E N D ®sPI6eF9F�
PROF05E
EXISTING IRON PIN
IRON PIN SET o c
CONCRETE MONUMENTS
OUTRJ7: ,
POINT _
RIGHT—OF—WAY
oPO-IG
EDGE OF PAVEMENT PR \
CURB & GUTTER
TOP OF CURB { ` ,,` ,��
MUS / _ .. :.. TINGE`
POWER POLE
\0 COs T� GUTTER .T : ONVEFZT
L I Y I ,/ , R�Mo� . E)4- .[. TO
POST INDICATOR VALVE
7
OVERHEAD UTILITY 4 ; ;
TOT"' 82 �
MASONRY NAIL �� OJT c� I
WATER VALVE V
CLEAN OUT,
GAS METER ._j LJ :: , II II
-
GAS VALVE GA A F0�� ;
MANHOLE
_._.
e ... h sem. /( 4 A
FLARED END SECTION
FIRE HYDRANT
LIGHT POLE
NOW OR FORMERLY
WATER METER & BACKFLOW PREVENTER
WATER METER
UNDERGROUND SERVICE
BOLLARD
CURB INLET
GRATE INLET
CONTROLLED ACCESS
EXISTING CONCRETE
GAS PIPE LINE
WATERLINE
\47
Y ,
Y \
\
\
Y
1.
C�lN TR TION 5E �UFN :;E
'I. CONTRACTOR SHALL ENSURE THAT ALL APPLICABLE PERMITS AND APPROVALS
HAVE BEEN OBTAINED PRIOR TO PROCEEDING WITH WORK ASSOCIATED WITH
THESE DOCUMENTS.
2. SCHEDULE A PRE -CONSTRUCTION CONFERENCE WITH OWNER, ALL
CONTRACTORS FOR LAND DISTURBANCE ANDAOR EROSION CONTROL, AND
EROSION CONTROL AUTHORITY PERSONNEL TO DISCUSS THE EROSION CONTROL
PLAN.
3. FLAG THE NEW CONSTRUCTION LIMITS AS INDICATED ON THE PLAN, DO NOT
EXCEED PROPERTY BOUNDARIES WITHOUT WRITTEN APPROVAL OF ADJACENT
PROPERTY OWNERS. FLAG THE CLEARING LIMITS AND VERIFY WITH THE OWNER
PRIOR TO CLEARING.
4. INSTALL THE EROSION CONTROL MEASURES AND GRADE SITE PER PHASED
EROSION CONTROL PLANS.
PO HAZ- E 3 EROMON CONTROL:
'I. SILT FENCE AND SKIMMER BASIN #i4.
2. INSTALL REMAINDER OF STORM DRAINAGE WITH INLET PROTECTION AS SOON
AS GRADING OPERATIONS ALLOW. INSTALL TEMPORARY DIVERSIONS TO THE
EXCAVATED INLET PROTECTION.
3. CONTRACTOR TO REMOVE EXISTING WATER AND SEWER LINES AS SHOWN ON
THE UTILITY PLAN.
4. GRADE AND INSTALL STONE BASE IN THE UPPER PARKING LOT ADDITION.
REMOVE SKIMMER BASIN ##3 ONCE LOT IS STABILIZED AND WITH APPROVAL OF THE
EROSION CONTROL INSPECTOR.
5. GRADE AND INSTALL STONE BASE AND PAVEMENT FOR WENDOVER AVE. ROAD
WIDENING. PAVE PARKJNG LOTS,
6. GENERAL. CONTRACTOR SHALL ENSURE THAT EROSION CONTROL DEVICES ARE
IN PLACE AND FUNCTIONING DURING ALL PHASES OF CONSTRUCTION.
Y. STABILIZATION IS THE BEST FORM OF EROSION CONTROL. TEMPORARY
SEEDING IS NECESSARY TO ACHIEVE EROSION CONTROL ON LARGE DENUDED
AREAS AND ESPECIALLY WHEN SPECIFICALLY REQUIRED AS PART OF THE
CONSTRUCTION SEQUENCE. ALL GRADED SLOPES MUST BE SEEDED AND
MULCHED WITHIN 21 DAYS.
8. COFLTRACTOR SHALL ADJUST EXISTING EROSION CONTROL MEASURES AS
REQUIRED DURING THE CONSTRUCTION PROCESS. CONTRACTOR SHALL INSTALL
ANY ADDITIONAL EROSION CONTROL MEASURES AS DEEMED NECESSARY BY THE
EROSION CONTROL INSPECTOR.
9. GROUND COVER SHALL BE ESTABLISHED ON EXPOSED AREAS WITHIN 29 DAYS
FOLLOWING ANY PHASE OF GRADING. ALL EROSION AND SEDIMENT CONTROL
PRACTICES SHALL. BE CHECKED FOR STABILITY AND OPERATION FOLLOWING
EVERY STORM EVENT, BUT IN NO CASE LESS THAN ONCE EVERY WEEK. ANY
REPAIR$ OR CLEANING NECESSARY TO MAINTAIN EROSION AND SEDIMENT
CONTROL PRACTICES SHALL BE COMPLETED IMMEDIATELY.
10. ALL SEEDED AREAS SHALL BE REFERTILIZED, RESEEDED AS NECESSARY, AND
MULCHED ACCORDING TO THE SEEDING SCHEDULE.
EROSION CONTROL LEGEND
TEMPORARY 51 LT FENCE
TD> TD> TEMPORARY DIVERSION
TEMPORARY INLET PROTECTION
im mm ma mm m P15TURBF-D LIMITS
� a
r
`I14 N 20
a� EROSION
" CONTROL PLAN
FOR. PHASE 3
aCALE : I" = 100'
DATE: 2/01/2010
PROJECT:1 f25—OQ
GRAPHIC SCALE
100 0 50 100 200
( IN FEET )
1 inch = 100 ft.
REV I51 ON5
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NOTE: TREE PRESERVATION
SEE SHEET 5B FoR TREE F'ERSERVATION.
SEE DETAIL.
1. CULVERT ARE TO BE INSTALLED WITH THE USE OF COFFER
DAM5/5ANDBAG DAMS,
2. KEEP GLEARINC7 AND EXCAVATION OF THE STREAM
BANKS AND BED TO A MINIMUM.
5. INSTALL TEMP. GOFFER/SANDBAG DAM ABOVE GULVERT
INSTALLATION. RE-ROUTE A PORTION OF THE STREAM A5
SHOWN ON PLAN. INSTALL THE TWO NORTHERN MOST 108"
GMP'S FIRST (PIPE A � B). INSTALL THE RIP -RAF APRON AND
THEN DIVERT STREAM FLOW THROUGH PIPE B.
4. ENSURE GULVERT OUTLET 15 STABLE PRIOR TO DIVERTING
FLOW.
5. INSTALL THE SOUTHERN MOST 108 GMP (PIPE G) ALONG
WITH THE HEADWALL AND JUNCTION BOX.
6. REINSTALL ALL NEGE55ARY SILT FENGING.
7A. UPON COMPLETION OF THE GULVERTS , DIVERT FLOW TO
THE CENTER PIPE (LOW FLOW CONDITION). INSTALL SEDIMENT
FENGING ABOVE THE INLET AND OUTLET, FILL, GOMPAGT AND
STABILIZE ANY PART OF THE STREAM THAT 15 UNSTABLE
APPROPRIATELY,
7B. TEMPORARY GOFFER DAM5 SHALL REMAIN INTACT AND
FUNGTIONAL UNTIL ALL STREAM WORK/STABILIZATION HAS
BEEN GOMPLETED.
b. GHEGK AND REINSTALL ANY SILT FENGING THAT NEEDS TO
BE REPAIRED REGULARLY DURING GONSTRUGTION.
t-, f', �INb
E.I.P.
I.P.S.
CONC, MON
PT.
R/W
E/P
C & G
T/C
PP
PIV
_- E
PK NAIL
WV
CO
G 1v1
GV
MH
FES
FH
LP
N/F
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C. 1.
G, 1.
CA CONIC,
G
W
EX15T1 N&
ENTRANCE
E 'REMOVED
7�
0\
\1
\03
LEONE
EXISTING IRON PIN ,\
IRON PIN SET \\
CONCRETE MONUMENT
POINT \\
RIGHT-OF-WAY \ \\
EDGE OF PAVEMENT
CURB & GUTTER
TOP OF CURB
POWER POLE
POST INDICATOR VALVE
OVERHEAD UTILITY
MASONRY NAIL
WATER VALVE
CLEAN OUT
GAS METER
GAS VALVE
MANHOLE
FLARED END SECTION
FIRE HYDRANT
LIGHT POLE
NOW OR FORMERLY
WATER METER & BACKFLOW PREVENTER
WATER METER
UNDERGROUND SERVICE
BOLLARD
CURB INLET
GRATE INLET
CONTROLLED ACCESS
EXISTING CONCRETE
GAS PIPE LINE
WATERLINE
EXISTING
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PUMP II I !t rnJ
O 01 Tor. rows RPJC7'SON {
I STREA(f CROSSING / CLASS 'I"rNINtO
.
I E_Xll
PA V
I
FLOW •-a*- RIP RAP a0' x fe'
5e0rMfN; TRAP
I
_
A, A
2MIN. ^ _ ^ ^ ^
'7j7-
2' TURN
MIN.MIN
z
LANE
EXIST. 4"
5'VER MAPLE
iJ do `
c4
Sf`46AN f
rt OK
Fli
-
MEW,5'
C. O:�
10' Ti'!AINT, FS'<7'T,
42
42" CNP -'-"-'- i a' tXA55 '
CA055INGS FROSItlN LPYiPOG Xr�{\ pi•HAlERfNO PAIN
CLASS 'I' PIPs' StG'k" IiGTA P 2: f SfflE SL Me
RIP AAP a4 sltt RAc.
PrOPCSCG
EARTIfOERN 5O' CONSTRUCTION EASEMENT
(0, 8, 4526 EG
83 ;
C�
PROPOSED
cARnJ DCN PLAN
FXISTING
RIP RAP
(�
(TYP.J
GrerNrGe.c F<axl�'
'mi FAce !. w.. rxrc i f`P FP,ON
To TCP OF
PUMP
_ala• x a.A. its adc __..._ata +Is-
\
m
mrAN TEMP
FLDK Y24 TO
.A -01 COY
r. pi
\
!D' 7
C
EX. IAV.I ,,:r T(.kPORARY"�
_ CAEEK STONG OAN
PDLYETNYllell FABRIC
hL
ON FACE !B ML. TNZCK!
ENR\ \
�✓ "`CRGaSINC
PIPE
g
\
A INSTALL SANORAGS IN PIPE IN/ERT 6 FABRIC WILE PUMPING
l ,. AROUND DfJRING L'ON.STRUCTTON 114 STREAM.
'
..
rGMt §101 AA PAr
Cx N t& x09. TNr"K! B REMOVE SANDBAGS S FADRIC TO ALLOW FLOH THROUGH
AN C
PIPE NIfEN NOT PU+rPfNG ARDUND.
SECTION A -A f OF a
C!7 s` OF GREENSBORO
STA NDARD TEASP wr CREEK
STD. NO.
REV.
CROSSING VWrNG CONSrRUCTrt�V
309-00
22
wB- .,
1'0'33:095;'
MD res_
IJ FN(LSION STONE TR AF 'CLASS !' AIP^RAP -.E.S.A DESIGNA TO OIFrER£NTt.Y ON
7.dVS7AUCTflW FLAN.
,?J PIPE ST7E AND AMO(7NT NF"EGFR TO RF. DFrERNINED BY.ENGINEER CN T"ONB PRUC rION
PLAN.
.9J CGNSTPf/CfILWRf.ONLL FTTON TFT CAO FTJ MRRnNrTF ..' GGNSI L`TtON PLA, Safi
aJ FRMTNEn R✓ rW CnNTRA(.•TO.R 1151NG D+E BAS[ FLOW
F TO. ATF
SN(JR N TMF C.nr P
5J N701"f OF t"ONSTgIJf"TT DN EASEMENT BHALL 6F MIN7NI7FD RA.SFr J/FON FIf1.D f.PNPTT70N5.
ANY DT.STf/RAAJ-MF (SJ EXCFF.OING AO' NqY RFRUlRE AfiRTTraw Nd TFR of/A(. rTY PERMITTING
OR 97 urA r/DN.
CONSTRUCTION SEQUENCE FOR STREAM CROSSING
7J rMSTAI.L Pf/MP ANO L INF TO %,HP FLOW FROM AREA UPSTAFA,V OF rrNPrARAAY STREAM
CAO,SSTf✓:i TO ARTA RDWN.STRFAA( !iF f.(T7RfJr F70N AREA, BEGIN PUMPING ANO
CCNr7N()tNR AMANPINfr h'Nf/.E WORYIk, NI THIN THE STREAM"
N �E"T
21 rM5'T444 UP.5TR,FAN Od,N FIL TFR FA7AR If., Al' TF..MP0.4ARY C.4P. COVER PIPE "'
K1TN FABRIC AVP .SANfi RAR.S dS BH:NN 'N TN.Sf7 4" N'fIL.. WDAK7Nfi TN THF 7RFAN.
ALLO4' .SrREAN F LOW THRoUrH CI4P AS' KININ fN INSET 6• N'HEN N.Di NORKTNr XITHIN
TNF .STREAM.
3j INSTALL OOFNSTRCAN T£NWRAR'( STDNF RAM ANO FILTER FAaRIC TO PREVENT
BACK FL CN INTO CONSTRIF_rroN AREA.
</ TPL5rALL.PROPOSED EARTH BERMS ALONG TOP OF BANK ON EACH SIDE OF THE
CONSTRUCTION AREA.
5) IN5rALL OFWATERM6 5A511Y GR SILT BAG AT TOP OF RANY. O£NATEP COMSTRUCMIV
AREA BETWEEN TEH•POPARY DAM U51Na" rHrS BASIN.
6J INSTALL Tr(£ 10 X f0' 5£0INENr TRAP 8.9 SILT BAG.
7J (A>ON CO•NSTRUf. LION f, O,NP_FT7nN, REMOTE 7Eff,"017ARY GAMS. FILTER FASRIL: A16
7ENPOAAR>' GAP. OEI'RES5 PEMr'+DRAR✓ OAN BOTTON5 INTO STREAM BED JNTIL TOP DF
RIP RAF 7S LE'A£L h'ZTH STREAM OCTTOM. .-PNVFHT TC LPG ,rl'ANLJA.40 1214 If CALLED
FOR 7N 7l(E COM^r TRUGTION PLANS.
Bj UPnN .SrARrl TIATfON GF CLFAREO ARFAR. REMOVE TWGRARY EARTH BERM. SEOL4:TNr
TRAP. ANO T,FKATfRTH' RA,SIN,
znF2
O r Y O E O R E E N S E O R O
STD. ND. REV.
STANDARD TEMPORARY CREEK
223C Sf 06-05
OS -970905
CROSSrr* ORrMS CONST WCKTON
US -OS
E.I.P.
I.P.S.
CONC, MON
PT.
R/W
E/P
C & G
T/C
PP
PIV
_- E
PK NAIL
WV
CO
G 1v1
GV
MH
FES
FH
LP
N/F
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C. 1.
G, 1.
CA CONIC,
G
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EX15T1 N&
ENTRANCE
E 'REMOVED
7�
0\
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\03
LEONE
EXISTING IRON PIN ,\
IRON PIN SET \\
CONCRETE MONUMENT
POINT \\
RIGHT-OF-WAY \ \\
EDGE OF PAVEMENT
CURB & GUTTER
TOP OF CURB
POWER POLE
POST INDICATOR VALVE
OVERHEAD UTILITY
MASONRY NAIL
WATER VALVE
CLEAN OUT
GAS METER
GAS VALVE
MANHOLE
FLARED END SECTION
FIRE HYDRANT
LIGHT POLE
NOW OR FORMERLY
WATER METER & BACKFLOW PREVENTER
WATER METER
UNDERGROUND SERVICE
BOLLARD
CURB INLET
GRATE INLET
CONTROLLED ACCESS
EXISTING CONCRETE
GAS PIPE LINE
WATERLINE
EXISTING
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. TF ;TION SEQUENCE:
1. CONTRACTOR SHALL ENSURE THAT ALL APPLICABLE PERMITS AND APPROVALS
HAVE BEEN OBTAINED PRIOR TO PROCEEDING WITH WORK ASSOCIATED WITH
THESE DOCUMENTS.
2. SCHEDULE A PRE -CONSTRUCTION CONFERENCE WITH OWNER, ALL
CONTRACTORS FOR LAND DISTURBANCE AND/OR EROSION CONTROL, AND
EROSION CONTROL AUTHORITY PERSONNEL TO DISCUSS THE EROSION CONTROL
PLAN.
3. FLAG THE NEW CONSTRUCTION LIMITS AS INDICATED ON THE PLAN, DO NOT
EXCEED PROPERTY BOUNDARIES WITHOUT WRITTEN APPROVAL OF ADJACENT
PROPERTY OWNERS, FLAG THE CLEAPJNG LIMITS AND VERIFY WITH THE OWNER
PRIOR TO CLEARING;.
4. INSTALL TFE EROSION CONTROL MEASURES AND GRADE SITE PER PHASED
EROSION CONTROL PIANS.
G'HA; E 3, EROMON CONTROL:
1. SILT FENCE AND SKIMMER BASIN #4.
2. INSTALL REMAINDER OF STORM DRAINAGE WITH INLET PROTECTION AS SOON
AS GRADING OPERATIONS ALLOW. INSTALL TEMPORARY DIVERSIONS TO THE
EXCAVATED INLET PROTECTION.
3. CONTRACTOR TO REMOVE EXISTING WATER AND SEWER LINES AS SHOWN ON
THE UTILITY FLAN.
4. GRADE AND INSTALL STONE BASE IN THE UPPER PARKING LOT ADDITION.
REMOVE SKIMMER BASIN 03 ONCE LOT IS STABILIZED AND WITH APPROVAL OF THE
EROSION CONTROL INSPECTOR.
S. GRADE AND INSTALL STONE BASE AND PAVEMENT FOR WENDOVER AVE. ROAD
WIDENING. PAVE PARKING LOTS.
S. GENERAL CONTRACTOR SHALL ENSURE THAT EROSION CONTROL DEVICES ARE
IN PLACE AND FUNCTIONING DURING ALL PHASES OF CONSTRUCTION.
7. STABILIZATION IS THE BEST FORM OF EROSION CONTROL. TEMPORARY
SEEDING IS NECESSARY TO ACHIEVE EROSION CONTROL ON LARGE DENUDED
AREAS AND ESPECIALLY WHEN SPECIFICALLY REQUIRED AS PART OF THE
CONSTRUCTfON SEQUENCE. ALL GRADED SLOPES MUST BE SEEDED AND
MULCHED WITHIN 21 DAYS.
8. CONTRACTOR SHALL ADJUST EXISTING EROSION CONTROL MEASURES AS
REQUIRED DURING THE CONSTRUCTION PROCESS. CONTRACTOR SHALL INSTALL
ANYADDITIONAL EROSION CONTROL MEASURES AS DEEMED NECESSARY BY THE
EROSION CONTROL INSPECTOR.
9. GROUND COVER SHALL BE ESTABLISHED ON EXPOSED AREAS WITHIN 21 DAYS
FOLLOWING ANY PHASE OF GRADING. ALL EROSION AND SEDIMENT CONTROL
PRACTICES SHALL BE CHECKED FOR STABILITY AND OPERATION FOLLOWINO
EVERY STORM EVENT, BUT IN NO CASE LESS THAN ONCE EVERY WEEK. ANY
REPAIRS OR CLEANING NECESSARY TO MAINTAIN EROSION AND SEDIMENT
CONTROL PRACTICES SHALL BE COMPLETED IMMEDIATELY.
10. ALL SEEDED AREAS SHALL BE REFERTILIZED, RESEEDED AS NECESSARY, AND
MULCHED ACCORDING TO THE SEEDING SCHEDULE.
EROSION CONTROL LEGEND
TEMPORARY SILT FENCE
TD> TD> TEMPORARY DIVERSION
TEMPORARY INLET PROTECTION
mm m DISTURBED LIMITS
GRAPHIC SCALE
40 0 20 40 80
( IN FEET )
1 inch = 40 ft.
160
REV151ONS
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ER05ION
CONTROL PLAN
FOR PHA5E 5
5GALE: 131 = 40'
PATE: 2/0'1/2010
FROJEGT:125-01
DRAWN 5YBBN
SHEET E; C 3A
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