20030655 Ver 1_COMPLETE FILE_20030602

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Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E., Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
September 4, 2003
DWQ# 03-0655
Forsyth County
Mr. Gene Miller
Winston-Salem/Forsyth County Schools
P.O. Box 2513
Winston-Salem, NC, 27102-2513
APPROVAL of 401 Water Quality Certification with Additional Conditions, Wetland Restoration Program
Dear Mr. Miller:
You have our approval, in accordance with the attached conditions, to place permanent fill in 220 linear feet of
perennial streams in order to construct East Forsyth High School Access Road in Forsyth County, as described in your
revised application received by the Division of Water Quality on August 27, 2003. After reviewing your application, we havE
determined that this fill is covered by General Water Quality Certification Number 3404. This Certification allows you to use
Nationwide Permit Number 14 when it is issued by the U.S. Army Corps of Engineers. In addition, you should get any other
federal, state or local permits before you go ahead with your project including (but not limited to) Sediment and Erosion
Control, Non-Discharge and Water Supply Watershed regulations. Also this approval will expire when the accompanying
404 permit expires unless otherwise specified in the General Certification.
This approval is only valid for the purpose and design that you described in your application. If you change your
project, you must notify us in writing and you may be required to send us a new application for a new certification. If the
property is sold, the new owner must be given a copy of the Certification and approval letter and is thereby responsible for
complying with all conditions. If total wetland fills for this project (now or in the future) exceed one acre, compensatory
mitigation maybe required as described in 15A NCAC 2H .0506 (h). For this approval to be valid, you must follow the
conditions listed in the attached certification and the additional conditions listed below:
1. We understand that you have chosen to contribute to the Wetland Restoration Program in order to compensate for the
impacts to streams. In accordance with 15A NCAC 2R.0402 and 15A NCAC 2B.0242(7), this contribution will satisfy
our compensatory mitigation requirements under 15A NCAC 2H .0506(h) and 15A NCAC 2B.0233(10). Until the
Wetland Restoration Program receives an6clears your check (made payable to: DENR - Wetlands Restoration
Program), stream impacts (including fill) shall not occur. Mr. Ron Ferrell should be contacted at [phone] if you
have any questions concerning the Wetland Restoration Program. You have one month from the date of this
Certification to make this payment. For accounting purposes, this Certification authorizes the fill of 220 linear feet of
perennial streams in the Yadkin River Basin, Cataloging Unit 03040101, and 220 linear feet of stream mitigation is
required. Please be aware that the Wetland Restoration Program (WRP) rules require rounding of wetland impacts to
the nearest foot (15A NCAC 2R .0503(b));
2. Instream work shall be prohibited from March 15 through June 30 to minimize impacts to spawning fish;
3. Heavy equipment shall be operated from the bank rather than in the stream channel in order to minimize sedimentation
and reduce the likelihood of introducing other pollutants into the stream;
4. The Division of Land Resources' Design Standards in Sensitive Watersheds (15A NCAC 04B .0124) must be adhered
throughout the life of this project;
5. The culverts required for this project shall be installed in such a manner that the original stream profiles are not altered.
Existing stream dimensions (including the cross section dimensions, pattern, and longitudinal profile) are to be
maintained above and below locations of each culvert. The culverts shall be designed and installed to allow for aquatic
life movement as well as to prevent head cutting of the streams. If any of the existing pipes are or become perched, the
appropriate stream grade shall be re-established or, if the pipes installed in a perched manner, the pipes shall be
removed and re-installed correctly.
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (htty://h2o.enr.state.nc.us/ncwetlands)
The establishment of native, woody vegetation and other soft stream bank stabilization techniques must be use(
practicable instead of rip rap or other bank hardening methods; If rip-rap is necessary, it shall not be placed in tr
stream bed, unless specifically approved by the Division of Water Quality.
Installation of culverts in wetlands must ensure continuity of water movement and be designed to adequately
accommodate high water or flood conditions.
Upon completion of the project, the Applicant shall complete and return the enclosed "Certificate of Completion"
notify NCDWQ when all work included in the §401 Certification has been completed. The responsible party sha
complete the attached form and return it to the 401/Wetlands Unit of the NC Division of Water Quality upon com
of the project. Please send photographs upstream and downstream of each culvert site to document correct ins
along with the Certificate of Completion form.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing. Yoe
act within 60 days of the date that you receive this letter. To ask for a hearing, send a written petition which confo
Chapter 150B of the North Carolina General Statutes to the Office of Administrative Hearings, 6714 Mail Service C
Raleigh, N.C. 27699-6714. This certification and its conditions are final and binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act. If y
any questions, please telephone Daryl Lamb in our Winston-Salem Regional Office at [phone] or Cyndi Kara
Central Office in Raleigh at 919-733-9721.
Sincerely,
Ala W. Klimek P.E.
AW K/cbk
Attachments
cc: Corps of Engineers Raleigh Regulatory Field Office
Daryl Lamb, Winston-Salem DWQ Regional Office
Central Files
File Copy
Ron Ferrell, WRP
Jay Guffey, 218 Gatewood Ave., Suite 102, High Point, NC, 27262
NORTH CAROLINA-DIVISON OF WATER QUALITY
401 WATER QUALITY CERTIFICATION
SUMMARY OF PERMITTED IMPACTS AND MITIGATION REQUIREMENTS
In accordance with 15A NCAC 2 H .0500, Mr. Gene Miller of Winston-Salem/Forsyth County Schools has permission
as outlined below to place permanent fill in 220 linear feet of perennial streams in order to construct the East Forsyth High
School Access Road in Forsyth County, North Carolina. All activities associated with these authorized impacts must be
conducted with the conditions listed in the attached certification. THIS CERTIFICATION IS NOT VALID WITHOUT THE
ATTACHMENTS.
COMPENSATORY MITIGATION REQUIREMENT
WETLAND RESTORATION PROGRAM
LOCATION:
COUNTY:
BASIN/SUBBASIN
Impacts:
220 linear feet of fill in perennial streams
East Forsyth High School Access Road
Forsyth
Yadkin (03-04-01-01)
As required by 15A NCAC 2H .0506, and the conditions of this certification, you are required to compensate for
the above impacts through the restoration, creation, enhancement or preservation of wetlands as outlined below prior to
conducting any activities that impact or degrade the waters of the state.
Mitigation:
220 linear feet of perennial streams by WRP required for the 401 Water Quality Certification. In correspondence dated',
August 15, 2003, the WRP indicated that up to 440 linear feet of stream mitigation will be conducted by WRP if necessary;-
for the 404 Permit.
Note: Linear foot requirements proposed to be mitigated through the Wetland Restoration Program must be rounded
to the nearest foot and acreage requirements must be rounded to one-quarter acre increments according to 15 2r
.0503(b).
One of the options you have available to satisfy the compensatory mitigation requirements is through the payment
of a fee to the Wetlands Restoration Fund per NCAC 2R .0503. If you choose this option, please sign this form and mail it
to the Wetlands Restoration Fund at the address listed below. An invoice for the appropriate amount of payment will be
sent to you upon receipt of this form. PLEASE NOTE, THE ABOVE IMPACTS ARE NOT AUTHORIZED UNTIL YOU
RECEIVE NOTIFICATION THAT YOUR PAYMENT HAS BEEN PROCESSED BY THE WETLANDS RESTORATION
PROGRAM.
Signature
Date
WETLANDS RESTORATION PROGRAM
DIVISON OF WATER QUALITY
1619 Mail Service Center
RALEIGH, N.C. 27669-1619
[phone]
P/D y-
DAVIS-MARTIN-POWELL & ASSOCIAT*2p .
ENGINEERING - LAND PLANNING - SURVEYING ? ' 401080UP
218 Gatewood Avenue, Suite 102, High Point, NC 27262
- Phone: [phone] / Fax: [phone] / e-mail: dmp@dmp-inc. com AUG
2 7 2uo3
''?TEAQUAL? S
TRANSMITTAL LETTER ECT1%
Date: August 22, 2003
To: Cyndi Karoly Re: East Forsyth High School Acce s
NC Division of Water Quality Road
401 Wetlands Certification Unit DMP Job No. E-3395
1650 Mail Service Center DWQ Project No. 03-0655
Raleigh, NC 27604-1650
We are sending you (X) attached () under separate cover the following items:
? Shop Drawings ? Samples ? Copy of Letter
? Prints ? Specifications ? Other
? Plans ? Disk
# Copies Drawing # Description Disposition
1 Response Letter
1 Traffic Impact Study
1 Revised Page 8 of PCN
1 Wetland Restoration Program acceptance
1 Construction Plans revised by Land Quality
Remarks:
By:
hyyu ey,EI
c: File
dmp
DAVIS - MARTIN - POWELL & ASSOCIATES, INC.
ENGINEERING • LAND PLANNING • SURVEYING
218 GATEWOOD AVENUE • SUITE 102 qE-T1t1k
HIGH POINT, NC 27262 AL f?i AP
PHONE [phone] • FAX [phone]
!"ATEAQUALITVS
August 22, 2003
RE': East Forsyth HS Access Road
DMP Job No. F,-3395
DWQ Project No. 03-0655
Cyndi Karoly
NC DWQ
401 Wetlands Certification Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
Dear Ms. Karoly,
't'hank you for your review of the 401 Water Quality Certification application for the Hast Forsyth High School
Access Road. 'file project does exceed 150 linear feet of perennial stream impacts which will require mitigation.
Winston-Salem/Forsyth County Schools desire to buy into the Wetlands Restoration Program to satisfy the
mitigation requirements in accordance with 15A NCAC 21-1 .0506(h). Fnclosed you will find it copy of the
acceptance letter from the Wetland Restoration Program.
Also enclosed you will find a Traflic Impact Study which shows other alternatives were investigated to alleviate
traffic congestion at Fast Forsyth High School. The recommendation of the traffic impact study was the proposed
road along with modifications to the internal traffic patterns of the school and a signalized intersection near the
entrance of, the school
Due to requirements from NC DENR land Quality Section to erect the requirements of the North Carolina
Sedimentation Pollution Control Act of 1973, additional rip rap will be needed upstream and downstream of the
proposed pipes The total length of pipe remains the same at 148 feet. The rip rap increased from 32 feet to 50 feet
on the downstream side and approximately 22 additional feet on the upst-cam side. The total length of impact is
approximately 220 linear feet. A revised Page 8 of the Pre-Construction Notification Application Form showing the
additional impacts is enclosed. The impact to he mitigated by the Wetland Restoration Program includes the
additional impacts from Land Quality
If you have any questions, please do not hesitate to give ere a call. I look forward to hearing from you.
RCSpCCt11111y,
Davis-Martin-Powcll and Associates
?r
Cc: Jim Moorefield (WS/FCS) w/out enclosure
Gene Miller (WS/ICS) w/out enclosure
Todd Tugwell (US Army ('UI?) w/ enclosure
1. Provide a written description of the proposed impacts:
2. Individually list wetland impacts below:
Wetland Impact
Site Number
indicate on ma)
Type of Impact* Area of
Impact
acres Located within
100-year Floodplain**
(es/no) Distance to
Nearest Stream
(linear feet
Type of Wetland***

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://www,fema.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property:
Total area of wetland impact proposed:
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact
Site Number
indicate on ma)
Type of Impact* Length of
Impact
(linear feet
Stream Name** Average Width
of Stream
Before Impact Perennial or
Intermittent?
(please secif
1 60" RCP 148 UT Kerners Mill Creek 5 Intermittent
1 Rip Rap 72 UT Kerners Mill Creek 5 Intermittent

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.usgs.gov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mapguest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 220
Page 8 of 12
DWQ NCWRP 919 733 5321 08/22 '03 08:32 N0.661 02/02
North Carolina
Department of Environment and Natural Resources
Michael F. Easley, Governor
William G. Ross Jr., Secretary
ern
NCDIENR
August 15, 2003
Gen.e Miller
Assistant Superintendent WSI CS
Winston-Salem/Forsyth County Schools
P.O. Box 2513
Winston-Salem, NC 27102-2513
Subject: Project: East Forsyth High School Access Road
County: Forsyth
The purpose of this letter is to notify you that the North Carolina Wetlands Restoration Program (NCWRP) is
willing to accept payment for stream impacts associated with the subject project.. Please note that the decision by
the NCWRP to accept the mitigation requirements of this project does not assure that this payment will be
approved by the U.S. Array Corps of Engineers and the N.C. Division of Water Quality Wetlands/401 Unit. It is
the responsibility of the applicant to contact these agencies to determine if payment to the NCWRP for impacts
associated with this project is appropriate.
This acceptance is valid for six months from the date of this letter. If we have not received a copy of the issued
404 Permit/401 Certification within this time frame, this acceptance will expire.
Based on the information supplied by you in a letter dated August 7, 2003 the stream restoration that is necessary
to satisfy the compensatory mitigation requirements for this project is summarized in the following table. The'
maximum amount of mitigation that the NCWRP will accept for this project is also indicated in this table.
Stream
(linear feet Wetlands Riparian
acres Riparian Buffer
ft2
Impacts 220
Mitigation Maximum 440
The stream mitigation will be provided as specified in the 401 Water Quality Certification and/or Section 404
Permit for impacts associated with the subject project in Cataloging Unit 03040101 of the Yadkin River Basin.
The mitigation, will be performed in accordance with the Memorandum of Understanding between the N.C.
Department of Environment and Natural Resources and the U.S. Army Corps of Engineers dated November 4,
1998.
If you have any questions or need additional information, please contact Carol Shaw at [phone].
Sin ly,
00
Ronald E. Ferrell,
Program Manager
cc: Cyndi Karoly, Wedands/4ol Unit
Todd Tugwell., USACOE-Raleigh
Steve Mitchell, DENR Regional Office-Raleigh
Wetlands Restoration Program 1619 Mail Service Center Raleigh, NC 27699-1619
[phone] Fax: [phone]
i

•
John Davenport Engineering
Transportation Engineering Services
Mailing Address: P.O. Box 4131, Winston-Salem, NC 27115-4131
Office Address: 3051 Butterfield Drive, Winston-Salem, NC, 27105
336.744.1636 (direct) / 336.744.3329 (office) / 336.744.1950 (fax)
E-mail: [e-mail]
Traffic Impact Study
Prepared for
Winston-Salem/Forsyth County Schools
Proposed Traffic Flow
Improvements at
East Forsyth High School
Kernersville, NC - Forsyth County
Prepared by:
John M. Davenport, Jr., PE
Project Number JMD0310
5/12/2003
Ol6am
466
#it fill',
Proposed Traffic Flow Improvements at
East Forsyth High School
Traffic Study
Table of Contents
1.0 Introduction ............................................................................................................ 2
2.0 Existing Conditions ................................................................................................ 3
2.1 Surrounding Roadways ......................................................................................3
2.2 Traffic Volumes ................................................................................................... 3
2.2 Traffic Volumes ................................................................................................... 3
Figure 2 - Site Map ................................................................................................... 4
3.0 Existing Conditions .............................................................................................. .. 5
3.1 Arrival ................................................................................................................ ..5
3.2 Dismissal ............................................................................................................ ..5
Figure 3 - Existing Conditions ............................................................................... .. 6
4.0 Analysis of Proposed Site Development ............................................................ .. 7
4.1 Alternatives ........................................................................................................ ..7
Figure 4-A - Alternative 1 AM Peak ..................................................................... .. 8
Figure 4-B - Alternative 1 Dismissal Peak ............................................................ .. 9
Figure 4-C Proposed Traffic Patterns .................................................................... 10
Figure 5-A - Alternative 2 AM Peak ..................................................................... 11
Figure 5-B - Alternative 2 Dismissal Peak ............................................................ 12
Figure 5-C - Alternative 2 Proposed Traffic Patterns ........................................... 13
4.1 Methodology .......................................:............................................................. 14
4.2 Level of Service Analysis .................................................................................. 15
4.3 Additional Analysis .......................................................................................... 15
4.4 Traffic Signal Warrant Analysis ....................................................................... 18
5.0 Recommendations ................................................................................................ 19
6.0 Conclusion ............................................................................................................ 20
7.0 Appendix ............................................................................................................... 21
7.1 Trip Generation ................................................................................................. 22
7.2 Traffic Volume Data .......................................................................................... 23
7.3 Level of Service Analysis .................................................................................. 24
7.4 Signal Warrant Analysis ................................................................................... 25
5/12/2003 JMD0310 - East Forsyth High School Improvements

1.0 Introduction
Winston-Salem Forsyth County Schools proposes to make some traffic flow
improvements at the East Forsyth High School site located in Forsyth County
near Kernersville, NC. In addition, a new 50,000 sf administration building is
planned for the site. The work is planned to be complete in 2004.
Winston-Salem Forsyth County Schools decided to have a traffic flow study
completed to determine the impact of this project. Transportation engineering
consultant firm John Davenport Engineering was contracted to provide the traffic
study for this proposed project. This report will address the impact of the
proposed changes and make recommendations for these proposed
improvements.

1-V
5/12/2003 JMD0310 - East Forsyth High School Improvements
2.0 Existing Conditions
r
2.1 Surrounding Roadways
West Mountain Street is a collector facility that has commercial, residential and
industrial development. It also serves as a connector between Winston-Salem
and Kernersville. The cross section of the road is two lanes undivided, however
in the vicinity of the school there is a continuous left turn lane. The pavement
width is approximately 36 feet. The speed limit is 45 MPH. West Mountain
Street is maintained by the North Carolina Department of Transportation.
Hastings Hill Road is a rural collector facility that has primarily residential and
agricultural development. The cross section of the road is two lanes undivided.
The pavement width is approximately 24 feet. The speed limit is 45 MPH.
Hastings Hill Road is maintained by the North Carolina Department of
Transportation.
2.2 Traffic Volumes
School operations were observed on 3/26/2003,4/l/2003 and 4/24/2003.
Weather conditions were clear. Turning movement counts were taken at the
following locations:
West Mountain Street Q East Forsyth Main Entrance
West Mountain Street ® Hastings Hill Road
Hastings Hill Road Q East Forsyth Access Driveway
Main Drive Q Access Drive
Turning movement counts were taken around the arrival and dismissal times for
the schools. In addition, a 13-hour count was taken at West Mountain Street Q
Hastings Hill Road. The times provided by Winston-Salem Forsyth County
Schools were approximately 7.30 AM - 2:30 PM for East Forsyth High School.
Figure 3 contains the summary of the traffic volumes for a typical weekday at the
school site.
5/12/2003 JMD0310 - East Forsyth High School Improvements

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OHN SITE MAP
` VENPORT EAST FORSYTH TRAFFIC FIGURE 2
E!CISITING CONDITIONS
3.0 Existing Conditions
As stated earlier, the hours of operation of this school are approximately 7:30 AM
to 2:30 PM. This school currently has a student population of 1,750 students and
approximately 16 busses. The following paragraphs describe the events observed
during a typical day:
3.1 Arrival
Traffic begins entering the site around 6:45 AM. Traffic entering from West
Mountain Street is almost equally distributed from the east and west. A traffic
officer is utilized to help with left turns into and out of the site. Between 6:45
AM and 7:00 AM traffic begins to queue from the campus along the main
driveway. Traffic along the main driveway blocks the intersection at the access
road to Hastings Hill. Traffic from the access road can only move when a
courteous driver lets them in, there traffic queues about halfway back to
Hastings Hill Road. As traffic queues in the main drive, it causes major
congestion on West Mountain Street. By 7:00 AM, traffic in both directions of
West Mountain is stopped. Traffic queues reach several thousand feet in the
eastbound direction. These conditions continue until approximately 7:30. Traffic
is clear by 8:00 AM. i
3.2 Dismissal
Dismissal traffic patterns are not as extreme, however significant delays are
observed on West Mountain Street. Traffic backs up several hundred feet in each
direction. This condition is primarily due to the traffic officers stopping traffic to
allow busses and vehicles to leave the school. No significant delays are observed
on Hastings Hill Road at the Access Road. Traffic is clear by 3:00 PM.
y
It
5/12/2003 JMD0310 - East Forsyth High School Improvements 5
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WENPORT EAST FORSYTH TRAFFIC TRAFFIC VOLUMES FIGURE 3
i MANFERING FLOW I??vIPROV*vIFNTS
1

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4.0 Analysis of Existing and Proposed Conditions
4.1 Alternatives
Based on the existing conditions, two al
treatment of the current problems. The
entrance from West Mountain a two-lar
The access road to Hastings Hill Road v
exiting the campus. Additionally, traffi
campus would become one-way.
rnatives were developed for the
rst alternative involved making the
one-way driveway onto the campus.
uld be a two-lane one-way driveway
?atterns serving the parking lots on
The second alternative would involve many of the same changes proposed in
Alternative 1; however in addition, a new access road would be constructed
approximately 500 feet south of the current access road on Hastings Hill Road.
The new roadway would serve the southern parking lots and the bus lots.
Both of these alternatives, as well as the proposed traffic volumes can be found in
Figures 4 A, B, C and Figures 5 A, B, C.
5/12/2003 JMD0310 - East Forsyth High School Improvements
7
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TRAFFIC VOLUMES
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DAVENPORT EAST FORSYTH TRAFFIC (3:00-4:00 PM) FIGURE 4(B)
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PATTERN FIGURE 4(C)
FLOW INIPROVNIENTS
i ' .. WITHOUT PROPOSFr' ROAD

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NPORT EAST FORSYTH TRAFFIC (6:4S-7:45 ANI) FIGURE 5(A)
,GINEERING FLOW IMPROVNIENTS TRAFFIC VOLUMES

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' OHN PROPOSED DISMISSAL
I ENPORT I EAST FORSYTH TRAFFIC (3.004:00 PM) FIGURE 5(B)
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.? 1.?-••t 41
f` e tt
' -OHN PROPOSED PROPOSED TRAFFIC
ENPORT EAST FORSYCH TRAFFIC PATTERNS FIGURE 5(C)
WITH PROPOSED
FLOW IMPROVNIENTS
' CONNECTOR ROAD
4.2 Methodology
The proposed traffic patterns were analyzed with existing volumes to determine
the effects of the improvements. As mentioned earlier, turning movement counts
were taken on site at the entrances to the campus. The proposed traffic volumes
distributed onto the network based on the two plans. The arrival and dismissal
peaks of all intersections were analyzed.
The Transportation Research Board's Highway Capacity Manual' utilizes a term
"level of service" to measure how traffic operates in intersections and on
roadway segments. There are currently six levels of service ranging from A to F.
Level of Service "A" represents the best condition and Level of Service "F"
represents the worst. Below are figures that give Level of Service (LOS) criteria
for signalized and unsignalized intersections. -
HCM Table 9-1: Signalized
Level of
Service Control Delay
Per vehicle (sec)
A 510
B >10and520
C > 20 and 5 35
D > 35 and 5 55
E > 55 and 5 80
F > 80
HCM Table 10-7. Unsignalized
Level of
Service Delay Range
(sec)
A 510
B > 10 and 515
C >15and525
D > 25 and :5 35
E > 35 and :5 50
F > 50
Synchro Traffic Modeling Software was used to analyze the intersections. The
results of this analysis are displayed in Table 2. All worksheet reports from the
analyses can be found in the Appendix.
1 Transportation Research Board. National Research Council. Highway
Capacity Manual 1994, Washington, DC. 1997. Chapters 9,10
5/12/2003 JMD0310 - East Forsyth High School Improvements 14
4.3 Level of Service Analysis
The following table represents the anticipated Level of Service for the effected
intersections.
Table 1- Level of Service
Intersection/Driveway Arrival Peak Delay Dismissal Delay
Alternative 1 8:00 - 9:00 A (secs) 3:004:00 P (secs)
OS OS
West Mountain Street ® B 9.9 A 3.1
Main Driveway
West Mountain Street ® F 902.4 F 57.4
Hastings Hill Road
Hastings Hill Road ® E 46.2 E 48.8
Access Road
Intersection/ Driveway Arrival Peak
8:00 - 9:00 A Delay
(secs) Dismissal
3:004:00 P Delay
(secs)
Alternative 2 LOS OS
West Mountain Street Q A 4.8 A 2.4
Main Driveway
West Mountain Street ® F 277.4 C 17.9
Hastings Hill Road
Hastings Hill Road ® C 15.1 E 47.6
Access Road
Hastings Hill Road Q New B 11.9 A 9.4
Access Road
Note for stop sign controlled unsignalized intersections, the level of service
noted is for the worst approach. Also, WSFC Schools proposes to change the
school hours to 8:45 AM - 3:30 PM for the 2003-2004 school year.
4.4 Additional Analysis
The West Mountain Street ® Hastings Hill Road intersection is projected to
function at a LOS F for the arrival and dismissal peak during Alternative 1 and
for the arrival peak of Alternative 2. At the request of NCDOT, a signal warrant
analysis was conducted for this location. In addition, this intersection was
modeled with a traffic signal. NCDOT was particularly interested in the effect of
a traffic signal on the 32 acre business park located off Peddycord Park Court
(see figure 6).
5/12/2003 JMD0310 - East Forsyth High School Improvements 15

In order to simulate this condition, additional traffic counts were taken on
Peddycord Park Court. NCDOT asked that the intersection be modeled with the
assumption that the entire park would be build out. Institute of Transportation
Engineers (ITE) Trip generation software was used to determine the projected
trips for the 32 acre business park.
Table 2: 'T'rip Generation
Land-Use Weekday
Volume AM
Enter AM
Exit PM
Enter PM
Exit
Peddilcord Park Business Park i
32-Acre Light Industrial Park 1,658 199 41 51 181
These trips were distributed based on the existing traffic patterns at the
intersection. Additionally, since the arrival and dismissal peak of East Forsyth
High School occur at times other than normal rush hours, the peak trips were
distributed based on the percentage of the total volume using Peddycord Park
Drive during the school hours. Figure 7 contains these projected volumes.
5/12/2003 JMD0310 - East Forsyth High School Improvements 16
''
p1 1
R. l/ t x?
7 ^ ? ,Y r 1 F
Figure 7 - Projected Volumes
Note that the AM peak hour trips were reduced because approximately only 89%
of the peak hour traffic (7-8 AM) was observed during the school peak (8-9 AM).
Similarly, 67% of the PM peak hour traffic was used for the dismissal peak of 3-4
PM.
The following tables contain the results of the level of service analysis for this
area based on the signalization of West Mountain Street @ Hastings Hill Road.
5/12/2003 JMD0310 - East Forsyth High School Improvements 17
Table 3.1- West Mountain Street @ Hastings Hill Road
W. Mountain @
Hastings Hill
Alternative 1
2004 no-signal
2004 signalized
LOS Delay (sec) LOS Delay (sec)
Arrival Peak F 902.4 B 17.7
Dismissal Peak F 57.4 A 7.7
W. Mountain @
Hastings Hill
Alternative 2
2004 no-signal
2004 signalized
16 LOS Delay sec LOS Delay sec
Arrival Peak F 277.4 B 13.2
Dismissal Peak C 17.9 B 13.8
Table 3.2 West Mountain Street @ Peddycord Park Court
W. Mountain @
Peddycord Court
Alternative 2
Build Out of
Business Park
LOS Delay sec
Arrival Peak C 21.9
Dismissal Peak C 20.2
i'.
NCDOT asked that a close look be taken into the West Mountain Street/Hastings
Hill Road/Peddycord Park Court area to determine the effects of a traffic signal.
AM peak hour traffic currently blocks Peddycord Park Court because there is
only 175' between the intersections. Optimally, Peddycord Park Court should be
lined up across from Hastings Hill Road. This would create a standard four leg
intersection and would easy to signalize. However, because of right of way
constraints, this is not possible. The level of service and Synchro modeling
indicated that a traffic signal at West Mountain Street @ Hastings Hill Road
would have minimal effect on traffic using Peddycord Park Court. In fact,
because of the changes to traffic flow entering and exiting the campus, conditions
at Peddycord Park Court are projected to improve. The model indicates minimal
queuing during school hours.
4.5 Traffic Signal Warrant Analysis
A traffic signal warrant analysis was conducted for this location based on the
exiting volumes and projected volumes for the development. The Manual on
Uniform Traffic Control Devices (MUTCD) Millennium Edition provides
5/12/2003 JMD0310 - East Forsyth High School Improvements
18

MUTCD contains eight warrants that should be considered. Of these warrants,
the analysis revealed the following were met:
Warrant 2 - Four Hour Vehicular Volume (70%) factor - 5 hours met
Warrant 3 - Peak Hour (70%) factor - 5 hours met
Warrant 8 - Roadway Network - meets Standard A
Note that a 13-hour traffic count was taken for this intersection with no breaks
from 6 AM and 7 PM. A delay study was also conducted and revealed 1.308
vehicle-hours of delay currently during the PM (4-5 PM) peak.
Based on the level of service analysis and the traffic signal warrant analysis, it is
recommended that a traffic signal be installed at this location.
5.0 Recommendations
Based on the above mentioned data and the level of service analysis, as well as
discussions with NCDOT and WSFC School officials, the following
recommendations are made:
It is recommended that the interior traffic flow patterns be improved. By
changing the traffic flow to one-way through most of the campus, major
flow improvements will be realized. Two lanes should enter the campus.
One lane should be exclusively for drop-off/pick-up, and the other for
parking students.

• It is recommended that Alternative 2 be selected for the traffic flow
improvements. This alternative requires the construction of a new road
that will serve the southern parking lots and the bus lot. This alternative
provides the most benefit in terms of level of service.
In addition to the new traffic flow improvements on campus, it is
recommended that a traffic signal be installed at the intersection of West
Montanan Street @ Hastings Hill Road. A traffic signal at this location is
critical to make Alternative 2 work. Additionally, a right turn lane should
be constructed at the main driveway on West Mountain Street. It should
be designed in a way that will allow right turning traffic to flow without
affecting the left turning traffic from West Mountain Street.
5/12/2003 JMD0310 - East Forsyth High School Improvements 19
' 6.0 Conclusion
Cooperation between the Winston-Salem Forsyth County School system and
NCDOT is necessary to insure that the students, staff and motorists in the area of
the school are best served. Preliminary discussions reveal that NCDOT has
indicated that it would be willing to pay for the installation of the traffic signal at
West Mountain Street @ Hastings Hill Road if a traffic signal warrant study was
completed. WSFC Schools has indicated that it will make the internal changes on
campus. Additionally, WSFC Schools has indicated that it would be willing to
construct the right turn lane on West Mountain Street (assuming there is right-of
way).
The Winston-Salem/Forsyth County School System has taken an aggressive step
towards solving a major traffic problem at East Forsyth High School. This report
outlines the recommended steps needed to achieve the goal. The proposed
changes may not eliminate all of the traffic problems; however they will be a
major improvement over the existing conditions.
5/12/2003 JMD0310 - East Forsyth High School Improvements 20
7.0 Appendix
5/12/2003 JMD0310 - East Forsyth High School Improvements 21
'11
7.1 Trip Generation
5/12/2003 JMD0310 - East Forsyth High School Improvements 22
MSTA School Traffic Calculations
AM and PM Pak Traffic Estimates
(These numbers do not reflect peak hour traffic volumes)
School Name: East
Is this a PUBLIC school?r-
Parants Buses T parts tls -IN, --Fs=ft F Patsnfs T -Buses-:
F$? ZA
:•
Direction Partin Buses Paetdty
161 16 161
161
NOTE: Traffic volumes retied peak traft to Total
school operatkx which normally take AN HM
place in appnndmately 30 minutes. Trips
Version: 4232002 `
*1 FIR
dos.
rar r ?ierlawnlO
Trips Patarrts Buses DrlrdMk Tr1ps,
839 76 76
-TOM
Ail PM
Calculated 3131/2003 By:
4OW OWN
1
f'
?1\
1
Peddycord Business Park
Summary of Trip Generation Calculation
For 32 Acres of General Light Industrial
May 07, 2003
Average Standard Adjustment Driveway
Rate Deviation Factor Volume
Avg. Weekday 2-Way Volume 51.80 32.69 1.00 1658
7-9 AM Peak Hour Enter 6.23 0.00 1.00 199
7-9 AM Peak Hour Exit 1.28 0.00 1.00 41
7-9 AM Peak Hour Total 7.51 6.51 1.00 240
4-6 PM Peak Hour Enter 1.60 0.00 1.00 51
4-6 PM Peak Hour Exit 5.66 0.00 1.00 181
4-6 PM Peak Hour Total 7.26 5.99 1.00 232
Saturday 2-Way Volume 8.73 7.91 1.00 279
Saturday Peak Hour Enter 0.45 0.00 1.00 14
Saturday Peak Hour Exit 0.51 0.00 1.00 16
Saturday Peak Hour Total 0.96 1.55 1.00 31
Note: A zero indicates no data available.
Source: Institute of Transportation Engineers
Trip Generation, 6th Edition, 1997.
TRIP GENERATION BY MICROTRANS

I
Print Window
12 parcels were found. 1 through 12 currently displayed.
1-12]
Blocklot/ Tax Juris / Sale I
Status Owner Property Address Acres Total Value gook/

Info
Mop & Info 3267AO01 FANKHAUSER, RALPH JAMES 101
PEDDYCORD PARK DR FC
$145
600 09/1&
C FANKHAUSER, RITA T 1.21 , 2200/
Info Map & Info 3267CAO02 LAND INVESTMENTS 111 PEDDYCORD PARK DR FQ $61,900
1.92 1734/
Info Map & Info 3267AO03
C
LAND INVESTMENTS
121 PEDDYCORD PARK DR FC $50,100
1.63 1734/
Info Map & Info 3267CAO04 LAND INVESTMENTS 131 PEDDYCORD PARK DR FC $51,300
5.56 1734/

Info
Map & Info 3267AO05
C
DANNER, JAMES E,
151 PEDDYCORD PARK DR FC
$1 12110)
3.11 2146/
Info Map & Into 3267AO06
C
LAND INVESTMENTS
150 PEDDYCORD PARK DR C $336,000
3.58 17341
Info Map & Info 3267C 007 EMMCO REALTY INC 140 PEDDYCORD PARK DR FC
$1 06110
5.64 2180
Into M?.1 p_6.,I*, 3267C 008 LAND INVESTMENTS 220 PEDDYCORD PARK CT F
C $58,900
1
9
6 1734/
Info, MaP,&. info 3267AO09
C
LAND INVESTMENTS
210 PEDDYCORD PARK CT C
1 $151,900
.29 1734/
Info Map_&_Info 3267AO10 ENSCORE, GLENN W JR 200 PEDDYCORD PARK CT FC $417
800
C ENSCORE, SUSAN C 3.31 , 2093/
Info Map & Info 3267C 012 LAND INVESTMENTS 215 PEDDYCORD PARK CT FC. $50,700
1.79 1734/
Info Map &_Info
3267AO13
LAND INVESTMENTS
225 PEDDYCORD PARK CT
FC
$35,500
1.07 1734/
5Z "V4,
Geo-Data Home I Tax Office I Forsyth County Web site I Forsyth County Departments
Forsyth Count y Commissioners I Forsyth County Employees VMnston-Salem
Contact Us I Help I ROK Technologies, Inc. I
http://198.85.21.14/scriptslesrimap. dll?Name=Search_2002&Cmd=Parcel&mclick=zin&ila... 5/7/2003
1
1
1
1
r

1-1
Business Park Trip Calculations
hour sb appr. From East From West total percent
6 4 8 9 21 7%
7 8 7 14 29 9%
8 15 8 3 26 8%
9 13 3 4 20 7%
10 7 6 6 19 6%
11 11 6 3 20 7%
12 20 8 5 33 11%
13 7 6 6 19 6%
14 7 6 2 15 5%
15 13 4 8 25 8%
16 25 6 6 37 12%
17 18 6 0 24 8%
18 12 3 4 19 6%
160 77 70 307 100%
From East From West
52% 48%
AM Enter 177 93 84 89% of peak (8% vs 9%)
PM Enter 34 18 16 67% of peak (8% vs 12%)
AM Exit 36 19 17 89% of peak (8% vs 9%)
PM Exit 121 63 58 67% of peak (8% vs 12%)
7.2 Traffic Volume Data

5/12/2003 JMD0310 - East Forsyth High School Improvements 23
I
i
?c

AM PM
Enter 745 Enter 173
Exit 379 Exit 439
1124 612 1736
? t

Hastings Hill @ Access Drive r Hastings Hill @ Access Drive
AM current site 8-9A revised PM current site 3-413 revised
NBT 100 239 90 329 NBT 97 13 115 128
NBL 239 -239 0 0 NBL 13 -13 0 0
SBT 48 0 41 41 SBT 107 0 110 110
SBR 7 0 0 0 SBR 3 0 0 0
EBL 38 255 0 293 :- EBL 11 358 0 369
EB
R 73 13 0 86 EBR 51 19 0 70
--
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West Mountain @ Main Drive ,P
Ni West r
11
J
o
Mountain @ Main Drive

AM current site 8-9A revised PM current site 3-413 revised
NBR 109 0 0 0 ? ; -`NBR 218 0 0 0
NBL 159 0 0 0 N B L 159 0 0 0
WBT 319 0 376 376 ?. WBT 247 0 262 262
WBL 226 465 0 465 WBL 58 84 0 84
EBR 273 273 0 273
51

EBR

99

99

0

99
EBT 171 0 247 247 EBT 293 0 339 339

b? ?; - F
+ rat?^ ..yl SIN
T ?' L .rjW
E 't

Ali `'"A e+:h
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n

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'
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#?+ I t '?
`? J ?
'
West Mountain @ Hastings Hill '
^ ., .:
West Mountain @ Hastin gs Hill
AM current site 8-9A revised PM current site 3-4P revised
NBR 57 140 55 195 NBR 69 207 39 246
NBL 95 392 70 462 ° NBL 84 164 76 240
WBT 446 233 310 543 .,~ WBT 224 61 240 301
WBL 33 0 32 32 ;? WBL 41 0 34 34
EBR 49 0 74 74 E B R 77 0 73 73
EBT 234 0 179 179 ' EBT 398 0 243 243

Hasting s Hill @ Access Drive Hastings Hill @ Access Drive
AM current site 8-9A revised PM current site 3-4P revised
NBT
NBL 100
239 0
0 90
0 90
0 NBT
NBL 97
13 0
0 115
0 115
0
SBT 48 0 41 41 SBT 107 0 110 110
SBR
EBL 7
38 0
255 0
0 0
255 SBR
EBL 3
11 0
358 0
0 0
358
EBR 73 13 0 13 EBR 51 19 0 19

Hasting s Hill @ New Drive Hasting s Hill @ New Drive
AM current site 8-9A revised ` PM current site 3-41P revised
NBT 0 0 128 128 NBT 0 0 117 117
NBL 0 239 0 239 NBL 0 13 0 13
SBT 0 0 54 54 SBT 0 0 129 129
SBR 0 7 0 7 SBR 0 3 0 3
EBL 0 38 0 38 EBL 0 11 0 11
EBR 0 73 0 73 EBR 0 51 0 51
West Mountain @ Main Drive West M ountain @ Main Drive
AM current site 8-9A revised PM current site 3-41? revised
NBR 109 0 0 0 NBR 218 0 0 0
NBL 159 0 0 0 NBL 159 0 0 0
WBT 319 0 376 376 WBT 247 0 262 262
WBL 226 226 0 226 WBL 58 58 0 58
E B
R
273
273
0
273
EBR
99
99
0
99
EBT 171 0 247 247 EBT 293 0 339 339

West Mountain @ Hastings Hill West M ountain @ Hastings Hill
AM current site 8-9A revised PM current site 3-4P revised
NBR 57 102 55 157 NBR 69 207 39 246
NBL 95 153 70 223 NBL 84 151 76 227
WBT 446 226 310 536 WBT 224 58 240 298
WBL 33 0 32 32 WBL 41 0 34 34
EBR 49 0 74 74 EBR 77 0 73 73
EBT 234 0
179 179 EB
T
398
0
243
243

John Davenport Engineering
336.744.1636 fax [phone]
Counter: Jamar File Name : Hastings Hill @ School Drive
?. Counted By: J.Davenport Site Code : 00000027
Weather: Partly Cloudy Start Date : 03/26/2003
Other: Page No : 1
Grou s Printed- Unshifted

From North From East From South From West
Start Time Rlgh
t Thru Left Peds App.
Total Righ
t Thru Left Peds App.
Total Righ
t Thru Left Peds App Righ Thru Left Pods App. Int.

Factor
1.0
1.0 1.0 1.0
1.0
1.0 1.0 1.0
1.0
1.0 1.0 1.0 Total t
1.0
1.0 1.0 1
0 Total Total
06:30 AM 1 27 0 0 28 0 0 0 0 0 0 33 12 0 45 4 .
0 3 0 7 80
06:45 AM 3 5 0 0 8 0 0 0 0 0 0 17 57 0 74 26 0 14 0 40 122
Total 4 32 0 0 36 0 0 0 0 0 0 50 69 0 119 30 0 17 0 47 202
07:00 AM
07:15 AM 1
2 2
1 0 0 3 0 0 0 0 0 0 22 107 0 129 19 0 14 0 33 165
4 0 0 16 0 0 0 0 0 0 28 63 0 91 24 0 7 0 31 138
07:30 AM 0 20 0 0 20 0 0 0 0 0 0 41 2 0 43 2 0 0 0 2 65
07:45 AM 1 18 0 0 19 0 0 0 0 0 0 16 1 0 17 1 0 0 0 1 37

\ Total 4 54 0 0 58 0 0 0 0 0 0 .107 173 0 280 46 0 21 0 67 405
08:00 AM 1 9 0 0 10 0 0 0 0 0 0 18 0 0 18
0
0
0
0
0
28
08:15 AM 1 5 0 0 6 0 0 0 0 0 0 11 4 0 15 0 0 0 0 0 21
08:30 AM
08:45 AM 1
1 10
17 0
0 0
0 11
18 0
0 0
0 0
1 0
0 0
1 0
0 28
33 1
_ 3 0
0 29
36 2
3 0
0 0
0 0
0 2
3 42
58
Total 4 41 0 0 45 0 0 1 0 1 0 90 8 0 98 5 0 0 0 5 149
09:00 AM 1 11 0 0 12 0 0 0 0 0 0 15 3 0 18 1 0 0 0 1 31
1
I I I 0 1
09:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1
""" BREAK
Total 4 19 0 0 23 0 0 0 0 0 0 21 3 0 24 2 1 0 0 3 50
" BREAK -
01:00 PM 1 8 0 0 9 0 4 0 0 4 0 19 2 0 21 0 3 0 0 3 37
01:15 PM 0 25 0 0 25 0 0 0 0 0 0 19 3 0 22 10 1 0 0 11 58
01:30 PM 0 20 0 0 20 0 0 0 0 0 0 27 4 0 31 4 0 0 0 4 55
01:45 PM 1 22 0 0 23 0 0 0 0 0 0 22 8 0 30 3 0 0 0 3

Total
2
75
0
0
77
0
4
0
0
4
0
87
17
0
104
17
4
0
0
21 56
206-
02:00 PM 1 11 0 0 12 0 0 0 0 0 0 28 12 0 40 7 0 0 0 7 59
02:15 PM 4 6 0 0 10 0 0 0 0 0 0 7 11 0 18 29 0 8 0 37 65
02:30 PM 2 2 0 0 4 0 0 0 0 0 0 5 2 0 7 9 0 1 0 10 21
02:45 PM 1 13 0 0 14 0 0 1 0 1 0 16 5 0 21 9 0 0 0 9 45
Total 8 32 0 0 40 0 0 1 0 1 0 56 30 0 86 54 0 9 0 63 190

03:00 PM
03:15 PM 1
1 20
32 0
0 0
0 21
33 0
0 0
0 0
0 0 0 0 15 3 0 18 44
? 0 0 6 45
0 0 0 26 4 0 30 7 0 0 5 68
03:30 PM 0 42 0 0 42 0 0 0 0 0 0 40 1 0 41 8 0 0 0 8 91
t Grand
Total
28
347
0
0
375
0
4
2
0
6
0
492
308
0
800
171
5
49
0
225
1406
Apprch % 7.5 92.5 0.0 0.0 0.0 66.7 33.3 0.0 0.0 61.5 38.5 0.0 76.0 2.2 21
8 0
0
Total % 2.0 24.7 0.0 0.0 26.7 0.0 0.3 0.1 0.0 0.4 0.0 35.0 21.9 0.0 56.9 12.2 0.4 .
3.5 .
0.0 16.0

From North From East From South From West
Start Time Rigt Thru Left Peds App•
Total Righ
t Thru Left Peds App'
Total Rlgh
t Thru Left Peds App. Righ Thru Left Peds App. Int.

Peak Hour Fro
m 06:30
AM to 1100 AM Peak 1
f 1 Total t Total Total
o
Intersectio 06:30 AM

Volume 7 48 0 0 55 0 0 0 0 0 0 100 239 0 339 73 0 38 0 111 505
Percent 12.7 87.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 29.5 70.5 0.0 65.8 0
0 34
2 0
0
07:00
Volume
1 2
0
0
3
0 0
0
0
0
0 22
107
0
129 .
19 0 .
14 .
0
33 165
Peak

Factor

1

1 0.765
High Int. 06:30 AM 6:15:00 AM 07:00 AM 06:45 AM
Volume 1 27 0 0 28 0 0 0 0 0 0 22 107 0 129 26 0 14 0 40

Peak 1

?'
Factor 0.491
0.657
0.694

John Davenport Engineering
336.744.1636 fax [phone]
File Name : Hastings Hill @ School Drive
Site Code : 00000027
Start Date : 03/26/2003
Page No : 2

From North From East From South From West
Start Time Righ
t Thru Left Peels App.
t
T
l Righ
t Thru Lett peels App. Rlgh Thru Left Peels App' Righ Thru Lett Peels App• In t.

Peak Hour Fro
m 11:15
AM to 0 o
a
3
30 PM
P
k Total t Total t Total Total
:
-
ea
1 of 1 --
Intersectio
02:45 PM
n
Volume 3 107 0 0 110
Percent 2.7 97.3 0.0 0.0
03:30
0 42
0
0
42
Volume
Peak
Factor
High Int. 03:30 PM
Volume 0 42 0 0 42
Peak

Factor 0.655

?I

1

0 0 1 0 1
100
0.0 0.0 . 0.0
0
0 0 0 0 0
02:45 PM
0 0 1 0 111
0.250
0 97 13 0 110
0.0 88.2 11.8 0.0
0 40 1 0 41
03:30 PM
0 40 1 0 41
0.671
26 0 2 0 28 249
92.9 0.0 7.1 0.0
8 0 0 0 8 91
10.684
02:45 PM
9 0 0 0 9
0.778

07:00 AM
07
15 AM 10
8 155
11 0 0 165 0 0 76 0 76 42 79 0 0 121 0 0 0 0 0 362
: 2 0 0 120 2 7 111 0 120 31 77 0 0 108 1 0 0 0 1 349
07:30 AM 7 74 0 0 81 0 0 27 0 27 13 66 0 0 79 0 0 3 0 3 190
07:45 AM 0 16 0 0 16 0 1 3 0 4 1 6 0 0 7 0 0 0 0 0 27
Total 25 357 0 0 382 2 8 217 0 227 87 228 0 0 315 1 0 3 0 4 928
08:00 AM 0 4 0 0 4 0 0 1 0 1 2 11 0 0 13 0 0 0
0
0
18
08:15 AM 0 12 0 0 12 0 0 2 0 2 0 4 0 0 4 0 0 0 0 0 18
08:30 AM
08:45 AM 0
1 13
10 0
0 0
0 13
11 0
0 0
0 6
3 0
0 6
3 2
1 16
11 0
0 0
0 18
12 0
0 0
0 1
0 0
0 1
0 38
26
Total 1 39 0 0 40 0 0 12 0 12 5 42 0 0 47 0 0 1 0 1 100
09:00 AM 0 20 0 0 20 0 0 3 0 3 1 2 0 0 3 0 0 0 0 0 26
09:15 AM 1 16 0 0 17 0 0 3 0 3 2 9 1 0 12 0 0 0 0 0 32
BREAK
Total 1 36 0 0 37 0 0 6 0 6 3 11 1 0 15 0 0 ---d -o -----b 58
BREAK
01:00 PM 0 9 0 0 9 1 0 2 0 3 2 9 0 0 11 0 0 0 0 0 23
01:15 PM 0 9 0 0 9 0 0 1 0 1 2 8 0 0 10 0 0 0 0 0 20
01:30 PM 0 13 0 0 13 0 0 4 0 4 10 22 0 0 32 0 1 1 0 2 51
01:45 PM 0 19 0 0 19 0 0 4 0 4 3 9 0 0 12 0 0 0 0 0 35
Total 0 50 0 0 50 1 0 11 0 12 17 48 0 0 65 0 1 1 0 2 129
02:00 PM 0 50 0 0 50 1 0 9 0 10 9 14 0 0 23 0 0 0 0 0 83
02:15 PM 0 40 3 0 43 7 0 14 0 21 32 85 0 0 117 1 1 10 0 12 193
02:30 PM 0 30 1 0 31 8 0 8 0 16 66 138 0 0 204 0 2 10 0 12 263
Grand

Tote I 30 737 4 0 771 21 8 319 0 348 238 609 1 0 848 2 4 26 0 32 1999
Apprch % 3.9 95.6 0.5 0.0 6.0 2.3 91.7 0.0 28.1 71.8 0.1 0.0 6.3 12.5 81.3 0.0
Total ,% 1.5 36.9 0.2 0.0 38.6 1.1 0.4 16.0 0.0 17.4 11.9 30.5 0.1 0.0 42.4 0.1 0.2 1.3 0.0 1.6

From North F rom East From South From West
Start Time Rig

t Th. Lett Peels App'

T
t
l Rlgh Thru Lett Pads App' Righ
I
Thru
Left
pads
App.
Righ
Thru
Left
Peels
App.
Int.
o
a t Total t Total t Total Total
Peak Hour From 06:30 AM to 1 0:30 AM - Peak 1 of 1
Intersectio 06:45 AM

Volume 26 451 0 0 477 4 7 249 0 260 103 252 0 0 355 1 0 3 0 4 1096
Percent
07:00 5.5 94.5 0.0 0.0 1.5 2.7 95.8 0.0 29.0 71.0 0.0 0.0 25.0 0.0 75.0 0.0

Volume 10 155 0 0 165 0 0 76 0 76 42 79 0 0 121 0 0 0 0 0 362
Peak 0.757
Factor
High Int. 07:00 AM 07:15 AM 07:00 AM 07:30 AM
Volume 10 155 0 0 165 2 7 111 0 120 42 79 0 0 121 0 0 3 0 3
Peak

Factor 0.723 0.542 0.733 0.333
Peak Hour
rom 10:45 AM to 02:30 PM - Peak 1 of 1
t F 01:45 PM

Volume 0 139 4 0 143 16 0 35 0 51 110 246 0 0 356 1 3 20 0 24 574
Percent 0.0 97.2 2.8 0.0 31.4 0.0 68.6 0.0 30.9 69.1 0.0 0.0 4
2 12
5 83
3 0
0
02:30 . . . .

Volume 0 30 1 0 31 8 0 8 0 16 66 138 0 0 204 0 2 10 0 12 263
Peak 0.546
Factor
1
High Int. 02:00 PM 02:15 PM 02:30 PM 02:15 PM
Volume 0 50 0 0 50 7 0 14 0 21 66 138 0 0 204 1 1 10 0 12
'
Peak I

Factor 0.715 0.607 0.436 0.500
John Davenport Engineering
336.744.1636 fax [phone]
Counter: Jamar
Counted By: J.Davenport
Weather: Partly Cloudy
Other:
r:miina Prinfo L I InahiFlc
File Name :East Forsyth interior drives
Site Code : 00000027
Start Date : 03/26/2003
Page No : 1
From North From East From South From West
Start Time Righ
t Thru Left Peds App.
Total Righ
t Thru Left Peels App.
Total Righ
t Thru Lett Peels App
Total Righ
t Thru Lett Peels App.
Total Int.
Total
Factor Im 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
06:30 AM
06:45 AM 2
1 25
110 0
0 0
0 27
111 0
2 0
0 7
35 0
0 7
37 2
17 13
30 0
0 0
0 15
47 0
0 0
0 1
0 0
0 1
0 50
195
Total 3 135 0 0 138 2 0 42 0 44 19 43 0 0 62 0 0 1 0 1 245

John Davenport Engineering
336.744.1636 fax [phone]
Counter: Jamar File Name : West Mountain @ Hastings Hill
Counted By: J.Davenport Site Code : 00000025
Weather: Partly Cloudy Start Date : 03/25/2003
Other: Page No : 1
Groups Printed- Unshifted
1
From North From East From South From West
Start Time Rlgh Thru Lek Peds APP•

Total Rlgh Thru
I
Lek
Pads
App.
T
tal
Righ
t
Thru
Lek
pads
ApP
R
App.
nt.

Fator
1.0
1.0
1.0
1.0
1.0
1.0
1.0
10 o
1.0 Total
1.0
1
0
1
0 Total Total
06:30 AM 0 0 0 0 0 0 76 2 0 78 4 0 27 0 31 18 33 .
0 .
0 51 160
06:45 AM 0 0 0 0 0 0 127 11 0 138 16 0 14 0 30 14 48 0 0 62 230
Total 0 0 0 0 0 0 203 13 0 216 20 0 41 0 61 32 81 0 0 113 390
07:00 AM 0 0 0 0 0 0 93 3 0 96 21 0 23 0 44 2 53 0 0 55 195
07:15 AM 0 0 0 0 0 0 132 11 0 143 12 0 14 0 26 8 58 0 0 66 235
07:30 AM 0 0 0 0 0 0 94 8 0 102 8 0 44 0 52 25 75 0 0 100 254
07:45 AM 0 0 0 0 0 0 77 6 0 83 10 0 30 0 40 21 59 0 0 80 203
Total 0 0 0 0 0 0 396 28 0 424 51 0 111 0 162 56 245 0 0 301 887
08:00 AM 0 0 0 0 0 0 87 8 0 95 10 0 20 0 30 20 35 0 0 55 180
08:15 AM 0 0 0 0 0 0 74 7 0 81 16 0 11 0 27 21 51 0 0 72 180
08:30 AM 0 0 0 0 0 0 72 9 0 81 12 0 22 0 34 19 54 0 0 73 188
08:45 AM 0 0 0 0 0 0 77 8 0 85 17 0 17 0 34 14 39 0 0 53 172
Total 0 0 0 0 0 0 310 32 0 342 55 0 70 0 125 74 179 0 0 253 720
09:00 AM 0 0 0 0 0 0 58 10 0 68 5 0 18 0 23 14 32 0 0 46 137
09:15 AM 0 0 0 0 0 I 0 51 9 0 60 5 0 12 0 17 19 29 0 0 48 125
09:30 AM 0 0 0 0 0 0 21 1 0 22 2 0 5 0 7 1 9 0 0 10 39
" BREAK
' Total 0 0 0 0 0 0 130 20 0 150 12 0 35 0 47 34 70 0 0 104 301
BREAK
01:00 PM 0 0 0 0 0 0 33 5 0 38 10 0 15 0 25 15 43 0 0 58 121
01:15 PM 0 0 0 0 0 0 42 4 0 46 3 0 10 0 13 18 38 0 0 56 115
01:30 PM 0 0 0 0 0 0 50 8 0 58 8 0 17 0 25 15 52 0 0 67 150
01:45 PM 0 0 0 0 0 0 46 6 0 52 8 0 14 0 22 14 41 0 0 55 129
Total 0 0 0 0 0 0 171 23 0 194 29 0 56 0 85 62 174 0 0 236 515
02:00 PM 0 0 0 0 0 0 49 9 0 58 7 0 11 0 18 20 55 0 0 75 151
02:15 PM 0 0 0 0 0 0 60 8 0 68 27 0 15 0 42 19 120 0 0 139 249
02:30 PM 0 0 0 0 0 0 49 14 0 63 17 0 33 0 50 22 141 0 0 163 276
02:45 PM 0 0 0 0 0 0 53 8 0 61 18 0 19 0 37 16 76 0 0 92 190
Total 0 0 0 0 0 0 211 39 0 250 69 0 78 0 147 77 392 0 0 469 866
03:00 PM 0 0 0 0 0 0 62 11 0 73 7 0 17 0 24 20 61 0 0 81 178
03:15 PM 0 0 0 0 0 0 61 7 0 68 12 0 22 0 34 22 67 0 0 89 191
03:30 PM 0 0 0 0 0 0 42 2 0 44 8 0 9 0 17 12 43 0 0 55 116
03:45 PM 0 0 0 0 0 0 75 14 0 89 12 0 28 0 40 19 72 0 0 91 220
Total 0 0 0 0 0 0 240 34 0 274 39 0 76 0 115 73 243 0 0 316 705
04:00 PM 0 0 0 0 0 0 11 0 0 11 2 0 0 0 2 2 3 0 0 5 18
Grand 0 0 0 0 0 0 167 189 0 1861 277 0 467 0 744 410 138
Total 2 7 0 0 1797 4402
Apprch % 0.0 0.0 0.0 0.0 0.0 89.8 10.2 0.0 37.2 0.0 62.8 0.0 22.8 77.2 0.0 0.0
Total % 0.0 0.0 0.0 0.0 0.0 0.0 38.0 4.3 0.0 42.3 6.3 0.0 10.6 0.0 16.9 9.3 31.5 0.0 0.0 40.8

From North From East From South From West
Start Time Right Th ru Left Pads App.
Total Righ
t Thru Lek Pads App.
T
t
l Righ
t Thru Lek Pads App. Righ Thru Lek Peds App. Int.

Peak Hour from
06:30
A to
11:30 AM
P
k o
a Total t Total Total
-
ea
1 m 1
Intersectio 06:45 AM
n
Volume 0 0 0 0 0 0 446 33 0 479 57 0 95 0 152 49 234 0 0 283 914
Percent 0.0 0.0 0.0 0.0 0.0 93.1 6.9 0.0 37.5 0.0 62.5 0.0 17.3 82.7 0.0 0.0
07:30
Volume 0 0 0 0 0 0 94 8 0 102 8 0 44 0 52 25 75 0 0 100 254
Peak

Factor

1 0.900
High Int. 6:15
:00 AM 07:15 AM 07:30 AM 07:30 AM
Volume 0
0 0 0 0 0 132 11 0 1 8 0 44 0 52 25 75 0 0 00
1
Peak I

'
Factor 0 8
37 1 I
0.73 0.
08
?

From North
Start Time RIg Thru Lett Pads
? Total
Peak Hour From 11:45 AM to 04:00 PM - Peak 1 of 1
Intersectio 02:15 PM
n
Volume
Percent 0
0.0 0
0.0 0 0
0.0 0.0 0
?. 02:30 0 0 0 0 0
Volume
Peak
Factor
High Int.
Volume 0 0 0 0 0
Peak
Factor

a
,

John Davenport Engineering
336.744.1636 fax [phone]
File Name : West Mountain @ Hastings Hill
Site Code : 00000025
Start Date : 03/25/2003
Page No :2
From East From South
t Thru Lett Peds Total "g ht Thru Left Peds Total
0 224 41 0 265
0.0 84.5 15.5 0.0
0 49 14 0 63
69 0 84 0 153
45.1 0.0 54.9 0.0
17 0 33 0 50
03:00 PM
0 62 11 0 73
0.908
02:30 PM
17 0 33 0 50
0.765
From West App. Int.
RIg i Thru Left Pods Total Total
77 398 0 0 475 893
16.2 83.8 0.0 0.0
22 141 0 0 163 276
1 0.809
02:30 PM
22 141 0 0 163
0.729

Counter: Jamar
Counted By: J.Davenport
Weather: Partly Cloudy
Other:

John Davenport Engineering
336.744.1636 fax [phone]
File Name
Site Code
Start Date
Page No
r?rrv Inc Prin4orl_ 1 _ I InchlRort
West Mountain @ School Drive
00000036
03/26/2003
1
From North From East From South From West
Start Time Righ

t Thru Left Pads App.

Total Righ
I
t
Thru
Left
Peds
App'
Total
Righ
t
Thru
Left
t
.

?
App.
Total
Righ

I
t
Thru

I
Left
Peds
App.
Total
Int.
Total
Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1 o 1.0 1.0 1,0 1.0
06:30 AM
06:45 AM 0
0 0
0 0
0 0
0 0
0 0
0 67
73 18
69 0
0 85
142 1
11 0
0 13
24 0
0 14
35 21
67 49
52 0
0 0
0 70
119 169
296
Total 0 0 0 0 0 0 140 87 0 227 12 0 37 0 49 88 101 0 0 189 465
07:00 AM 0 0 0 0 0 0 54 65 0 119 33 0 36 0 69 74 19 0 0 93 281
07:15 AM 0 0 0 0 0 0 51 66 0 117 36 0 51 0 87 98 35 0 0 133 337
07:30 AM 0 0 0 0 0 0 141 26 0 167 29 0 48 0 77 34 65 0 0 99 343
07:45 AM 0 0 0 0 0 0 114 2 0 116 3 0 6 0 9 10 79 0 0 89 214
Total 0 0 0 0 0 0 360 159 0 519 101 0 141 0 242 216 198 0 0 414 1175
08:00 AM 0 0 0 0 0 0 107 1 0 108 2 0 1 0 3 5 60 0 0 65 176
08:15 AM 0 0 0 0 0 0 94 6 0 100 2 0 4 0 6 11 64 0 0 75 181
08:30 AM 0 0 0 0 0 0 77 6 0 83 9 0 7 0 16 4 73 0 1 78 177
08:45 AM 0 0 0 0 0 0 98 7 0 105 4 0 5 0 9 12 50 0 0 62 176
Total 0 0 0 0 0 0 376 20 0 396 17 0 17 0 34 32 247 0 1 280 710
?Il?;
09:00 AM 0 0 0 0 01 0 63 8 0 71 1 0 4 0 5 7 46 0 0 531 129
BREAK "
Total 0 0 0 0 0 0 63 8 0 71 1 0 4 0 5 7 46 0 0 53 129
BREAK -
t 01:00 PM 0 0 0 0 0 0 53 2 0 55 1 0 4 0 5 3 55 0 0 58 118
01:15 PM 0 0 0 0 0 0 58 3 0 61 3 0 5 0 8 6 53 0 0 59 128
01:30 PM 0 0 0 0 0 0 61 2 0 63 9 0 13 0 22 6 59 0 0 65 150
01:45 PM 0 0 0 0 0 0 60 15 0 75 4 0 6 0 10 9 53 0 0 62 147
Total 0 0 0 0 0 0 232 22 0 254 17 0 28 0 45 24 220 0 0 244 543
?. 02:00 PM 0 0 0 0 0 0 39 18 0 57 6 0 5 0 11 31 65 0 0 96 164
02:15 PM 0 0 0 0 0 0 54 15 0 69 62 0 42 0 104 38 53 0 1 92 265
02:30 PM 0 0 0 0 0 0 73 23 0 96 109 0 67 0 176 24 83 0 0 107 379
02:45 PM 0 0 0 0 0 0 69 8 0 77 35 0 32 0 67 26 79 0 0 105 249
Total 0 0 0 0 0 0 235 64 0 299 212 0 146 0 358 119 280 0 1 400 1057
03:00 PM 0 0 0 0 0 0 51 12 0 63 12 0 18 0 30 11 78 0 0 89 182
03:15 PM 0 0 0 0 0 0 59 10 0 69 8 0 20 0 28 7 77 0 0 84 181
03:30 PM 0 0 0 0 0 0 69 14 0 83 11 0 19 0 30 10 95 0 0 105 218
03:45 PM 0 0 0 0 0 0 83 19 0 102 7 0 15 0 22 7 89 0 0 96 220
Total 0 0 0 0 0 0 262 55 0 317 38 0 72 0 110 35 339 0 0 374 801
Grand 166 143
Total 0 0 0 0 0 0 8 415 0 2083 398 0 445 0 843 1 521 1 0 2 1954 4880
Apprch % 0.0 0.0 0.0 0.0 0.0 80.1 19.9 0.0 47.2 0.0 52.8 0.0 26.7 73.2 0.0 0.1
Total % 0.0 0.0 0.0 0.0 0.0 0.0 34.2 8.5 0.0 42.7 8.2 0.0 9.1 0.0 17.3 10.7 29.3 0.0 0.0 40.0
From North From East From South From West
StartTlme Rlgh Thru Lek Peds App' Rlgh Thru Lek Peds App. Rlgh Thru Lett pods App. Righ Thru Left pads App. Int.
I
t Total t Total t Total t Total Total
Intersectio 1 106:45 AM V + + +y ^• t ao? • V' `
n
Volume 0 0 0 0 0
Percent 0.0 0.0 0.0 0.0
07:30 0 0 0 0 0
Volume
Peak
Factor
High Int. 6:15:00 AM
Volume 0 0 0 0 0
Peak
Factor
0 319 226 0 545
0.0 58.5 41.5 0.0
0 141 26 0 167
07:30 AM
0 141 26 0 167
0.816

109 0
159
0 1
268
273 171
0
0 1
444
1257
40.7 0.0 59.3 0.0 61.5 38.5 0.0 0.0
29 0 48 0 77 34 65 0 0 99 343
0.916
07:15 AM 07:15 AM
36 0 51 0 87 98 35 0 0 133
0.770 0.835

1I I
Li
0
1
1

John Davenport Engineering
336.744.1636 fax [phone]
File Name : West Mountain @ School Drive
Site Code : 00000036
Start Date : 03/26/2003
Page No : 2
From North From East From South From West
Start Time
I
Righ
t
Thru
Left
Peds
App.
Righ
Thru
Left
Peds
App•
Righ
Thru
Left
Peds
App.
Righ
Thru
Lett
Peds
App.
Int.
Total t Total t Total t Total Total
Peak Hour From 11:30 AM to 03:45 PM - Peak 1 of 1
Intersectio 02:15 PM
n
Volume 0 0 0 0 0 0 247 58 0 305 218 0 159 0 377 99 293 0 1 393 1075
Percent 0.0 0.0 0.0 0.0 0.0 81.0 19.0 0.0 57.8 0.0 42.2 0.0 25.2 74.6 0.0 0.3
flm

e
volume

0

0 0

0

0

0

73

23

0

96

109

0

67

0

176

24

83

0

0

107

379
Peak 0.709
Factor
High Int. 02:30 PM 02:30 PM 02:30 PM
Volume 0 0 0 0 0 0 73 23 0 96 109 0 67 0 176 24 83 0 0 107
Peak
Factor 0.794 0.536 0.918
Counter: Jamar
Counted By: J.Davenport
Weather: Partly Cloudy
Other:
John Davenport Engineering
336.744.1636 fax [phone]
File Name : Hastings Hill Q Access Road - 3-4
Site Code : 00000044
Start Date : 04/01/2003
Page No : 1
From North From East From South From West
Start Time Rlgh
t Thru Lett Peds App.
Total Righ
t Thru Left Peds App.
T
t
l Righ Thru Lett Peds App. Righ Thru Left Pads App Int.

Factor
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0 o
a t
1.0
1.0
1.0
1.0 Total t
1.0
1.0
1
0
1
0 Total Total
03:00 PM 1 20 0 0 21 0 0 0 0 0 0 15 3 0 18 4 0 .
2 .
0 6 45
03:15 PM 1 32 0 0 33 0 0 0 0 0 0 26 4 0 30 5 0 0 0 5 68
03:30 PM 0 42 0 0 42 0 0 0 0 0 0 40 1 0 41 8 0 0 0 8 91
03:45 PM 2 16 0 0 18 0 0 0 0 0 0 34 3 0 37 5 0 1 0 6 61
Total 4 110 0 0 114 0 0 0 0 0 0 115 11 0 126 22 0 3 0 25 265
Grand 4 110 0 0 114 0 0 0 0 0 0 115 11 0 126 22 0 3
Total 0 25 265
Apprch % 3.5 96.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 91.3 8.7 0.0 88.0 0.0 12.0 0.0
Total % 1.5 41.5 0.0 0.0 43.0 0.0 0.0 0.0 0.0 0.0 0.0 43.4 4.2 0.0 47.5 8.3 0.0 1.1 0.0 9.4
From North From East From South From West
Start Time Rlgi Thru Lett Peds App.
Total Righ Thru Left Peds App. Righ Thru Lett Pads App. Rfgh App. Int.
Thru Left Pads
t Total t

n,:?'
Peak Hour From
03:00 PM to o3:3o PM . Peak 1 M i Total t
Total Total
Counter: Jamar
Counted By: J.Davenport
Weather: Partly Cloudy
Other:
John Davenport Engineering
336.744.1636 fax [phone]
File Name : 13-hour Hastings Hill @ West Mountain Street
Site Code : 00000024
Start Date : 04/24/2003
Page No : 1
r,muna Pdnfad_ I Inahiftarl
From North From East From South From West
Start Time Rlgh Thru Left Peds App. Righ Thru Lett Peds App. Righ
I
Thru L
I Peds
App.
Righ
Thru
Left
ds
App.
Int.
t Total t Total t Total t t Total Tot
Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
06:00 AM 1 0 0 0 1 1 44 1 0 46 4 0 9 0 13 1 10 0 0 11 71
06:15 AM 0 0 0 0 0 1 28 2 0 31 1 0 14 0 15 2 30 1 0 33 79
06:30 AM 0 0 1 0 1 2 72 4 0 78 6 0 20 0 26 12 35 4 0 51 156
06:45 AM 1 0 1 0 2 4 110 7 0 121 9 0 27 0 36 18 53 4 0 75 234
Total 2 0 2 0 4 8 254 14 0 276 20 0 70 0 90 33 128 9 0 170 540
is
07:00 AM 2 0 1 0 3 0 89 12 0 101 11 0 20 0 31 8 42 3 0 53 188
07:15 AM 0 0 0 0 0 0 123 11 0 134 16 0 10 0 26 5 45 1 0 51 211
07:30 AM
07:45
AM 0

2 0

0 4

1 0

0 4

1 5

2 107

105 10

8 0

0 122

115 12

13 0

0 25

30 0

0 37

43 24

28 64

64 4

6 0

0 92

98 ?LI5

257
Total 0 6 0 8 7 424 4
1 0 472 52 0 85 0 137 65 215 14 0 294 911
08:00 AM 1 0 3 0 4 2 109 6 0 117 16 0 26 0 42 19 47 2 0 68 231
08:15 AM 4 0 2 0 6 0 83 14 0 97 17 0 27 0 44 14 48 1 0 63 210
08:30 AM 1 0 1 0 2 2 80 9 0 91 16 0 28 0 44 19 63 0 0 82 219
_08:45 AM 3 0 0 0 3 4 75 4 0 83 14 0 15 0 29 22 40 0 0 62 177
Total 9 0 6 0 15 8 347 33 0 388 63 0 96 0 159 74 198 3 0 275 837

09:00 AM 2 0 2 0 4 1 60 10 0 71 13 0 17 0 30 16 28 2 0 46 151
09:15 AM 2 0 0 0 2 1 51 10 0 62 4 0 7 0 11 19 51 0 0 70 145
09:30 AM 1 1 1 0 3 1 54 5 0 60 7 0 17 0 24 10 38 2 0 50 137
09:45 AM 3 0 1 0 4 0 27 5 0 32 3 0 11 0 14 8 40 0 0 48 98
Total 8 1 4 0 13 3 192 30 0 225 27 0 52 0 79 53 157 4 0 214 531
10:00 AM 1 0 0 0 1 1 30 11 0 42 4 0 16 0 20 8 23 1 0 32 95
O I 4 0 14 0 1 2 0 48
10:30 AM 2 0 l 0 3 0 41 6 0 47 12 0 23 0 35 13 36 1 0 50 135
10:45 AM 0 1 1 0 2 2 46 1 0 49 15 0 8 0 23 1 14 33 2 0 49 1 123
Total 4 1 2 0 7 6 159 27 0 192 35 0 61 0 96 45 128 6 0 179 474
11:00 AM 1 2 1 0 4 0 47 7 0 54 5 0 12 0 17 16 32 1 0 49 124
11:15 AM 1 0 0 0 1 3 44 6 0 53 9 0 14 0 23 14 38 1 0 53 130
11:30 AM 1 0 3 0 4 1 29 2 0 32 8 1 18 0 27 12 49 0 0 61 124
11:45 AM 2 0 0 0 2 2 29 8 0 39 8 0 15 0 23 9 59 1 0 69 133
Total 5 2 4 0 11 6 149 23 0 178 30 1 59 0 90 51 178 3 0 232 511
12:00 PM 2 3 2 0 7 2 47 8 0 57 12 0 20 0 32 16 45 1 0 62 158
12:15 PM 1 2 1 0 4 0 28 10 0 38 5 0 15 0 20 16 49 3 0 68 130
12:30 PM 2 1 2 0 5 3 60 8 0 71 9 0 22 0 31 14 47 0 0 61 168
`.i 12:45 PM 1 3 0 0 4 3 60 8 0 71 8 0 18 0 26 30 36 1 0 67 168
Total 6 9 5 0 20 8 195 34 0 237 34 0 75 0 109 76 177 5 0 258 624
01:00 PM 0 0 1 0 1 1 33 7 0 41 8 0 21 0 29 8 39 1 0 48 119
01:15 PM 1 0 0 0 1 1 44 7 0 52 7 0 18 0 25 13 36 1 0 50 128
01:30 PM 1 0 1 0 2 1 43 6 0 50 15 0 17 0 32 11 41 1 0 53 137
01:45 PM 2 0 1 0 3 3 43 10 0 56 10 0 15 0 25 11 45 3 0 59 143
Total
02:00 PM 4
2 0
0 3
0 0
0 7
2 6
1 163
45 30
6 0
0 199
52 40
6 0
0 71
13 0
0 111
19 43
16 161
36 6
0 0
0 210
52 527
125
02:15 PM 1 0 0 0 1 2 59 6 0 67 9 0 13 0 22 21 39 0 0 60 150
02:30 PM 1 0 1 0 2 2 54 10 0 66 9 0 20 0 29 13 51 2 0 66 163
02:45 PM 1 0 1 0 2 1 76 8 0 85 20 0 18 0 38 19 111 0 0 130 255
-
-
-
Total 5 0 2 0 7 6 234 30 0 270 44 0 64 0 108 69 237 2 0 308 6
9
3
03:00 PM 2 0 1 0 3 0 65 12 0 77 32 0 21 0 53 29 124 0 0 153 286
03:15 PM 1 0 1 0 2 1 81 7 0 89 11 0 31 0 42 22 117 2 0 141 274
0330 PM 3 0 1 0 4 1 63 10 0 74 8 0 26 0 34 22 92 1 0 115 227
03:45 PM 3 0 1 0 4 2 69 13 0 84 7 0 22 0 29 43 110 5 0 158 275
1:+ Total 9 0 4 0 13 4 278 42 0 324 58 0 100 0 158 116 443 8 0 567 1062
C:i?Lf< 04:00 PM 1 0 0 0 1 4 59 13 0 76 14 0 28 0 42 24 85 1 0 110 229
04:15 PM 6 1 1 0 8 1 78 12 0 91 12 0 22 0 34 22 73 2 0 97 230
04:30 PM 5 0 2 0 7 0 53 13 0 66 11 0 17 0 28 23 82 0 0 105 206
04:45 PM 5 0 4 0 9 1 70 11 0 82 13 0 28 0 41 30 106 3 0 139 271
Total 17 1 7 0 25 6 260 49 0 315 50 0 95 0 145 99 346 6 0 451 936
05:00 PM 4 1 3 0 8 1 62 16 0 79 19 0 25 0 44 18 98 0 0 116 247
05:15 PM 5 0 4 0 9 4 90 13 0 107 20 0 22 0 42 40 127 0 0 167 325
05:30 PM 0 0 0 0 0 0 109 15 0 124 21 0 33 0 54 36 132 0 0 168 346
05:45 PM 0 0 1 0 1 1 81 6 0 88 27 0 40 0 67 26 150 0 0 176 332
Total 9 1 8 0 18 6 342 10 0 398 87 0 120 0 207 120 507 0 0 627 1250
06:00 PM
06:15 PM 4
1 0
0 0
0 0
0 4
1 0
1 77
65 11
11 0
0 88
77 19
22 0
0 25
26 0
0 44
48 30
26 111
95 2
0 0
0 143 279
121 247

' 06:30 PM
06:45 PM 1
3 0
0 3
0 0
0 4
3 1
1 94
84 11
13 0
0 106
98 20
11 0
0 21
17 0
0 41
28 21
27 74
66 2
0 0
0 97
93 248
222
Total 9 0 3 0 12 3 320 46 0 369 72 0 89 0 161 104 346 4 0 454 996
Grand
Total 89 15 56 0 160 77 331
7 449 0 3843 612 1 103 0 1650 948 322 70 0 4239 9892
Apprch °{,
Total % 55.6
0.9 9.4
0.2 35.0
0.6 0.0
0.0
1.6 2.0
0.8 86.3
33.5 11.7
4.5 0.0
0.0
38.8 37.1
6.2 0.1
0.0 62.8
10.5 0.0
0.0
16.7 22.4
9.6 76.0
32.6 1.7
0.7 0.0
0.0
42.9

From North
Start Time Rig t Thru Left Peds I 'pp'
Total
Peak Hour From 06:00 AM to 09:45 AM • Peak 1 of 1
Intersectio 07:15 AM
n
Volume 1 0 8 0 9
Percent 11.1 0.0 88.9 0.0
07:45 0 0 1 0 1

r Volume
' Peak
Factor
High Int. 07:30 AM
Volume 0 0 4 0 4
Peak 0.563
Factor
Peak Hour From 10:00 AM to 01:45 PM • Peak 1
Intersectio 12:00 PM
n
Volume 6 9 5 0 20
Percent 30.0 45.0 25.0 0.0
12:45 1 3 0 0 4
Volume
Peak
Factor
High Int. 12:00 PM
Volume 2 3 2 0 7
Peak 0.714
Factor
Peak Hour From 02:00 PM to 06:45 PM • Peak
Intersectio 05:15 PM
y n
Volume 9 0 5 0 14
Percent 64.3 0.0 35.7 0.0
05:30 0 0 0 0 C
Volume
Peak
Factor
High Int. 05:15 PM
;;- Volume 5 0 4 0 5
Peak 0.385
Factor

i
M
t I Thru I Lett I Peds I Total
9 444 35 0 488
1.8 91.0 7.2 0.0
2 105 8 0 115
From South From West
Righ

t
I Thru
Left
Peds
App.
Total
Righ
t
Thru
Lett
Peds
App.
Total
Int.
Total
57 0 91 0 148 76 220 13 0 309 954
38.5 0.0 61.5 0.0 24.6 71.2 4.2 0.0
13 0 30 0 43 28 64 6 0 98 257
10.928
07:15 AM I
0 123 11 0 134
0.910
)f 1
8 195 34 0 237
3.4 82.3 14.3 0.0
3 60 8 0 71
12:30 PM
3 60 8 0 71
0.835
1f 1
5 357 45 0 407
1.2 87.7 11.1 0.0
0 109 15 0 124
05:30 PM
0 109 15 0 124
0.821
07:45 AM 107:45 AM
13 0 30 0 43I 28 64 6 0 98
0.860 0.788
34 0 75 0 109
31.2 0.0 68.8 0.0
8 0 18 0 26
76 177 5 0 258 624
29.5 68.6 1.9 0.0
30 36 1 0 67 168
10.929
12:00 PM
12 0 20 0 32
0.852
87 0 120 0 207
42.0 0.0 58.0 0.0
21 0 33 0 54
05:45 PM
27 0 40 0 67
0.772
12:15 PM
16 49 3 0 68
0.949
132 520 2 0 654 1282
20.2 79.5 0.3 0.0
36 132 0 0 168 346
0.926
05:45 PM
26 150 0 0 176
0.929
7.3 Level of Service
Analysis
I
5/12/2003 JMD0310 - East Forsyth High School Improvements 24
HCM Unsi9nalized Intersection Capacity Analysis
10: Access Road & Hastings Hill Road 5/7/2003
Movement MI. EER SET _ SEIR W1: N1NT
Lane Configurations ??
Sign Control Stop Free Free
Grade 0% 0% 0%
Volume (veh/h) 293 86 41 0 0 329
Peak Hour Factor 0.50 0.50 0.90 0.90 0.90 0.90
Hourly flow rate (veh/h) 586 172 46 0 0 366
Pedestrians
'- Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 411 46 46
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 411 46 46
`a tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 2 83 100
cM capacity (veh/h) 601 1030 1562
Iheotlonit.:?rie# ?B'1??_ E?32n?&E?1 NVt(?,1 ,°.
Volume Total
Volume Left 586
586 172
0 46
0 366
0
Volume Right 0 172 0 0
cSH 601 1030 1700 1700
Volume to Capacity 0.98 0.17 0.03 0.22
Queue Length (ft) 348 15 0 0
Control Delay (s) 57.0 9.2 0.0 0.0
Lane LOS F A
Approach Delay (s) 46.2 0.0 0.0
Approach LOS E
hYerSecte .,OuR'nl,t'i8
Average Delay 29.9
Intersection Capacity Utilization 58.4% IC U Level of Service A
2003 AM no new drive - no signal
Page 4
JDAVENPORT-Lt51

HCM Unsignalized Intersection Capacity Analysis
Y
1
.b 4
,y.
c?

5: West Mountain Street & Main Driveway 5/7/2003

Movement BBT BBR WBL WBT NBL NBR
Lane Configurations + IN I ?
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 247 273 465 376 0 0
Peak Hour Factor 0.90 0.50 0.50 0.90 0.50 0.50
Hourly flow rate (veh/h) 274 546 930 418 0 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 274 2552 274
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 274 2552 274
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
DO queue free % 28 100 100
cm capacity (veh/h) 1300 8 769
Dlre00h Lame # Q i' , 86 2.' We 1 WS 2
Volume Total 274 546 930 418
Volume Left 0 0 930 0
Volume Right 0 546 0 0
cSH 1700 1700 1300 1700
Volume to Capacity 0.16 0.32 0.72 0.25
Queue Length (ft) 0 0 165 0
Control Delay (s) 0.0 0.0 14.4 0.0
Lane LOS B
Approach Delay (s) 0.0 9.9
Approach LOS
art r (', Sul1 r11d w` F
Average Delay 6.2
Intersection Capacity Utilization 92.0% ICU Level of Service E
2003 AM no new drive - no signal
Page 2
JDAVENPORT-Lt51
HC
M Unsignalized Intersection Capacity Analysis
3: West Mountain Street & Hastings H ill Road 5/7/2003

Movement EBT ,: EBR WBL WBT NWL 'NWR
Lane Configurations
Sign Control Free Free Stop
Grade
Volume (veh/h) 0%
179
74
32 0%
543 0%
462
195
Peak Hour Factor 0.75 0.90 0.90 0.75 0.75 0.75
Hourly flow rate (veh/h) 239 82 36 724 616 260
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh) 8
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 321 1075 280
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 321 1075 280
r tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 97 0 66
cM capacity (veh/h) 1239 236 759
* i0rt:= Lane # 0 1 W? WB 2 NW 1
y
Volume Total 321 36 724 876
Volume Left 0 36 0 616
Volume Right 82 0 0 260
cSH 1700 1239 1700 299
Volume to Capacity 0.19 0.03 0.43 2.93
Queue Length (ft) 0 2 0 1910
Control Delay (s) 0.0 8.0 0.0 902.4
Lane LOS A F
Approach Delay (s) 0.0 0.4 902.4
Approach LOS F

int?rs?dion Sunmar'x.

Average Delay 404.2
Intersection Capacity Util ization 78.9% ICU Level of Service C
2003 AM no new drive - no signal
Page 1
JDAVENPORT-Lt51

Lanes, Volumes, Timings
3: West Mountain Street & Hastings Hill Road 5/7/2003
--? -4 k- 4-- -*\ 7
P Lane Configurations T+ t r
EBT

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 100 0 200
Storage Lanes 0 1 1 1
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Leading Detector (ft) 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0
Turning Speed (mph) 9 15 15 9
Satd. Flow (prot) 1761 0 1770 1810 1770 1583
Flt Permitted 0.509 0.950
Satd. Flow (perm) 1761 0 948 1810 1770 1583
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 41 260
Link Speed (mph) 35 35 40
Link Distance (ft) 305 764 968
Travel Time (s) 5.9 14.9 16.5
Volume (vph) 179 74 32 543 462 195
Peak Hour Factor 0.75 0.90 0.90 0.75 0.75 0.75
Heavy Vehicles (%) 5% 2% 2% 5% 2% 2%
Lane Group Flow (vph) 321 0 36 724 616 260
Turn Type Perm Perm
Protected Phases 4 8 2
Permitted Phases 8 2
Detector Phases 4 8 8 2 2
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 21.0 21.0 21.0 21.0 21.0
Total Split (s) 29.0 0.0 29.0 29.0 26.0 26.0
Total Split (%) 53% 0% 53% 53% 47% 47%
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None Min Min
Act Effct Green (s) 23.2 23.2 23.2 20.5 20.5
Actuated g/C Ratio 0.45 0.45 0.45 0.39 0.39
v/c Ratio 0.40 0.08 0.89 0.88 0.33
Uniform Delay, d1 8.2 8.2 13.1 14.4 0.0
Delay 8.9 8.8 22.2 24.1 2.0
LOS A A C C A
Approach Delay 8.9 21.6 17.5
Approach LOS A C B
I00*01drt Sutmaiy ", f _
Area Type: Other
Cycle Length: 55
Actuated Cycle Length: 51.9
Natural Cycle: 55
Control Type: Actuated- Uncoord inated
Maximum v/c Ratio: 0.89
WBL WBT NWL NWR
', 2003 AM no new drive - with signal
Page 1
JDAVENPORT-Lt51

Lanes, Volumes, Timings
3: West Mountain Street & Hastings Hill Road 5/7/2003
Intersection Signal Delay: 17.7 Intersection LOS: B
Intersection Capacity Utilization 78.9% ICU Level of Service C
Splits and Phases: 3: West Mountain Street & Hastings Hill Road
o2 ---I" o4
29'
08
B
2003 AM
JDAVENPORT-Lt51
no new drive - with signal
Page 2
HCM Unsignalized Intersection Capacity Analysis
3: West Mountain Street & Hastings Hill Road 5/7/2003
--0- --% f- 4-
rlloye??i nt I ?T I i VtIBT NWL NWR
Lane Configurations t*
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 243 73 34 301 240 246
Peak Hour Factor 0.75 0.90 0.90 0.75 0.75 0.75
Hourly flow rate (veh/h) 324 81 38 401 320 328
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh) 8
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 405 841 365
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 405 841 365
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 97 1 52
cM capacity (veh/h) 1154 324 680

Volume Total 405 38 401 648
Volume Left 0 38 0 320
Volume Right 81 0 0 328
cSH 1700 1154 1700 656
Volume to Capacity 0.24 0.03 0.24 0.99
Queue Length (ft) 0 3 0 378
Control Delay (s) 0.0 8.2 0.0 57.4
Lane LOS A F
Approach Delay (s) 0.0 0.7 57.4
Approach LOS F

r?,d ? tVhi Yi; t
IntetY`'?IV,! ???1a?•3 n, : ?," a rl1' .?
Average Delay 25.1
Intersection Capacity Utilization 49.0% ICU Level of Service A
2003 Dismissal
JDAVENPORT-Lt51
no new drive - no signal
Page 1

HCM Unsi9nalized Intersection Capacity Analysis
5: West Mountain Street & Main Driveway 5/7/2003
? WBT _ Nt3L .- NSR ,,.
Movement BBT BR WBL
l
1

t
Lane Configurations + r I ?
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 339 99 84 262 0 0
Peak Hour Factor 0.90 0.50 0.50 0.90 0.50 0.50
Hourly flow rate (veh/h) 377 198 168 291 0 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 377 1004 377
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 377 1004 377
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 86 100 100
cM capacity (veh/h) 1193 232 674
Direction; Lane # Ef3 1 E?6: 2 WB It WD 2
Volume Total 377 198 168 291
Volume Left 0 0 168 0
Volume Right 0 198 0 0
cSH 1700 1700 1193 1700
Volume to Capacity 0.22 0.12 0.14 0.17
Queue Length (ft) 0 0 12 0
Control Delay (s) 0.0 0.0 8.5 0.0
Lane LOS A
Approach Delay (s) 0.0 3.1
Approach LOS
16 it
Average Delay 1.4
Intersection Capacity Uti lization 35.8% ICU Leve l of Service A
2003 Dismissal no new drive - no signal
Page 2
JDAVENPORT-Lt51
HCM Unsignalized Intersection Capacity Analysis
10: Access Road & Hastings Hill Road 5/7/2003
rent M 014 $11 61m
11

Lane Configurations +
Sign Control Stop Free Free
Grade 0% 0% 0%
Volume (veh/h) 363 67 110 0 0 128
Peak Hour Factor 0.50 0.50 0.90 0.90 0.90 0.90
Hourly flow rate (veh/h) 726 134 122 0 0 142
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 264 122 122
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 264 122 122
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 0 86 100
cM capacity (veh/h) 729 934 1465

Volume Total 726 134 122 142
Volume Left 726 0 0 0
Volume Right 0 134 0 0
cSH 729 934 1700 1700
Volume to Capacity 1.00 0.14 0.07 0.08
Queue Length (ft) 408 12 0 0
Control Delay (s) 56.1 9.5 0.0 0.0
Lane LOS F A
Approach Delay (s) 48.8 0.0 0.0
Approach LOS E

Average Delay 37.3
Intersection Capacity Uti lization 54.4% ICU Level of Service A
2003 Dismissal no new drive - no signal
Page 4
JDAVENPORT-Lt51

r
A
i

Lanes, Volumes, Timings
3: West Mountain Street & Hastings Hill Road 5/7/2003

Laity bb4p -?T<r'i?"lii YuBT? IItiIVN.VyFt M q
Lane Configurations
Ideal Flow (vphpl) 1900 1900 1900 1980 1900 1900
Storage Length (ft) 0 100 0 200
Storage Lanes 0 1 1 1
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Leading Detector (ft) 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0
Turning Speed (mph) 9 15 15 9
Satd. Flow (prot) 1771 0 1770 1810 1770 1583
Fit Permitted 0.425 0.950
Satd. Flow (perm) 1771 0 792 1810 1770 1583
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 30 328
Link Speed (mph) 35 35 40
Link Distance (ft) 305 764 968
Travel Time (s) 5.9 14.9 16.5
Volume (vph) 243 73 34 301 240 246
Peak Hour Factor 0.75 0.90 0.90 0.75 0.75 0.75
Heavy Vehicles (%) 5% 2% 2% 5% 2% 2%
Lane Group Flow (vph) 405 0 38 401 320 328
Turn Type Perm Perm
Protected Phases 4 8 2
Permitted Phases 8 2
Detector Phases 4 8 8 2 2
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 21.0 21.0 21.0 21.0 21.0
Total Split (s) 29.0 0.0 29.0 29.0 26.0 26.0
Total Split (%) 53% 0% 53% 53% 47% 47%
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None Min Min
Act Effct Green (s) 14.5 14.5 14.5 13.5 13.5
Actuated g/C Ratio 0.40 0.40 0.40 0.37 0.37
v/c Ratio 0.56 0.12 0.56 0.49 0.42
Uniform Delay, d1 7.5 6.7 8.2 8.5 0.0
Delay 8.8 8.3 9.5 10.0 1.8
LOS A A A B A
Approach Delay 8.8 9.4 5.9
Approach LOS A A A
r,.., . r•. ry 'V,9p'1 ti.
infe a n? ?' `m?a 4r x'"-. ,+r -;r ai v ?tg r,r:t
!` ,
Area Type: Other
Cycle Length: 55
Actuated Cycle Length: 36.6
Natural Cycle: 45
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.56
2003 PM no new drive - with signal
Page 1
JDAVENPORT-Lt51
Lanes, Volumes, Timings
3: West Mountain Street & Hastings Hill Road 5/7/2003
' Intersection Signal Delay: 7.7 Intersection LOS: A
Intersection Capacity Utilization 49.0% ICU Level of Service A
ana Nnases: 3: west mountain Street & Hastings rim noau
2003 PM
JDAVENPORT-Lt51
no new drive - with signal
Page 2
HCM Unsi9nalized Intersection Capacity Analysis
3: West Mountain Street & Hastings Hill Road 5/7/2003
o?rement T I?? °1tiiBl.... T N ` IVWR ..._..
' Lane Configurations ?, ?
Sign Control Free Free Stop
Grade
Volume (veh/h) 0%
179
74
32 0%
536 0%
223
157
Peak Hour Factor 0.75 0.90 0.90 0.75 0.75 0.75
Hourly flow rate (veh/h) 239 82 36 715 297 209
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 321 1066 280
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 321 1066 280
`1b tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 97 0 72
cM capacity (veh/h)
1239
239
759

Volume Total
Volume Left 321
0 36
36 715
0 507
297
Volume Right 82 0 0 209
cSH 1700 1239 1700 334
Volume to Capacity 0.19 0.03 0.42 1.52
Queue Length (ft) 0 2 0 708
Control Delay (s) 0.0 8.0 0.0 277.4
Lane LOS
Approach Delay (s)
0
0 A
0
4 F
277
4
Approach LOS . . .
F

Int°? Id?n ???? a'rr u 1 i i ' k a. ' p? > 1
Average Delay 89.3
Intersection Capacity Utilization 73.6% IC U Level of Service C
Alternative 2 - AM unsignalized
Page 1
JDAVENPORT-Lt51
r
HCM Unsignalized Intersection Capacity Analysis
5: West Mountain Street & Main Driveway 5/7/2003
--? N 41,
hAove?nent OT tan' "L W
NFL NCR
Lane Configurations 1? I +
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 247 273 226 376 0 0
Peak Hour Factor 0.90 0.50 0.50 0.90 0.50 0.50
Hourly flow rate (veh/h) 274 546 452 418 0 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 274 1869 547
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 274 1869 547
IC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 65 100 100
cM capacity (veh/h) 1289 52 537
Qirectiorr; Lane # E01., W)3? 1.. W132
Volume Total 820 452 418
Volume Left 0 452 0
Volume Right 546 0 0
cSH 1700 1289 1700
Volume to Capacity 0.48 0.35 0.25
Queue Length (ft) 0 40 0
Control Delay (s) 0.0 9.3 0.0
Lane LOS A
Approach Delay (s) 0.0 4.8
Approach LOS
*4,$ ect orl.AU0MJJ?
Average Delay 2.5
Intersection Capacity Utilization 79.7% ICU Level of Service C
R`'
Alternative 2 - AM unsignalized
Page 1
?` JDAVENPORT-Lt51

HCM Unsignalized Intersection Capacity Analysis
5: West Mountain Street & Main Driveway 5/7/2003
?I?T' Ir1?12 .. NV?L .
Lane Configurations
Sign Control 1?
Free I
Grade 0%
Volume (veh/h) 247 273 226
Peak Hour Factor 0.90 0.50 0.50
Hourly flow rate (veh/h) 274 546 452
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turd flare (veh)
Median type
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 274
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 274
tC, single (s) 4.1
tC, 2 stage (s)
tF (s) 2.2
p0 queue free % 65
cM capacity (veh/h) 1289
Q recti0o Land # EB '(' Wb'1 1, kWl3 1 ":
r-
4N A"
NBT- NBA
Free Stop
0% 0%
376 0
0.90 0.50
418 0
0
0.50
0
None
1869 547
1869 547
6.4 6.2
3.5 3.3
100 100
52 537
Volume Total 820 452 418
Volume Left 0 452 0
Volume Right 546 0 0
cSH 1700 1289 1700
Volume to Capacity 0.48 0.35 0.25
Queue Length (ft) 0 40 0
Control Delay (s) 0.0 9.3 0.0
Lane LOS A
Approach Delay (s) 0.0 4.8
Approach LOS

Average Delay 2.5
Intersection Capacity Utilization 79.7% ICU Level of Service C
Alternative 2 - AM unsignalized
Page 1
JDAVENPORT-Lt51

HCM Unsignalized I nterse ction Capacity Analysis
14: "New" Drive & Hasting s Hill Road 5/7/2003

Movement . ?QG [3R SST gee NViIL" ` I1 V t
Lane Configurations I IN 1
Sign Control Stop Free Free
Grade 0% 0% 0%
Volume (veh/h) 38 73 54 7 239 129
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (veh/h) 41 79 59 8 260 140
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 722 62 66
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 722 62 66
'W tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
4•;, ` p0 queue free % 87 92 83
cM capacity (veh/h) 327 1002 1535
1rection Larwo # ... EI .1 g ` S " f Nw ,
Volume Total
Volume Left 41
41 79
0 66
0 400
260
Volume Right 0 79 8 .0
cSH 327 1002 1700 1535
Volume to Capacity 0.13 0.08 0.04 0.17
Queue Length (ft) 11 6 0 15
Control Delay (s) 17.6 8.9 0.0 5.6
Lane LOS C A A
Approach Delay (s) 11.9 0.0 5.6

r' Approach LOS B
nfersectlo?n 5 1h1 ? , , - - ; ,
Average Delay 6.2
Intersection Capacity Util ization 38.4% IC U Level of Service A

' Alternative 2 - AM unsignalized

JDAVENPORT-Lt51 Pagel

HCM Unsi9nalized Intersection Capacity Analysis
10: Access Road & Hastings Hill Road 5/7/2003
BFI SCR N1N?-
iUlo+vement6t
Lane Configurations I r ? T
Sign Control Stop Free Free
Grade 0% 0% 0%
Volume (veh/h) 255 13 41 0 0 90
Peak Hour Factor 0.50 0.50 0.90 0.90 0.90 0.90
Hourly flow rate (veh/h) 510 26 46 0 0 100
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 146 46 46
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 146 46 46
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 40 97 100
cM capacity (veh/h) 847 1024 1562
G7I ?CtNa[1';: I II `#. EB ,1`, EB 2r S 1 NW 1
Volume Total 510 26 46 100
Volume Left 510 0 0 0
Volume Right 0 26 0 0
cSH 847 1024 1700 1700
Volume to Capacity 0.60 0.03 0.03 0.06
Queue Length (ft) 103 2 0 0
Control Delay (s) 15.5 8.6 0.0 0.0
Lane LOS C A
Approach Delay (s) 15.1 0.0 0.0
Approach LOS C
*
Average Delay 11.9
Intersection Capacity Uti lization 40.2% ICU Level of Service A
Alternative 2 - AM unsignalized
11 Page 1
JDAVENPORT-Lt51
I

Lanes, Volumes, Timings
3: West Mountain Street & Hastings Hill Road 5/9/2003
4.- ., r
Lane Group EBT EBR WBL >WBT' NWL NWR
Lane Configurations 1? t y
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 50 0 0
Storage Lanes 0 1 1 0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Leading Detector (ft) 50 50 50 50
Trailing Detector (ft) 0 0 0 0
Turning Speed (mph) 9 15 15 9
Satd. Flow (prot) 1814 0 1770 1863 1707 0
Fit Permitted 0.421 0.971
Satd. Flow (perm) 1814 0 784 1863 1707 0
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 32 79
Link Speed (mph) 35 35 40
Link Distance (ft) 305 175 968
Travel Time (s) 5.9 3.4 16.5
Volume (vph) 263 74 32 536 223 157
Peak Hour Factor 0.75 0.90 0.90 0.75 0.75 0.75
Lane Group Flow (vph) 433 0 36 715 506 0
Turn Type Perm
Protected Phases 4 8 2
Permitted Phases 8
Detector Phases 4 8 8 2
Minimum Initial (s) 4.0 4.0 4.0 4.0
Minimum Split (s) 21.0 21.0 21.0 21.0
Total Split (s) 28.0 0.0 28.0 28.0 22.0 0.0
Total Split (%) 56% 0% 56% 56% 44% 0%
Yellow Time (s) 4.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None Min
Act Effct Green (s) 20.9 20.9 20.9 15.7
Actuated g/C Ratio 0.47 0.47 0.47 0.35
v/c Ratio 0.50 0.10 0.82 0.78
Uniform Delay, d1 7.5 6.6 10.2 10.7
Delay 8.3 7.5 14.8 15.6
LOS A A B B
Approach Delay 8.3 14.5 15.6
Approach LOS A B B
lntersection Summary ?
Area Type: Other
Cycle Length: 50
Actuated Cycle Length: 44.8
Natural Cycle: 50
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.82
Intersection Signal Delay: 13.2 Intersect ion LOS: B
Alternative 2 - AM with signal
Page 1
JDAVENPORT-Lt51

Lanes, Volumes, Timings
3: West Mountain Street & Hastings Hill Road 5/9/2003
Intersection Capacity Utilization 73.6% ICU Level of Service C
Splits and Phases: 3: West Mountain Street & Hastings Hill Road
m2 m4
22s 8s
m8
s
Alternative 2 - AM
JDAVENPORT-U51
with signal
Page 2

HCM Unsignalized Intersection Capacity Analysis
19: West Mountain Street & Peddycord 5/9/2003
Movement EBL
WBR
Lane Configurations t 11? Y
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 84 336 568 93 19 17
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (veh/h) 91 365 617 101 21 18
Pedestrians
Lane Width (ft)
Walking Speed (f /s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft) 175
pX, platoon unblocked
vC, conflicting volume 718 1216 668
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 718 1216 668
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 90 88 96
cM capacity (veh/h) 883 179 458
Direction, Lane.#
862

W1

531 ,
Volume Total 91 365 718 39
Volume Left 91 0 0 21
Volume Right 0 0 101 18
cSH 883 1700 1700 252
Volume to Capacity 0.10 0.21 0.42 0.16
Queue Length (ft) 9 0 0 14
Control Delay (s) 9.5 0.0 0.0 21.9
Lane LOS A C
Approach Delay (s) 1.9 0.0 21.9
Approach LOS C
int6rs6606s4 mary ?
Average Delay 1.4
Intersection Capacity Utilization 57.0% ICU Level of Service A
Alternative 2 - AM with signal
Page 1
JDAVENPORT-Lt51
HCM Unsignalized Intersection Capacity Analysis
14: "New" Drive & Hastings Hill Road 5/7/2003
EBL EBR
sment

SER NWL NWT `

Lane Configurations r T +T
Sign Control Stop Free Free
Grade 0% 0% 0%
Volume (veh/h) 11 51 129 3 13 117
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (veh/h) 12 55 140 3 14 127
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 297 142 143
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 297 142 143
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 98 94 99
cM capacity (veh/h) 687 906 1439
birectiorl; _Lane EB 1 E 2 SE ,1 NW 1
Volume Total 12 55 143 141
Volume Left 12 0 0 14
Volume Right 0 55 3 0
cSH 687 906 1700 1439
Volume to Capacity 0.02 0.06 0.08 0.01
Queue Length (ft) 1 5 0 1
Control Delay (s) 10.3 9.2 0.0 0.8
Lane LOS B A A
Approach Delay (s) 9.4 0.0 0.8
Approach LOS A
I`ntersectien ?urimary
Average Delay 2.1
Intersection Capacity Utilization 18.8% ICU Level of Service A
Alternative 2 - PM unsignalized
Page 1
JDAVENPORT-Lt51

HCM Unsignalized Intersection Capacity Analysis
10: Access Road & Hastinas Hill Road 5/7/2003
_)F

Malvement EBL EBR % SET SER NWL NWT
Lane Configurations ?? ?'
Sign Control Stop Free Free
Grade 0% 0% 0%
Volume (veh/h) 358 19 110 0 0 115
Peak Hour Factor 0.50 0.50 0.90 0.90 0.90 0.90
Hourly flow rate (veh/h) 716 38 122 0 0 128
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 250 122 122
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 250 122 122
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 3 96 100
cM capacity (veh/h) 739 929 1465
Dire ctibn, C ne': E&1 ; EB 2 SE 1:,, NW 1
Volume Total 716 38 122 128
Volume Left 716 0 0 0
Volume Right 0 38 0 0
cSH 739 929 1700 1700
Volume to Capacity 0.97 0.04 0.07 0.08
Queue Length (ft) 376 3 0 0
Control Delay (s) 49.6 9.0 0.0 0.0
Lane LOS E A
Approach Delay (s) 47.6 0.0 0.0
S
Approach LO E
?
(
Average Delay 35.7
Intersection Capacity Utilization 53.1% ICU Level of Service A
Alternative 2 - PM Unsignalized
Page 1
JDAVENPORT-Lt51

f
1
1
1
1
r
1

HCM Unsignalized Intersection Capacity Analysis
3: West Mountain Street & Hastings Hill Road 5/712003

Movement EBT EBR WBL_ WBT NWL NWR
Lane Configurations '* I t Y
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 243 73 34 240 76 39
Peak Hour Factor 0.75 0.90 0.90 0.75 0.75 0.75
Hourly flow rate (veh/h) 324 81 38 320 101 52
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 405 760 365
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 405 760 365
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 97 72 92
cM capacity (veh/h) 1154 362 680
4ractiot; Lane # EB 1 :WB,1 WB'2. ; NW 1
Volume Total 405 38 320 153
Volume Left 0 38 0 101
Volume Right 81 0 0 52
cSH 1700 1154 1700 430
Volume to Capacity 0.24 0.03 0.19 0.36
Queue Length (ft) 0 3 0 40
Control Delay (s) 0.0 8.2 0.0 17.9
Lane LOS A C
Approach Delay (s) 0.0 0.9 17.9
Approach LOS C
ntersdbtlan:S06M°ry }
Average Delay 3.3
Intersection Capacity Uti lization 37.4% ICU Level of Service A
Alternative 2 - PM unsignalized
Page 1
JDAVENPORT-Lt51
?.
HCM Unslgnallzed Intersection Capacity Analysis
5: West Mountain Street & Main Driveway 5/7/2003
Movement EBT - EBR WBL. WBT NBL NBR ;

Lane Configurations T4 +
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 339 99 58 262 0 0
Peak Hour Factor 0.90 0.50 0.50 0.90 0.50 0.50
Hourly flow rate (veh/h) 377 198 116 291 0 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 377 999 476
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 377 999 476
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 90 100 100
cM capacity (veh/h) 1182 243 589
0 Ceotib,n Lone # EB 1 V11B 1; V B.2
Volume Total 575 116 291
Volume Left 0 116 0
Volume Right 198 0 0
cSH 1700 1182 1700
Volume to Capacity 0.34 0.10 0.17
Queue Length (ft) 0 8 0
Control Delay (s) 0.0 8.4 0.0
Lane LOS A
Approach Delay (s) 0.0 2.4
Approach LOS
10400, et 1-41K
Average Delay 1.0
Intersection Capacity Utilization 45.0% ICU Leve l of Service A
Alternative 2 - PM
JDAVENPORT-Lt51
unsignalized
Page 1

Lanes, Volumes, Timings
3: West Mountain Street & Hastings Hill Road 5/9/2003
k- .E- +\ `?
EBT ° EBR' WBL WBT ' NWL NWR
Lane Configurations T+ t y
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 50 0 0
Storage Lanes 0 1 1 0
Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
Leading Detector (ft) 50 50 50 50
Trailing Detector (ft) 0 0 0 0
Turning Speed (mph) 9 15 15 9
Satd. Flow (prot) 1814 0 1770 1863 1693 0
Flt Permitted 0.416 0.977
Satd. Flow (perm) 1814 0 775 1863 1693 0
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 31 126
Link Speed (mph) 35 35 40
Link Distance (ft) 305 211 968
Travel Time (s) 5.9 4.1 16.5
Volume (vph) 259 73 34 240 227 246
Peak Hour Factor 0.75 0.90 0.90 0.75 0.75 0.75
Lane Group Flow (vph) 426 0 38 320 631 0
Turn Type Perm
Protected Phases 4 8 2
Permitted Phases 8
Detector Phases 4 8 8 2
Minimum Initial (s) 4.0 4.0 4.0 4.0
Minimum Split (s) 21.0 21.0 21.0 21.0
Total Split (s) 27.0 0.0 27.0 27.0 23.0 0.0
Total Split (%) 54% 0% 54% 54% 46% 0%
Yellow Time (s) 4.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0
Lead/Lag
Lead-Lag Optimize?
Recall Mode None None None Coord
Act Effct Green (s) 16.5 16.5 16.5 25.5
Actuated g/C Ratio 0.33 0.33 0.33 0.51
v/c Ratio 0.69 0.15 0.52 0.68
Uniform Delay, d1 13.4 11.8 13.5 7.1
Delay 12.6 9.9 12.6 15.5
LOS B A B B
Approach Delay 12.6 12.3 15.5
Approach LOS B B B
Intq$pctlgtr,Bii mery s' `7
Area Type: Other
Cycle Length: 50
Actuated Cycle Length: 50
Offset: 0 (0%), Referenced to phase 2: NWL and 6:, Start of G reen
Natural Cycle: 45
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.69
Alternative 2 - PM with signal
Page 1
JDAVENPORT-Lt51

Lanes, Volumes, Timings
3: West Mountain Street & Hastings Hill Road 5/9/2003
Intersection Signal Delay: 13.8 Intersection LOS: B
Intersection Capacity Utilization 66.7% ICU Level of Service B
Splits and Phases: 3: West Mountain Street & Hastings Hill Road
02 e4
23`9 ;,.; 7 $
m8

Alternative 2 - PM
JDAVENPORT-Lt51
with signal
Page 2
i
HCM Unsignalized Intersection Capacity Analysis
1: West Mountain Street & Peddycord 5/9/2003
wement EBL EBT.. WBT WBR,' SEL 5ER
Lane Configurations Vi + T Y
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 16 489 323 18 63 58
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (veh/h) 17 532 351 20 68 63
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft) 211
pX, platoon unblocked 0.86
vC, conflicting volume 371 927 361
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 371 916 361
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 99 73 91
cM capacity (veh/h) 1188 257 684
bi(ogtian? ,06e`0 ?. EB 1':.
''B jr
E. '
SE 1
Volume Total 17 532 371 132
Volume Left 17 0 0 68
Volume Right 0 0 20 63
cSH 1188 1700 1700 367
Volume to Capacity 0.01 0.31 0.22 0.36
Queue Length (ft) 1 0 0 40
Control Delay (s) 8.1 0.0 0.0 20.2
Lane LOS A C
Approach Delay (s) 0.3 0.0 20.2
Approach LOS C
wi, rs tl r? $iti lmery , ?'
Average Delay 2.7
Intersection Capacity Uti lization 42.3% ICU Leve l of Service A
Alternative 2 - PM with signal
Page 1
JDAVENPORT-Lt51

7.4 Signal Warrant
Analysis
$'I
5/12/2003 JMD0310 - East Forsyth High School Improvements 25
q
1
I
Date: 4/29/2003
County: Forsyth
Location: Hanes Mill Q US 52 NB Ramps
# of Lanes: 1 1
Time Major Minor
8:00 7:00 298 74
7:00 8:00 509 101
8:00 9:00 473 287
9:00 10:00 371 58
10:00 11:00 307 88
11:00 12:00 410 87
12:00 13:00 435 84
13:00 14:00 371 80
14:00 15:00 545 78
15:00 18:00 1010 355
18:00 17:00 797 117
17:00 18:00 1134 170
18:00 19:00 800 121
19:00 20:00 0 0
20:00 21:00 0 0
21:00 22:00 0 0
7480 1040
2
Condition A - Minimum Vehicular Volume x: 70
Failed Hours warrant met: 5
Major Minor Results
Time
0:00 7:00 0 0 0 0 0 0 0
7:00 8:00 1 1 1 0 0 0 0
8:00 9:00 0 1 1 1 1 1 1
9:00 10:00 0 0 1 0 0 0 0
10:00 11:00 0 0 0 0 0 0 0
11:00 12:00 0 1 1 0 0 0 0
12:00 13:00 0 1 1 0 0 0 0
13:00 14:00 0 0 1 0 0 0 0
14:00 15:00 1 1 1 0 0 0 0
15:00 15:00 1 1 1 1 1 1 1
18:00 17:00 1 1 1 0 0 1 1
17:00 18:00 1 1 1 1 1 1 1
18:00 19:00 1 1 1 0 1 1 1
19:00 20:00 0 0 0 0 0 0 0
20:00 21:00 0 0 0 0 0 0 0
21:00 22:00 0 0 0 0 0 0 0
5
Condition B - Interruption of Continuous Traffic %: 70
Failed Hours warrant met: 5
Major Minor Reautts
Time ? i
8:00 7:00 0 0 0 t s.' 0 1 1 0
7:00 8:00 0 0 0 1 1 1 ` 0
8:00
9:00 9:00
10:00 0
0 0
0 0 X +r
jP 1 1 1 0
0 F
t R 0 0 1 0
10:00
00
11 11:00 0 0 0 0 1 1 0
:
12:00 12:00
13:00 0
0 0
0 0
0
i?, + r
1
1
1
s 0
0
13:00 14:00 0 0 0 t u 1 1 1 0
14:00 15:00 0 0 1 ry+ 1 1 1 ]- 1
15:00
18:00 18:00
17:00 1
1 1
1 1
1
" t 1
1 1 1 k Q?3? ?-'
r
+ 1

11,
k
p
' 1 1 r

o. 1
17:00 18:00 1 1 1 1
"
`
1
}
18:00 19:00 1 1 1 ?!
V
. 1 1 1 ?;? 1
19:00 20:00 0 0 0 ?l 0 0 0 0
20:00 21:10 0 0 0 {g 'e 0 0 0 ` 0
21:00 22:00 0 0 0 F 0 0 0 0
5
Warrant 2 - Four Hour Vehicular Volume (70% Factor)
(Community Less Than 10,000 Population or Above 40 mph on Major Street)
400-
350-
IL
300
o •
a 250
a
m
E
c zoo
2 150
.r
N 100
c • • •
50
0
0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 2400
Major Street - Total of Both Approaches - VPH

Warrant 3 - Peak Hour (70% Factor)
(Community Less Than 10,000 Population or Above 40 mph on Major Street)
0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 2400
Major Street - Total of Both Approaches - VPH
lift
AW "Olt nit
Right turn reduction Caclulations
Hastings Hill Road EB W. Mountain
time. Rt factor revised th left total dime th left
-6- 20 81% 4 0 70 74 128 0
7 52 70% 16 0 85 101 _ .; . 215 0
8-. , 157 72% 44 0 223 267 ;- 198 0
9 27 77% 6 0 52 58 9`. 157 0
10. 35 81% 7 0 61 68 .OM , ° 128 0
.11.- 30 74% 8 0 59 67 -1
1-:' 178 0
12 34 74% 9 0 75 84 1
1- 177 0
13 40 76% 9 ,0 71 80 3 „ 161 0
14,` 44 67% 14 0 64 78 14, 237 0
15:x, 246 48% 128 0 227 355 , 15 _ 443 0
16. 50 56% 22 0 95 117 :16 346 0
17 , 87 43% 50 0 120 170 - 17 - 507 0
1& 72 56% 32 0 89 121 : 1?8' 346 0
19- ' 0 100% 0 0 0 0 0 0
20' 0 100% 0 0 0 0 `'" 0 0

on the hour
Intersection Delay Sheet
Location: Hastings Hill Road
at West Mountain Street
Intersection
Approach:
Observer:
Date: 04/29/03
# of Lanes 2
# of Appr: 1
Total Vol.

TIME
S Total Num
topped in ber Vehicle
App. at Tim s
e
TIME Total Num
Stopped In ber Vehicle
A . at Tim s
e
00 Sec 15 Sec 30 Sec 45 Sac 00800 16890 30 Sea 45 Sea

5:00 0 0 1 2 5:30
:01 1 0 0 0 :31 0 1 0 0
:02 0 1 1 1 :32 2 0 0 1
:03 0 0 0 1 :33 1 0 0 1
:04 0 0 3 2 :34 2 1 1 0
:05 1 1 3 3 :35 0 1 0 0
:06 2 3 0 0 :36 1 1 1 0
:07 0 0 0 0 :37 - 1 0 2 2
:08 2 1 2 2 :38 4 4 3 5
:09 0 2 3 4 :39 2 0 1 0
:10 4 3 2 3 :40 0 0 0 0
:11 1 0 0 0 :41 2 2 0 1
:12 2 0 0 0 :42 0 0 2 1
:13 1 0 2 0 :43 0 0 0 1
:14 1 1 2 0 :44 0 0 1 2
5:15 1 0 0 0 5:45 5 5 5 2
:16 0 0 0 1 :46 0 0 1 1
:17 0 0 3 0 :47 0 3 2 3
:18 0 1 0 0 :48 5 3 3 2
:19 0 0 1 0 :49 3 4 5 3
:20 0 0 2 2 :50 2 1 2 4
:21 5 3 5 5 :51 3 2 4 2
:22 2 2 0 0 :52 2 2 2 2
:23 0 1 3 2 :53 5 4 4 5
:24 1 0 3 0 :54 5 4 4 3
:25 0 0 0 0 :55 2 2 1 3
:26 2 2 1 1 :56 4 4 3 0
:27 0 0 0 1 :57 0 1 1 0
:28 0 0 0 1 :58 0 1 1 4
:29 0 0 0 0 :59 2 1 1 1
:30 0 0 0 0

26 21 37 31 53 47 50 49
TOTAL:
Total Delay (Veh-Hour)=Total Number Stopped X Sampling Internal (Sec.)/3600
314 x 15/3600 1.308 Veh-Hour
Peak Hour Delay 1.
Page 1

?v'i* North Carolina Wildlife Resources Commission f? "I
MEMORANDUM
Charles K. kilk'Mxl, FACCIrtiVC Dirccto?r
TO: John R. Dorney, Division of Water Quality
Dept. of Environment and Natural Resources
FROM: Ron Linville, Regional Coordinator
labitat Conservation Program
DATE: June 17, 2003

SUBJECT: Review of 401 Certification Application, Winston-Salem/Forsyth County
Schools, East Forsyth I Iigh School Bus Access Drive, Forsyth County
The school system is requesting 401 Water Quality Certification from the North
Carolina Division of Water Quality. The NCWRC has reviewed information provided by
the applicant, and field biologists on our staff are familiar with habitat values of the
project area. These comments are provided in accordance with provisions of the Clean
Water Act of 1977 (33 U.S.C. 466 et. seq.) and the Fish and Wildlife Coordination Act
(48 Stat. 401, as amended; 16 U.S.C. 661-667d).
Fast Forsyth High School proposes to add a new driveway for school buses. This
will segregate normal school vehicular traffic from the school bus entrance. The school
has been operating with two school entrances since the 1960s. The proposed drive will
cross a tributary of Kerners Mill Creek. Impacts total 180 linear feet, including 148 feet
of 60" RCP and 32 feet of riprap. Kerners Mill Creek is in a water supply watershed and
substantial bottomland hardwood wetlands arc present below the school. A site visit was
conducted on June 16, 2003. Based on a cursory flow evaluation, the stream appears to
be perennial, not intermittent.
We would prefer that alternatives that avoid jurisdictional impacts be considered.
It does not seem that an additional driveway will reduce overall traffic problems. The
addition of stoplights at both entrances to the school could improve safety and traffic
flow. If the school has legitimate health or safety issues that prevent improving existing
roadways to accomplish the same objectives we will not object to the project provided the
following (not prioritized) conditions are implemented:
Mailing Address: I )ivisiim (d Itilaiid Fisher s 1 721 Mail Sei v t c Center • ILtlci ,,h, N( ? 2 7099-1 7 2 1
't'elephone: (919) 731-1(, 11 ext. 251 • Fax: (91 `x) 71 5-7643
East Forsyth Bus Drive 2 June 17, 2003
1. If possible, instream work and water supply buffer disturbance should avoid
the fish spawning season of May 1 through July 15 to prevent off-site
sedimentation from impacting fish eggs and fry downstream of the site.
2. Culverts 48" Culverts 48" or larger should be buried a foot into the streambed.
Culverts less than 48 inches in diameter should be buried to a depth equal to
or greater than 20% their size to allow for aquatic life passage. 'T'hese
measurements must be based on natural thalweg depths. The dimension,
pattern and profile of the stream should be maintained above and below the
culvert as well as through the culvert to the maximum extent practicable.
Floodplain benches should be preserved or restored in order to maintain or
restore natural stream dimensions.
3. Any riprap used must not interfere with aquatic life passage during low flow
conditions.
4. If concrete will be used, work must be accomplished so that wet concrete does
not contact stream water. This will lessen the chance of altering the stream's
water chemistry and causing a fish kill.
5. Heavy equipment should be operated from the bank rather than in the stream
channel in order to minimize sedimentation and reduce the likelihood of
introducing other pollutants into the stream.
6. Sediment and erosion control measures shall adhere to the design standards
for sensitive watersheds (15A NCAC 4B .0024). Additionally, spill
containment practices should be encouraged due to the water supply
watershed classification.
7. Temporary or permanent herbaceous vegetation should be planted on all bare
soil within 5 days of ground disturbing activities to provide long-term erosion
control. We encourage the use of onsite native vegetation and materials for
streambank stabilization.
8. Mitigation should be provided for impacts according to Clean Water Act
provisions and Division of Water Quality requirements. Payment to the
Wetland Restoration Program may be acceptable providing the impacts are
minimized and culvert installation does not preclude aquatic life passage.
9. If stormwater management practices are required, we recommend Low Impact
Development (LID) techniques. Information on LIDS may be found at
www._lowii-npactdeveloRment.or Additional information about cumulative
and secondary impacts that affect fish and wildlife may be found at
http //NvNvNN ncNvildlifc.orb/pgO7_WildlifeSpecies.Coii/pp7c,? impacts.,pdf.
10. If a stormwater pond is required, we recommend that it be located in a non
jurisdictional area where it will receive runoff from the bus parking lot and
associated paved areas prior to discharging to the water supply watershed.
Attached are recommendations for plantings for these types of facilities.
Thank you for the opportunity to review and comment on this project during the early
planning stages. If you have any questions regarding these comments, please contact me
at 336/769-9453.
Attachment: Piedmont Stormwater Pond Planting Recommendations
East Forsyth Bus Drive 3 June 17, 2003
Piedmont Stormwater Pond Planting Recommendations
Instead of using the typical fescue grasses, the upper interior and exterior of the structure
should be planted with the following mix:
Spring/Summer Mixture, May 1 - Sept. 15
Browntop millet 20 Ibs/a
Kobe lespedeza* 20 lbs/a
Shrub lespedeza 1 Ib/a
Switchgrass 10 Ib/a
Fall/Winter Mixture, Sept. 15 - April 30
Rye grain 120 Ibs/a
Kobe lespedeza* 20 lbs/a
Shrub lespedeza I lb/a
Partridge pea 10 lb/a
* On slopes greater than 3:1 use Crown Vetch
Add one of the following to the above mixture
Crown Vetch 5 Ibs/acre
Ladino Clover 5 Ibs/acre
Alfalfa 5 Ibs/acre
Note: Mowing should be limited to early spring and should only occur as needed to prevent tree
growth on the dam or other areas. Mowing on a 2-3 year schedule should suffice. Lime and
fertilize as recommended by Natural Resources Conservation Service standards when planted.
'T'rees and shrubs (I year bare root seedlings) should be planted randomly at a minimal
rate of 100 trees per acre on the top and upper portions of the structure and at a minimal rate of
150 per acre around the normal water elevation and littoral shelf area. The following list of tree
species may assist in providing habitat benefits:
Loblolly Pine* Red Cedar Black Gum American Holly Dogwood
Hickory Sumac White Oak Willow Oak Red Maple**
Oak Viburnum Green Ash Ironwood Black Cherry
Persimmon Water Oak Spice Bush Willow (sp)
Swamp Chestnut Silky Dogwood
Other species may be utilized depending on site requirements and availability. Pines* should not
exceed 15% of the reforestation. No more than 20% of the tree species will be of a single species.
An 80% success rate is acceptable over five years. Large or fast growing trees like Sycamore and
Maple** may not be appropriate around detention facilities.
The above recommendation should be considered for the multiple benefits that they can
provide to the community and to the environment. Initial costs should not be prohibitive and the
long-term costs should be reduced, as constant mowing would not be necessary in the naturalized
areas.
O?OF WA TF9QG
r
July 2,
Forsyth C
DWQ Project No. 03,
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Mr. Gene Miller
Winston-Salem/Forsyth County Schools
P.O. Box 2513
Winston-Salem, NC, 27102-2513
Dear Mr. Miller:
On June 2, 2003, the NC Division of Water Quality (DWQ) received your revised application for a General 401 Water Quality
Certification to Impact 180 linear feet of streams in order to construct an additional driveway to the East Forsyth High School in Forsyth
County. In accordance with 15A NCAC 2H .0506, a thorough inspection of the site has been conducted by Ms. Cyndi Karoly of the DWI
Central Office and also by Mr. Ron Linville of the NC Wildlife Resource Commission. DWO has determined that the subject stream is in
fact perennial, not intermittent, and that significant uses would be removed or degraded by this project. Since the perennial stream
impacts associated with this project exceed 150 linear feet, compensatory stream mitigation is required in accordance with 15A NCAC 2
.0506(h). You have the following options for satisfying the stream mitigation requirement associated with this project:
1. Payment into the North Carolina Wetland Restoration Program (W RP), if the W RP will accept the responsibility for conducting this
mitigation work, or
2. Preparing and implementing a stream mitigation plan with a minimum of a 1:1 restoration component for 290 feet of impacts.
If you decide to pursue use of the Wetland Restoration Program in lieu of developing your own stream mitigation plan, you will
need to contact Mr. Ron Ferrell with the W RP at [phone] to see if they will accept the project. You should note that mitigation
requirements proposed to be mitigated through the Wetland Restoration Program must be rounded to the nearest linear foot increment
according to 15 2r.0503(b).
Furthermore, insufficient evidence has been provided to demonstrate that the project cannot be constructed without the proposed
impacts. Please provide evidence that you have investigated alternatives such as varying traffic patterns or placement of stoplights at the
existing entrance.
Until the Information requested in this letter is provided, I will request (by copy of this letter) that the Corps of Engineers place this
project on hold. Also, this project will be placed on hold for our processing due to incomplete Information (15A NCAC 2H .0507(h)).
Thank you for your attention. If you have any questions, please contact Daryl Lamb in the DWQWinston-Salem Regional Office at
336-771-4600 or Cyndi Karoly in Raleigh at [phone]. Questions regarding the Wetland Restoration Program may be directed to
Ron Ferrell at [phone].
Sincerely,
John Dorney
cc: Corps of Engineers Raleigh Regulatory Field Office
Winston-Salem DWQ Regional Office
Ron Ferrell, W RP
File Copy
Central Files
030655

Michael F. Easley,
William G. Ross Jr.,
North Carolina Department of Environment and Natural
Alan W. Klimek, P.E., I
Division of Water
Coleen H. Sullins, Deputy I
Division of Water
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (htip://h2o.enr.state.nc.us/ncwetlands)
Customer Service #: 1-877-623-6748
Office Use Only: ?.a Form Version May 2002
USACE Action ID No. DWQ No.
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
1. Processing FILE COPY
1. Check all of the approval(s) requested for this project:
® Section 404 Permit ? Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
® 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: NW 14
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
H. Applicant Information
1. Owner/Applicant Information
Name: Gene Miller
Mailing Address: Winston-Salem/Forsyth County Schools
PO Box 2513
Winston-Salem NC 27102-2513
Telephone Number: 336-727-2533 Fax Number: 336-727-2008
E-mail Address:
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: NONE
Company Affiliation:
Mailing Address: tF3p-

Telephone Number:
E-mail Address:
Fax Number:
Page 5 of 12

III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: East Fors qh High School Access Road
2. T.I.P. Project Number or State Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN): 6866-03-0343
4. Location
County: Forsyth Nearest Town: Walkertown
Subdivision name (include phase/lot number): N/A
Directions to site (include road numbers, landmarks, etc.): From I-40, Take Exit 201 (Union
Cross Road) Turn North on Union Cross Approx 1 mile at stop light turn left on to Old
Salem Road Turn right on Hasting Hill Road Continue on Hasting Hill Road, through the
intersection with Kernersville Road and over Business 40. Hastings Hill Road intersects with
West Mountain Street. Turn Left and school is on the left
5. Site coordinates, if available (UTM or Lat/Long): 360 07'04"N 800 08' 58"W
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres): 54.55 acres
7. Nearest body of water (stream/river/sound/ocean/lake): Kerners Mill Creek
8. River Basin: Yadkin River Basin
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: Site- School and Wooded
Vicinity - Residential
Page 6 of 12
10. Describe the overall project in detail, including the type of equipment to be used:
An access road will be constructed to the bus parking lot. Typical construction equipment
will be used during, construction. The fill needed for the road will be hauled in from another
construction site.
11. Explain the purpose of the proposed work: The purpose of the proposed road is to give the
buses and cars separate entrances to the school
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
None
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
None
VI Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
Page 7 of 12
1. Provide a written description of the proposed impacts:
2. Lidividually list wetland impacts below:
Wetland Impact
Site Number
indicate on ma
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
es/no Distance to
Nearest Stream
linear feet
Type of Wetland***

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://www.fema.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property:
Total area of wetland impact proposed:
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact
Site Number
indicate on ma)
Type of Impact* Length of
Impact
linear feet)
Stream Name** Average Width
of Stream
Before Impact Perennial or
Intermittent?
(please secif )
1 60" RCP 148 UT Kerners Mill Creek 5 Intermittent
1 Rip Rap 32 UT Kerners Mill Creek 5 Intermittent

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.uses.gnv. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mapquest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 180
Page 8 of 12
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below:
Open Water Impact
Site Number
indicate on ma
Type of Impact* Area of
Impact
(acres) Name of Waterbody
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.
N/A N/A N/A N/A N/A

T
* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): N/A
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
Page 9 of 12
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/ncwetlands/strmgide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
N/A
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/wrp/index.htm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Amount of stream mitigation requested (linear feet): N/A
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
Page 10 of 12
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federaUstate) funds or the use of public
(federal/state) land?
Yes ® No ?
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Neuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ? No ® If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet) Multiplier Required
Mitigation
1 3
2 1.5
Total
Gone 1 extends out 3U teet perpenmcular rrom near nanK or cnannei; cone L extenas an
additional 20 feet from the edge of Zone 1.
Page 11 of 12

If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or.0260.
XI. Stormwater (required by DWQ)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
11700 SF (0.27 ac) of additional impervious area will be added. No stormwater controls
proposed
XII. Sewage Disposal (required by DWQ)
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.
The school is currently served by sewer service. No construction of any sewer proposed
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ? No ?
Is this an after-the-fact permit application?
Yes ? No
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
5/15/03
T Applicant/Agent's Signature' Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 12 of 12
WINSTON-SALEM EAST QUADRANGLE
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Triage Check List
,ate: ,one ?,?CX?3 Project Name: fast for yt?, 4,,, Scho'/ /?c<
DWQ#: 0 3 06 s s
County: r rsy di
To: ? ARO Mike Parker
? FRO Ken Averitte
? MRO Alan Johnson
? RRO Steve Mitchell
From: Anmanda Mueller_ Telephone : (919)
? WaRO Tom Steffens
? WiRO Noelle Lutheran
K WSRO Cyndi Karoly (Central Office)
733-1386
The file attached is being forwarded to your for your evaluation.
Please call if you need assistance.
Stream length impacted
Stream determination
? Wetland determination and distance to blue-line surface waters on USFW topo maps
Z Minimization/avoidance issues
? Buffer Rules (Meuse, Tar-Pamlico, Catawba, Randleman)
? Pond fill
? Mitigation Ratios
? Ditching
? Are the stream and or wetland mitigation sites available and viable?
IK Check drawings for accuracy
? Is the application consistent with pre-application meetings?
? Cumulative impact concern
i.Ld.d? i Mi !lr OJ1 D/J7M `? ? ??A, /1)'L?/YI i/YY! /1 A I ..,-? / !Y' /t7'1.f'O
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DAVIS-MARTIN-POWELL & ASSOCIATES, IN C.
ENGINEERING • LAND PLANNING • SURVEYING
218 Gatewood Avenue, Suite 102, High Point, NC 27262
- Phone: [phone] /Fax: [phone] / e-mail: dmpn dmp-inc. com
TRANSMITTAL LETTER
Date: May 30, 2003
To: Division of Water Quality Re: East Forsyth Hig
401 Wetlands Unit Job No. E-3395 r
1650 Mail Service Center
Raleigh, NC 27699-1650 ?????
NATERQUALIIY
We are sending you (X) attached () under separate cover the following items:
? Shop Drawings ? Samples ? Copy of Letter
? Prints ? Specifications ? Other
® Plans ? Disk
# Co ies Drawin # Description Disposition
7 Construction Plans For Review
7 Completed PCN application
1 Check for $475.00 Review Fee
Remarks:
c: File
By:
J y ffey, El
/ / (?
UNITED STATES POSTAL SERVICE First-Class Mail
Postage & Fees Paid
uSPS
Permit No. 0-10
• Sender: Please print your name, address, and ZIP+4 in this box •
NC: DFNR Division of Water Quality
Wetlands/401 Certification Unit
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604
ompleW Items 1, 2, and 3. Also complete
9m 4 if Restricted Delivery Is desired.
rint your name and address on the reverse
3 that we can return the band to you.
ttach this card to the back of the mailplecs,
r on the front if space permits.
,ticle Addressed to:
inston-Salem/Forsyth County Schools
ist Office Box 2513
inston-Salem, NC 27102-2513
WQIF 03-0655 -- Forsyth
iture 4-A- (61 - Q'Agent
Addressee
I= 40P.
Ived by (Prl Nam slivery
D. Is delivery a fferent from kem 1? ? Y 'y<\
If YE3, ent del eryaddtsde below: ? No
lp
Z co
cfj? `'00
-POA
3. Service type
Otertifled Ma Mall
13 Registered pt for andlsi
[3 Insured MW
all
4. Restricted Delivery? (Extra Fee) ? Yes
rtlcle Number 7002 2410 0003 0275 1482
Ygnsfer from service /at
'orm 3811, August 2001 Domestic Return Recelpt 102585-02-M-1640
0178,9
401 6;Aification permit fee
E. forsyth High School
E-3395
?Aq%
FO
WE Ri,MCS AoI
#526 GilOUR75. 00
JUN (9 ? Z003
NATER OUALITY SECTION
APPLICATION: STAPLE:
AT THE END OF EACH DAYS GRADING OPERATIONS, SEQUENCE OF CONSTRUCT/ON CONTRACTOR TO INSTALL TEMPORARY EARTH BERMS THE AREA TO BE COVERED SHALL BE PROPERLY THE STAPLES SHALL BE MADE OF WIRE 0.091" a4aalanm$tctseaamrrr
1. OBTAIN GRADING PERMIT AND WETLANDS PERMIT ALONG THE TOP OF THE FILL SLOPE AND D/RECl PREPARED, FERTILIZED AND SEEDED BEFORE THE IN DIAMETER OR GREATER. "U" SHAPED WITH LEGS ~aa js, ~1 °ei~ BLANKET IS APPLIED. WHEN THE BLANKET IS 5" IN LENGTH AND A 1° CROWN, SIZE AND GAUGE ~
2 CLEAR ENOUGH OF SITE TO INSTALL TEMPORARY EROSION RUN-OFF DOWN SLOPOES TO TEMPORARY 12" SLOPE NR THE NETTING SHALL BE ON TOP ANp THE OF STAPLES USED WILL VARY WITH SOIL CONDITIONS. ~ ~Q TEEL POST 24" INTO GROUND AND EXCAVATE A 6" X 6" TRENCH U OLLED,
CONTROL DEVICES DRAINS SLOPE TOP OF EMBANKMENT TO DRAIN 1. DRIVE STEEL POST 24" I T TH TH I R THE ENTIRE T TAP HA BE DRIVEN VERTICALLY INTO ~ ~ ~ ~ 0' FIBERS IN CONTAC W1 E SO L OVE HE 5 LES 5 LL ALONG THE LINE OF POSTS, MAX. B' BETWEEN POSTS. N T HA R N PA D APPROXIMATELY TWO 2 ~ ~ ~ ~ AREA. IN DITCHES, THE 8LA KE S S LL BE THE G OU D, S CE O ~ ~ 2 ~ W
3 CLEAR & GRUB REMAINING PORTION OF THE S/TE~ NOw Or rUrnlerEy -'-840--~ ~ l\ TOWARDS EARTH BERM AND SLOPE DRAINS. UPHILL ALONG THE LINE \ ~ _ 4, P,RDOF ROLL ALL AREAS TO RECEIVE FILL, ~ " CLASS B R/P RAP 2, ATTACH WIRE FENCE TO WIRE FENCE TO POSTS AND EXTEND THE BOTTOM OF THE APPLIED IN THE DIRECTION OF THE FLOW OF WATER, LINEAL YARDS APART, ON EACH SIDE, AND ONE V'j' ~ cam W p ~ tin
~ 102B 68 LF 15 RCP FENCE 6 INTO THE EXC 5. INSTALL SANDBAG COFFER DAM UPSTREAM FROM PIPE \ i ~ 74~ / i, OUi1ET PROTECTION 3. ATTACH THE FABRIC TO NT TH X AVAT TR N H. ~ ~ • p ~ ~ I 0 EEC ED E C BUTTED SNUGLY AT ENDS AND SIDE AND STAPLED ROW IN THE CENTER ALTERNATELY SPACED y RS CREEK ~ t~ ~ ~ , TH FA RI T TH WIRE FENCE AND EXTEND THE N P S THE BLANKETS SHALL BE APPLIED EITHER BETWEEN EACH SIDE, 60 STAPLES ON EACH t1E . ~ v;
6. INSTALL 60° RCP STORM DRAIN ~ \ -Salem LA-8 BOTTOM OF THE FABRIC E B C 0 E 0 SLOE , ( ~~ER , ~ a' OF THE FABRIC 6" INTO THE TRENCH. HORIZONTALLY OR VERTICALLY TO THE SLOPE ENDS AND BLANKET} USE A COMMON ROW OF STAPLES ON IT~,'
7 P T RA JN . Gity of Wrnston a,~ ?~Jo . COM CE E G D G \ EXCELSIOR p P e 3736 ~ - 4. BACKFILL THE TRENCH I L THE TRENCH AND COMPACT THE SOIL FIRMLY TO ANCHOR SIDES SHALL BE BUTTED SNUGLY AND STAPLED IT IS ADJOINING BLANKETS. ®rr ~,~~a"
8. SEED ALL DISTURBED AREAS peed BOOk 1724, Og --MAC 6 ~ DEPTH-22 THE BOTTOM OF THE SIL G ~ 9, AFT R VEGE~'AT/ON !S ESTABLISHED REMO?E ~ ~ x Block 3266 ~-TEA~ d s ~ THR TH F N AN E _ To TEMP, EARTH \ s ,b GO U E E CE TTOM OF THE SILT FENCE SO THAT RUNOFF (S FORCED TO NOT NECESSARY TO DIG CHECK SLCTS, ANCHOR DITCHES U r t OR BURY ENDS OF BLANKETS. 421 `
TEMPORAR, Y SEDIMENT DEVICES. BERM CONSTRUCAON ~ ~a f. -o~ ~s U THE FENCE AND CANNOT GO UNDER IT. 40 I / ROLL S ZE
~ ENTRANCE / B ~ o LIMITS OF TEMP, ROCK ~ ~ \ MATERIAL: WIDTH.,.,.,.,4$ INCHES± t INCH THE EXCELSIOR BLANKET SHALL CONSIST OF A LENGTH.,...,.180 FEET AVERAGE
CONSTRUCTION / CHECK DAM / 6 I ~ 1E 8 \ , p STEEL POST iTEEI POST RE ENCE MACHINE PRODUCED MAT OF CURLED WOOD WEIGHT OF ROLL..78 LBSt 10q
CONTRACTOR TO INSTALL A TYP, ~ ~ MP,' SEDDIME F ~ F A 1 P ,R P ~ ~ ~ ~ JO SY 0 CL SS 1 RI A ~ (REQ'D W/BURLAP ONLY EXCELSIOR OF 80q SIX INCH OR LONGER FIBER SQUARE YARDS PER ROLL,.80 AVG LENGTH, WITH CONSISTENT THICKNESS AND THE
~ \ X a z x R TH NTIRE a Z FABRIC FIBER EVENLY DISTRIBUTED OVE E E
O_L W X90 \ / g 12" SLOPE _ A d ~ ~ ~ ~ ~ (NO WIRE FENCE REQ'D) AREA OF THE BLANKET, DITCH LINER Z
. ~~LEN T = ~ G' 0 0 I I ,~~y ~ ~ A 3 AGE'` ~ ~1~~ 8~ / RAIN ~ \ ~ 0 0 9ACKFILL TRENCH PATH SOIL THE TOP SIDE OF EACH BLANKET SHALL BE Staples will D N, I, . a M t PING OR COVERED WITH A PHOTODEGRADABLE EXTRUDED a) ear as S
3 3 ~ M N ST W~IR~9~ ~ M R~J z MATERIAL AND AM I P C~WASHED STONE TO 6" ABOvE PLASTIC MESH. THE BLANKET SHALL BE MADE a "5" on ~ N
r ~ ~ ~ ~ ~ ~F USED D`~56-Cf ~ ~ EC LAM ~T GROUND. SMOLDER RESISTANT WITHOUT THE USE OF - N T ~ r h CHEMICAL ADDITIVES, d ce• RIP RAP SHAD co sls ~ N
v, ~S~RF CE R UI E 1 F ~ i~ 'TT I y ~ ~ ~S~ ~ 4 D\ + OF 6 DIA, STONE PLACED ~ N ~~`V,.,ai~~.."~ o AS SHOWN DEPTH OF ~
I'-o" ~ 0 SLOPE INSTALLATION p APRON SHALL EQUAL THE ~ f
_ ~ NORTH AMERICAN GREEN 515 EDME ~ r`r1L \ ~v' ~ N F n r w f ~ 3 D PIPE DIAMETER AND Use a commo 0 0 RIP-RAP SHALL BE A N staples on adjoining Use 4 stoples across at the start MIN, of 12" DEPTH. Z LLI ~
OR EQUAL FOR TEMPORARY LINING \ ~ P ~ blankets. of each roll and continue to - Z
2' x ~,4' x ~3'D \ 8 0 \ \ TYPICAL DITCH SECTION ~ ~ \ \ EXCEL~R \ INFIR LENGH = 4 ~ \ ~ ~ staple thrucut the length of 4' MIN. Z
NTH ~ A v ~~MArnrvG ~ S TEMPORARY DRAINAGE ~ R , 28 ABC \ a \ ~ , CE the roll Dt 4 ft intervals. DIKE W U [PORARY SILT FEN .n r wi h hl h water velocii a cos t g y
,~EDIMEhT TOR GE QUI 50 CF\ o. \ ~ ~ IMEtV ST R E R N ED 6 - SED T \ 6 F stcp"es should be on 2 foot centers. Q ~ 3:, a a
EXISTING LEGEND SURFACE ARE , EQUI D J SF A ~ MP\EARTH \ HOLD D WN .5 MIN. O ~ w;s 0 STAKES :r~ Q
`~0 BERM rA _ _ SURFACE AREA PR~R4QDE 392 \ ~ \ APD/,.,A:E LNLET _ \ \ \ 2" COPE \ Use 4 stoples ocross at the sta. °.•r of each roll and continue to * j ~ Z
SCAB TOP BA51N ~ ~V r " SLO ,I ~ RAIN ~ ~ ~ ~ ~ ~ to le thruout the ten th of 7,`/ % S p g .r~~\\\\
O„ur,~A~E r~OW - ~ ~ DRAtN~ ~ TEMP. SEDIMEN~~ A STORM SEWER ~ ~ ~ ~ \ ~ ~ \ the rot! of 6 ft intervals. ! 10' SPACING ~ ~ ~ ~ J ~
~ EXCELSIOR ~ ~ SAN. SEWER MANHOLE ~ ~ ~ ~ \ 24 L x 12 W x D ~ MP ~1L-~- EXCELSIOR MATTING \ \ \ \ \ \ \ J ~
rnNG y ~ CLEAN OUT ~ x h 'HEIR ENGHT = ~ 8, ~ ~ ~ FENCE PLASTIC W Z ~ CORRUGATED / Qr ~ W
SANI7AP, Y SEWER -~5~--u> U DRA/NA E A 0,21 AC \ 1 FRE HYDRANT tiro ~ ~ ~ ~ SED/MENT ST R GE RE RED 378 PIPE W r•, INLET (~J Z
- ,M/ ~ ~ l WA <~ER ?AL'/E ~rt~ ~ 'V ~ ~ / ~ ~ ~ ~ ~ S€D/MENT STOR PRO D 432 Cf / N Z - 0
WA+EP METE° ~ ~ s ~ ,A ~ I ~ \ SURFAZ'E~AREA REO IRED 1 ` I - _
WATER LINE - v+ - - ~ ~E~ ~ ~ ~ 1 ~ URFACE A A PRO ED 288 ~ CIA !I lP RAPS R~ CLASS II RIP-RAP ! ~ ~ \ LIGHT POLE ~ ~ \ 26" DEEP a ` ~ OUTLET P TEETtO :LASS II RIP-RAP 10 STABILIZE ~ !6" DEEP OUTLET ( Z
UTrLiTY POLE i - c~ I Lj4-50 ~ 61 W 6" GRAVEL LAYER ~ \ Z / ~
PEDESTAL ; INV' 816. D - \ ~ m ~ , 1 ~ 55' \ ~ ~ ~ 1~8 LF 60" RCP PIH= 71 3 TRANSFORMER ° ~ ~ / DE 2 / / 3 ~
AERiAI UTILITY LINE - ~ o~ yE8 ~ 27% GR. / FLOW E 1 3 24" HOPE PIPE 4' MIN. t,%~;:~~~"~
J ~ ~J ~ BCILA,.D o ~ ~ ~ ? 12 SL PE MP~ SEDIMENT SIDE T P, SOCK ~ AP 1! / FLAG POLE D AIN i LEVEL y~
MAIL BOX "'E ~ ECK~DA ~ ~ 28' x '4'W x 30 eI ~ , DEWATERING SECTION `,,,,,i IMPERVIOUS CORE SIDE ..+?'ti. "~?'"W~ MATERIAL ®ggR / t
~ ~ ~ ~ - h'A,vDICAP - 1 Tl'P, ~ R NGHT - 4 ~ MAXIMUM DENSITY ~
FErrCE - y - ~ ~ - ~ ~ ~ At AGE AREA 0.2 AC ~ ~ / TRAFF,-C SIGPJ -o-- ~ ~ ~ ~ GMITSiOF ~ ~ SE MENT STOI~AG REQUIRED 504 CF v CROSS SECTION OF PLAN VIEW V)
SPEED BUMF ! ,c ~~j / ~ ~ CON9TRUC ON ~ ~ IME~STORAGE PROVIDED 636 CF --J1 TEMPORARY SLOPE DRAIN STANDARD T-SECTION 1
r ~ ~ / j ~ ~ ~i / ~ / ~ R lR 1 SF cpN,,, S W ~ ~ SV ACE' A .EA REQU f0 35 - ~ ~ ~ ? ~ EXC LSID~ / ~ A PNAr T W ~ +.l ~ / SU FACE AREA PROVIDED 392 SF XI TING CREEKBEC S ~ S/ ? \ j ~ ~ E 5 EXISTING CREEKBED 5
~ o ~ M rnNG / ~ ~ / SHRUBBERY ~ ' F R PA IiEMENT BY OTHERS 8' / / / ~ 8' 26 UTU E ( ) REMOVE ALLUVIUM 2' DEEP TO BEDROCK CR TO FIRM SOIL. Q
AN AP AR A ~ ! i ~ ~ ~ ~ / ~ ~ L DSC ED E _ WOODS LINE SHOULDER SHOULDER
TP,EE lAS NOTED) 12" N.C.D.O.T. X57 5 R
_ "PER FT 1 4'` P , hashed Stone mia r TEMPORARY COFFERDAM ~~~o ~-1.5 fi
4 THIS PROPERTY /S SUBJECT TO ANY EASEMENTS, AGREEMENTS, OR RIGHTS OF WAY 1~4 / ER FT ~ OF RECORD PRIOR TO THE DATE OF THIS MAP WHICH WERE NOT APPARENT i/ T bv° ~ 1 1800 cu n/acre ^(.c~~~ ~0°~0~ 2! ` ~ O a o0
N M/ HT TH RWI !CLOSED BY AN ? NOTES A T THE TIME OF MY INSPECT/ON A D G O E SE BED S SECTIO Q 2 ~ ~~.,~,oac,~~oa ~ ~ ~ ~ sw., ~o~ ~o„c„o,, o 0 0 ~ Z 1P15 ~~~8~c~"c°o~~o~80~°0 0 ~
t; BRADY Si/RVEYING COMPANY, P, A,, LOCATED ALL SURFACE UTILITIES (VERY/CAL ATTORNEY'S TITLE OPINION WH/CN AS OF DATE SHOWN HEREON HAS NOT BEEN 3 QO Q O „0 W fV I
T WH/ H W R ACCESSIBLE l0 A SURVEY CREW UNDERGROUND SUPPLIED l0 BRADY SURVEYING COMPANY, P.A. y R~ AND HORIZON,AI) C E E ,~,T, r ,N! Y s''RfACE AP.PURTANCES SHOWN PER 1NFORMATiON 5)NO GEODETIC MONUMENTATION FOUND WITHIN 2004 ~ TYPICAL FILL SECTION S P~' ...,L tS .40 DISCER BLEB ~ P R - Cross section Iter fabric 5
: F'iklnr`~D FROM PUBLIC PR!VATL' RECORDS,. UT'LITY ENl/TIES OR OTHERS AND VERTICAL DA+Z/M SCALED FROM FORSYTH COUNTY AERIAL TOPO MAP, 0~ c ~ 5' ALL G;'STANCES SHOWN ARE MEASURED HC,RIZGNTAL GROUNG DISTANCES UNLESS r' ~ ~P I" ~ CAL 6" min ,~'a c~~_
SHOtD BE COP,lSIDERED APP,40XIMATE ONLY. SOME UNDERGROUND UTILIL+ES 1 ~j NTS ' CHANNEL ~ deptl:J / W 0 ~ ' h Design Overrll 6" ~ Z
~'AY Pw`t'T BE SHOYYN BRADY SURIiEYING COMPANY, P.A., DOES NOT QUARANTEE SPEC'FICALLY NOTED OTHERWISE P 7) ALL AERIAL U?7L~TIES'0 MOBILE CLASSROOMS ARE NOT SHOWN. bKAT ALL UT1LlT/E$ ARE SHOWN ON TtiIS MAP, NOR DO WE GUARANTEE THAT 2-3. ~ ~ so-tlfed 21" for settlement Z coarse aggregate to 'N° ~ W /r,i, 0 Q
' R R N T( IT/ES ARE SHOWN ACCURATELY, PVf STA = 12+50.94 GRAPHIC SCALE ALl UkDE G OU D U L / / , 0 4 R min / O O O~ th ./~li~i~?i ~ ~1,a : /2:1 aide ~ ~
2; F'ELD SURVEY WAS COMPLETED BY 8-23-D2. THIS DRAWING SNOWS TOPOGRAPHIC Pv.+ ELEV = 840.1 40 20 0 40 80 ~ b -peu flashing - I! conditions at the site are such that most of the mud and sediment s R ~ %
CONDITIONS O~ THE SITE AT THE TIME OF THE SUP.lEY. A,D. = 9.83 SANDB 7,5'!S ~~S ,vOr A BOUNDARY SURVEY, K = 15.26 SANDBAGS v the vet the tires should be mu AO :l aide abpe ~ ~bx are not removed by vehicles iravelmg o er gra ~e aNtMd xashed, hashing should be done on an area stabiised xith crushed stone that sa ~
PVI STA = 11+01.20 150.00' uc 1" = 40 FEET drains into a sediment trap or other suitable disposal area. A xesh rack may also ~
PV1 ELEV = 858.2 870 830 870 _ 830 - be used to make xashing more cronvenient and et~tive. mm
~ I I ! I I i I I I - 10, 3 I I I I ~ I I I Construction stone section
~ I ~ I I I - I I i' MIN. - - I -i_i_ ~ ~ I i, ~ I ~ ~ ~ ! ~ I I I I I I RAY INTQ OVE L I I I fall eietian roots, and other ob' - Z Sp2Cl{108t10nS 1. Clear the entrance end eldt area o veg ~ tionable materiel and properly grade it. TL+IIDOD a DY s aC~J/11aG1,1 ! lug
I I I I I I I I ~ i I I I U' I f 0 C ~ 'OO ~ - EMBANKMENT ! i 1 C~ g'rlfR ti 2. Place the gravel to khe specific grade and dimer~iona shoxn on Ule plans, and
- ~ ~ I I I I ~ I , I ~ I I f I, I ' I I I I I smooth it.
I ~ ~ I ~ ~ I I I ~ I ( 'I I ~ I ~ I I EXISTING CREEKBED . I ~ ~ I I I ~ I I I ~ Y I O !i i I :EKBED 24" BY-PASS HOPE N 3. Provide drainage to carry water to s sedment trap or other suitable outlet, b
, , _ ~ I 1 I I I 4. Use geotextile fabrics because they improve stability of the foundation in ~i
I ~ _ ~ ~ i Y ~ f j to i , i i - I ]ocaUons subject to seepage or high xater table.
I I ; I : I I I I TEMPORAL I o I ~ I I C I 1 I! I i I I - - , G COFFERDAM Q TEMPORARY SANDBA CLASS I OR B EROSION CONTROL m ~ ~ O
y- ~ , I ' , I ~ ' ~ I' I I h I II i I I i ~ I SECTION ii'ialntt?nBnCB Maintain the gravel pad in a condition to prevent mud or sediment from lean- STONE 4 g a Q h
I ~ ing the construction site. This may requuire periodic topdressing vnth 2-inch 21~ ~ 8 ~ Ql'fS stone. After each rainfall, inspect any structure used to trap sediment and clean ~
I i tD ! ~ ~ 'I r, I I I I ~R S i ~ I II I 0~'0 ~ I I - T _ I - i , - I it out es necessary. Immediately remove all objectionable materials spilled, xashed, or tracked onto public roadxays. u ~
/ : PR OWED I ; i j I I I h ,
, - -1- ~ , i ' ! ~ / j ~ i ~ ~ II ~ ~ ~ ! I f , ESTABLISHING VEGETATION 8~0 ION .t
2 86 rl i PR PARA K I ON TH R N S EDBED E WO CLUDES E E ' I I i I I I I LIME SHALL BE DOLOMITIC AGRICULTURAL GRI M HIN QF ALL DISTURBED AREAS. TEMPORARY CONSTRUCTION ENTRANCE F11TER FABRIC CROSS SECTION EEDBED PREPARATION, LIMING, FERTILIZING, SEEDING AND ULC G TIC AGRICULTURAL GROUND LIMESTONE CONTAINING NOT LESS THAN TEN PERCENT MAGNESIUM t.5 1L
' I OXIDE I , R IA TAN AR M I COM E C l F RTl IZER SHALL BE S D D I E L I i ~ i I: NI E ~ I I I I ~ ~ i I iTANDARD COMMERCIAL PRODUCE lS t0-10-10 ANALYSIS. ALL FERTILIZER SHALL BE mm•
DELIVERED IN BAGS BEARING THE MANUFACTI i T i IMM IA Y AF R D i WEIGHT IF NOT USED ED TEL E - ~ i I ARING THE MANUFACTURERS NAME, THE CHEMICAL ANALYSIS OF THE PRODUCT AND THE IMMEDIATELY AFTER DELIVERY, THE FERTILIZER SHALL BE STORED IN A MANNER WHICH WILL ~ I
i r T TRY I + DO ~ 2D N0. ALLOW li TO HARDEN OR DES 0 S I )EN OR DESTROY ITS EFFECTIVENESS. B" min.
- i i i ~ ~ I - ~ ~ : AN APPR MIX U'~. - T RA HA L BE OVED SS SEEDS L C W . ' ~ U ~ I I SEED SHALL BE A MINfMJM OF NINETY PERCI AN APPROVED MIXTVRE BASED ON REGIONAL AND SEASONAL CONSIDERAtIONS. PURITY OF ^ C ~ 0 o Q a o ~ O MUM OF NINETY PERCENT AND THE GERMINATION SHALL BE A 41!NIMUM OF EIGHTY-FI1F
_ _ _ _ ~ W PERCENT THE SEED LABEL SHALL BE A "q I ' vRADE ~ ~ QV 'I, i ~ MULCH SHALL CONSIST DF DRY, SMALL GRA.II p CONSTRUCTION SPEC[FlCAT10NS ~ k .ABEL SHALL BE A "CERTIFIED SEED L EEL. ~ ~ v DF DRY, SMALL GRAIN STRAW, DRY HAY, AND OTHER SUITABLE AND APPROVED MATERIAL. FILTER FABRIC w.~
W - - ~ ~ ~ ' ~ I ' PREPARATION OF SEEDBED 1) CLEAR, CRL'B, AND STRSP THE AREA UNDER THS ;7tBANKMENT OF ALL V 0 0 0 W VEGETATION AND ROOT NAT. REMOVE ALT. SURFACE SOIL CONTAINING ~~~p " BED
THE $URFACE SHALL BE MADE SMOOTH AND I li ' { I I ~ ~ I I E~YISTJlVG ~ I I ~ ~ ~ N T A MINIM M PTH OF kEE C I U DE SK G 0 D _ - _ _ IE MADE SMOOTH AND TRUE TO GRADE. THE AREAS SHALL ~ PREPARED BY MEANS OF HIGH AMOUNTS OF ORGANIC NATTER AND STOCKFILE OR DISPOSE OF IT _ DEPTH OE THREE INCITES piSKiNG AND CRASS-DISKING, NARROWING, OR tl1HER APPRtlVLU PROPERTY. HAUL ALL Oa1ECTI0NASLE MATERIAL TO THE BEa10NA'T$D ~/-t a`
- I ~ I GRADE I/ I ~ i i i METHODS OF PREPARATION. SHALL BE CONT4. t ! I _ SEEDBED IS OBTAMED. CARE SHALL BE EXE TION, SHALL BE CONTINUED UNTIL A FRIABLE AND THOROUGHLY PULVERIZED THREE-INCH DEEP DISPOSAL AREA. V 1 O CARE SHALL BE EXERGSEO IN PREPARATION OF SEEDBEDS ON SLOPES iO KEEP LOCSE SOIL 2 ETTSURE THAT FIlL MATERIAL FOR THS EMBANKMENT 1S FREE OF ROOTS, STONE SECTION ~ O
_ - ! ~ - - , ~ IN PLACE RATHER THAN PERMIT IT TO ACCUI T ; ~ ~ i / I ' I PRIOR TO PLANTING THE SEED. PRIOR TO P N PERMIT IT TO ACCUMULATE AT THE FOOT OF THE SLOPE. $EEDBED SHALL BE APPROVED ) xOpDY VEGETATION, ORGANIC NATTER, AND OTHER OBJECTIONABLE ~,s1 `.Li tE SEED. PRIOR TO THE LAST TILLAGE OPERATION, LIME AND FERTILIZER SHALL BE BROADCAST MATERIAL. PEACE THE FI1L IN LIF9S NOT TO IXCEID 9 INCHES AND H T Y
' _ i a-- N1TH AN APPR SPREADER OVER THE SE _ ovED - - i I I I i I I I I AFTER THE SEEDE3ED5 HAVE BEEN PREPARED >READER OVER THE SEEDBEDS aV ACCORDANCE WITH THE APPROPRIATE SCHEDULE. MACHINE COMPACT 1T. OVER FILL THE EMBANKMENT B INCHES 70 I U) P PAR AN APPROVED BY THE ENGINEER, THE MIXTURE OF CRASS SEEO, AS 1 HAVE BEEN RE ED D A11Ax FOR SETTLEMENT, '`i
I i Y M AN$ OF FI HA WED B E ~ I $PEq E0. S LL BE SO I ' : ' I I ~ ' I , INTO THE SOIL TO A DEPTH OF APPROXIMATI ~ i ~ R APPR IPMENT. TOWED BY MEANS OF AN APPROVED SEEDER AT THE APPROPRIA?E RATE, THE SEED WORKED TEMPORARY ROCK CHECK DAM ~ z x DEPTH OF APPROXIMATELY ONE-HALF INCH AND THEN COMPACTED BY MEANS OF A Cl1LTIPACKER 3) CONSTRUCT THE OUTLET SECl10N IN THE EMBANKMENT. PROTECT THE O
R R Tff OVED EQU ROLLE 0 0 E O' I L B O I I I i , ~ ~ i DROVED EQUIPMENT. CONNECTION BETxEEN THE RIP-RAP AND THS SGIL FROM PIPING BY NOTE: TO BE 1NStALLED IN CHANNEL DURING ~ ~ a
I ' ' I ' I I I ESTABLISHING TEMPORARY VEGETATION ~ I I I , I THE TEMPORARY SEEDING OF DENUDED AREA 4RY VEGETATION RAP STRUCTURE~AND THB $pIBYMAY CUTOFF TRENCH BETIIEEN THE RIP- CULVERT 1NSfAi1dTK)N, AFTER PIPE 1NSTAIIATION 0~,, x NG OF DENUDED AREAS THAT WILL NOT BE BROUGHT TO FINAL GRADE FOR A PERIOD OF MORE LS COMPLETE, UTILIZE STONE AS PIPE QU"i13"f O
' I ~ I I THAN 30 WORKING DAYS BUT LESS THAN Ot, i i II i ~ i I RIA T MP A APP OR TH F WIN ROP TE E AND E OLLO G I ~ ' I!' j II I i l I I rS BUT LESS THAN ONE YEAR SHALL BE IN ACCORDANCE N1TH THE PREVOUS $PEGFICATIONS • PLACE THE FILTER FABRIC BETMEEN THE R1P-RAP STABIl7ZATION. 7/1 FS l 1 U ~ .PP RIA T MPORARY SEEDING SCHEDULE. TEMPORARY SEEDING SCHEDULES FOR THE AND SOIL EXTEND THE FABRIC ACRJSS THE l/ L ~ O./ ROP TE E
PIEDMONT AREAS ARE AS FOLLOWS: ; AS FOLLOWS: SPILLNAY FOUNDATION AND SIDES TC THE TOP OF THE DAM; OR ~ 'T' y"
I I I i y 'i I I i I I i I APPLICATION RATES (LB/AC) ' L - - r--i-- RECOMMENDED SPEgES 5E B/AC) ~ E CONSTRUCf10N 1. Place stone to the lines and dimensions shoxn in the plan on a filter fabric W ~ ~ ~ SPEGES SEED 10-tD-tO ACRICUUURAL EXCAVATE A KEY1fAY TRENCH AIANG THE CENTERllN SPECIFICATIONS foundation. FERTIUZER LIMESTONE OF THE SPILLxAY FOUNDATION EXTE2IDING UP THE ~ O
I - - - - -r ~ I I SEEDING DATES i i / ~ I II A a E i ~ I i AN t -MAY 1 R RAIN NN 2 , UL J YEG i 1 1 i i ~RYEGRAIN ANNUAL 120 75D 2000 SIDES TD THE HEIGHT OF THE DAN. THE TRENCH r l SHOULD BE AT (EAST 2 FEET DEEP AND 2 FEEr 1HDE 2. Keep the center stone section at least 9 inches belox natrual ground level V ~ ~
LESPEDEZA (KOBE) 5t ! : ~ I I : I I. MAY t -AUG 15 GERMAN MILLET 4( i i i . : ~ ~ / - i I "Y _ 1 RAIN 2 LESPEDEZA KOBE) 50 el banks j xITH 1:1 SIDE SLOPES. where the dam abuts the ehann ~I Fn ~ GERMAN MILLET 40 750 2000 fly if 1
t C 30 RYEC • AUG 5 DE - - T-7 ~ 1 ~ 1 RYECRAIN 12D 1040 2000 4) CLEAR THE POND AREA BELOx THE ELEVATION OP THE CREST OF THE SP1ttxAY TO FACILITATE SEDDdENT CLEAI+ouT. 3, Extend stone at least 1.5 ft beyond the ditch banks to keep overBox rater ry z z_ ENT VEGETATION from undercutting the dam as it re-enters the channel. F~-i
I i ~ ~ I I ~ ~ ~ I i ~ ' ~ ; I I ESTABLISHING PERMANENT VEGETATION I I I i I F ~ I I A ~ IN ARE P R AN NT DENUDED THE E M E SEED G OF - I LNG OF DENUDED AREAS SHALL BE PERFORMED WITHIN 15 WORKING DAYS CR 90 CALENDAR FILL STAPES SHOULD BE 2:1 OR FLATTER. Q ~ H AN IN ACCORDANCE WITH 1HE PREVIOUS $PEGFICATIONS AND THE 5) AIL CUT AND ADE IS REAC ED D SHALL BE 4, Sei spacing betxeen dams to assure that the elevation at the top of the loxer r , O ~
' ~ I L ' ' IID ~ i/ I i I II I i DAYS AFTER FlNAL GRADE I$ REACHED AND I ~ ~ i N , ~ I ~ i ( ~ I I I IA P RMANENT $EEDIA E ~ ~ I i FOLLOWING APPROPR TE E 0 FR AR A AR MOVED IN E W MAIN NANO E S E 0 TE E L ~ i - TE PERMANENT SEEDING SCHEDULE. 8) ENSURE THAT THE STONE (DRAINAGE) SECTION OF THE EMBANI(NENT HAS dam is the same as the toe elevation of the upper dam, W ~ ~ EAS ARE MOVED INFREWENTLY OR NOT AT ALL AND DO NOT RECEIVE LIME AND FERTIUZER ON A MTNIMVN BOTTOM xIDTH OF 3 FEET AND MAXIMUM SIDE STAPES OF f/'1
_ I h -~---r I YIN , : I yj I I I I , I A REGULAR BASIS. SUCH AREAS MA CLl I I ~ ~ i I i EASEMENTS UCH AREAS MAY INCLUDE STEEP SLOPES, STREAM OR CHANNEL BANKS, ANO UTILITY l;1 THAT EXTEND T'0 THE BOTTOM OF THE SPI11;aAY SECflON. 5. Protect the channel doxnatream from the loxest check dam, cronsidermg that V t rn ~ x Q rater rill vox over and around the dam. v ` E"'
x I A ~ ~ i APP I ATI N RATES LB C I I LC 0 / } - ( I ~ I i ' ' ~ I I I ~ I I I ~ ~ ~ I ~ I ~ i I ' I t ~ SEEDING MIXTURE CE B AC T) CONSTRUCT THE MINIMUM FIN[SHID STONE SPIIL1rAY BOTTOM xIDTH, AS O Z / } GENTLE SLOPES STEEP SLOPES SHO11N ON THE P1ANS, 111TH 2:1 SIDE STAPES ENCTSNDINC TO THB TOP n
I I I 8t F _ TALL ESCUE ~ ~ I f I ' g0 t00 OF THE OVER FLIJED ENBANKIIENT KEEP THE THICKNESS OF THE B. Make sure ?hei the channel reach above Lhe moat upstream dam is stable ~ E" S]D63 OF THE SP11L1fAY OUT[ET STRUCTURE AT A NiNI1lUM OF 2i ~ w 20 30 jUSE ONLY UNSCARIFIED SEED AFTER aUG 15)
I ~ ! ~ I I ~ ~ / ~ II ~ I , i ; I I ~ SERCEA LESPEDEZA 2t I C P A 10 K O LES EDEZ 84 OBE 84O 1p 40 INCHES- 111E MEIR MUS? SE LEVEL. AND CONSTP.UCTID TO GRADE TO 7. Ensure chat the channel appurtenances, such as culvert entrances belox check ~ a ~ ~ t000 1000 ASSURE DESIGN CAPACITY, dams, ere not subject to damage or blockage from displaced stones. (Y ~I
I ~ I r I ~ ~ ~ I i I 1 i I ~ ~ ~ 10-10-10 FERTILIZER t0 ~i I I I I ~ I ~ ~ I I I I ~ I AGRICULTURAL LIMESTONE 4f ti I I li , )NE 40~ 40~ 8) MATIiRlAL USED IN THB STONE SECTION SHOULD BE A 11Ell.-GRADED hr++-iI `T , \4 ~ N1X7URE aF STONE x11T1 A D60 81ZE OF BO INCHES (CWSS B EROSION MAINTENANCE hupect check dams and channels for damage alter each runoff event. ~ 1°11
- ~i ' ~ i i ~ ~ I ~ I ~ li i , ~ ~ i ~ I II i ~ ~ I M T WI BE AM N LL ALSO ITI N DEN S i ADD 0 AL SOIL E I I ~ I IDMENTS PALL ALSO BE USED AS FOLLOWS: CONTROL STONE 13 RECONNENDBD} AND A MAIDMUN STONE SIZE OF 14 I ~.1 INCHES- THE STONE NAY BE MACHINE PLACED AND THE SMALLER Anticipate submergence and deposition above the check dam and erosion from ~
I i I i A APP I AT1 N RAT S LB C LC 0 E i / ) I I I ' ~ I i I I ~ I i li i i Hl .B/aC) STONES xORKID INTO THE VOIDS OF THE LARGER STONES. THE 3rDNE high flora around the edges of the dam. Correct all damage immediately. {f HULLED GERMAN MILLET RYEGRAIN SHOULD BE HARD, ANGULAR, AND HIGHLY KEATHER-RESISTANT. significant erosion occurs beixeen dams, install a protective rip rep Iiner in that ~ ~ U
I ~ I ~ I ~ ! ~ i I ~ ~ ~ I~ ~ ~ BE I I I I MAR 1 BERMUDaCRASS portion of the channel 40 9) SNSURB THAT THE Si'ONS SPIll,MAY OVTLEI' SEC710N EXTENDS ~ O
' I ~ I ~ I I~ ~ ~ i ~ ~ , ~ 1 FEB 15 2 I C. I. I C I 1 i I I ~ ~ ' I ~ l i ~ I i ~ ~ i I MAR 21 - MAY t 15 MAY t - 1 .LINE 5 i I 15 40 DO11N97RHAll PAST THE TOE OF T}IB ENBANKNSNT UNTIL STABLE ~J 1 t5 t0 CONDITIONS ARE REACHED AND OlTT16T VEIACITY IS ACCEPTABLE FOR Remove sediment accumulated behisid the dams as needed to prevent damage L,
i I ~ I ~ I ' ' I ~ I ~I I ~ ' I I ~ I i ~ I I ~I I i JUNE 15 -AUG 15 : ! I i i I AUG 15 - OCT 25 I i ' I~ ,i -F 1 1D THE RECEIVING STREAM. KEEP THE EDGES OF THE Sl'ONB OUTLET l0 chancel vegetation, alkM the channel to drain through the alone check dam, rn a0 SSL170N F1,1JSH xITH THE SURROUNDING GROUND AND SHAPE THE CENTER aad prevent large flora tram carrying sediment over the dam. Add stones to V 1 40 TO CONFINE THE OUTFLDN STREAK, dam as needed io maintain design height and cross section. r ,
I I r -r ~ I I I i 3 T OC 25 EB 5 I I I I j HICN MAINTENANCE AREAS ARE MOWED FRE! ~ I~ I I I I ~ i I i I ~ ( ' ~ ~ ~ - LEAS ARE MOWED FREQUENTLY, LIMED, AND FERTILIZED REGULARLY, AND EITHER RECEIVE INTENSE w
ai i ~ I : i ~ _ i USE OR REQUIRE MAINTENANCE TO AN ASST i_. , G) i I i i I I o ~ ~ ~ 1 I f I ~ ~ I ~ ' LAWNS PARKS, SCHOOLS, CHURCHES, AND I ITENANCE TO AN AESTHETIC STANDARD. SUCH AREAS MAY INCLUDE ATHLETIC FIELDS, NOME 10) DIRElT EMERGENCY BYPASS To NATURAL, STABLE AREAS, IACATE Topographic Survey H )LS, CHURCHES, AND RECREATIONAL AREAS BYPASS OVTlETS SO THAT F1AM 1nLL NOT DAMAGE TNS EMBANKMENT. ~c+
I ~ ~ ~ RA APP I ATI S L C I L C ON TE B I ( / ) a ~ ' i I ' ~ L--r I I I I , ' SEEDING MDCTURE: a ' ~ ~ ! i I .B aC V' / ) It) STABIllZE THE ENBANKNBNT AND AIL DISTURBED AREAS ABOVE THE FEB t -MAR 31 MAR 31 -AUG 20 - T AUG 20 - FEB t SEDIMENT POOL AND D01rNSTREAN FROM THE TRAP DNMIDIATELY AFTER
~ - ~ i - i I 7 I : ' I i I i I I ~ _ F c BLEND OF 3 OR MORE TURF TYPE TALL E, I I i AUC 20 OC 25 TURF-TYPE TALL FESCUES 200-250 CONSTRUCTION.
I K P A i OBE LES EDEZ , I 3 ' II ' , 10-10-10 FERTILIZER I , I I I i ~ MAINTENANCE r~ , 1000 1000 ,.;~4ti'!~ 4000 •
TN RA IM A ICULTU L L ES 0 E I GR i I - i I I A OD T APP U 20 FEB ~ i NITR N LED G OGE 0 BE I ~ ~ I ONE 4000 1NSPECr TEMPORARY SEDIMENT TRAPS AFTER EACH PERIOD OF SIGNIFICANT ~,1 _ t a0 P 1b T15 ORIGINAL ,LED AUG 20 FEB ONLY) RAINFALL. REMOVE SEDIMENT AND RESTORE THE TRA
~i I i ~ R.K~ R1/~ i l DIMENSIONS li}IEN THE SEDIMENT }LAS ACCUMULATED TO ONE-HALF THE DESIGN f Ir _ SHEET NO.
M 83Q 11+00 EROSION CONTROL PROCEDURE 7200 w AT OR OAT STRAW, OR PEANUT OR GRASS HAY, AND SHALL BE APPLIED AT THE RATE OF 4000 DEPTH OF THE TRAP PLACE THE SEDIMENT THAT IS REMOVED IN THE "vu ja 7
lOfQO 13+00 14f00 MULCH I SHALL BE WHEAT OR OAT STRAW, 01 POUNDS PER ACRE TO ALL SEEDED AREAS, OR BUNCHES OF DESIGNATED DISPOSAL AREA AND REPLACE THE CONTAMINATED PART OF THE U 1 ALL SEEDED AREAS. MULCH SHALL BE APPLIED UNIFORMLY WITHOUT CLUMPS GRAVEL FACING. A) g A11~r~ I 9*40 ALL BE APPLIED IMMEDIATELY AFTER SEEDING AND PREFERABLY ON THE SAME WORKING DAY am
z The contractor shall conform to oil requirements of the soil MATERIAL. MULCH SHALL BE APPLIED IMMEI sedimentation and erosion control lows and regulations of the 2. Disturbed preps shall be seeded at o rote of 150 pounds THAT THE SELECTED AREA IS SEEDED. ANC / ri and enforced by the per acre, type depending upon seasonal limitations; lime 1REA IS SEEDED. ANCHOR STRAW BY TACKING WITH ASPHALT, ROVING. OR NETTING BY CRIMPING CHECK THE STRUCTURE FOR DAMAGE FROM EROSION OR PIPING. RING TOOL. ON STEEP SLOPES, USE A DULL DISK HARROW SET SO IT WILL NOT COVER THE PERIODICALLY CHECK THE DEPTH OF THE SPILLWAY TO ENSURE IT IS A I'
State of North Carolina as established SCALE WITH A MULCH ANCHORING TOOL. ON STEEI ' ~Q Land Quality Section of the North Carolina Department of at the rote of 4000 pounds per acre and fertilizer(Type (/~Rj 1"T 4 MULCH. MINIMUM OF 1.5 FEET BELOW THE LOW POINT OF THE EMBANKMENT. C 001 99 ors t 1 IMMEDIATELY FILL ANY SETTLEMENT OF THE EMBANKMENT TO SLIGHTLY ABOVE
0 ~N p Natural Resources and Community Development, These require- 0-10-10) at the rate of 1000 Pounds per acre. The ments shall include but not be l Knted to the following: seeded area shall be mulched to a minimum of 759 ground HORI. 1 '=4Q MAINTENANCE AND RESEEDING 11~~p,/ amy P .A. ! SEEDING DESIGN GRADE, ANY RIP-RAP DISPLACED FROM THE SPILLWAY MUST BE Q, ] 7 Townships MAINTAIN ALL SEEDED AREAS UNTIL ACCEPTANCE OF THE WORK, BY WATERING, MOWING, AND REPLACED IMMEDIATELY. Winston & Middle Fork 1 ownships
z Daas 1. All denuded areas ore to be seeded and stabilized cover and tacked with emulsified asphalt of the rote of 150 THE CONTRACTOR SHALL MAINTAIN ALL SEE[ i WHICH FAIL TO SHOW A SATISFACTORY STAND, FOR ANY REASON WHATSOEVER, SHALL BE /v THE GRASSING PROCEDURE SPECIFIED HEREIN. DAMAGE, RESULTING FROM EROSION, GULLIES. AFTER ALL SEDIMENT-PRODUCING AREAS HAVE BEEN PERMANENTLY Forsyth Count North Carolina
Suite 601-8 9ollons per OCre. WEEDING. ANY AREAS WHICH FAIL TO SHOW 2990 Bethesda Place, within 15 days of completion of any phase of grading. RETREATED FOLLOWING THE GRASSING PROCI Z North Carolina 27103 Should conditions exist unfavorable for seeding or other 3. All erosion control improvements shall be maintained, repaired WASHOUTS, OR OTHER CAUSES PRIOR TO Af CAUSES PRIOR TO ACCEPTANCE, SHALL BE REPAIRED BY REFILLING WITH TOPSOIL AND STABILIZED, REMOVE THE STRUCTURE AND ALL UNSTABi,E SEDIMENT. SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS AND STABILIZE PROPERLY THE GRASSING PROCEDURE SPECIFIED HEREIN. Aug S 282U02 b OF-
intended round cover, mulch and RETREATED FOLLOWING THE GRASSING PROC! 3 Winston-Salem, Q [phone] tack application as and kept working until acceptance of project. specified below will be required.

AT TMf ENO OF EACH DAYS GRADING OPERA GRADING OPERATIONS, +++,tpttttttgl~,~~ EXISTING LEGEND ~ IPORARY EARTH BERMS Jvy
CONTRACTOR TO INSTALL TEMPORARY EARTH _ ~ , ALONG THE TOP OF D1£ FILL SLOPf AND D/F SLOPE AND DIRECT YARD/GRATE INLET ~ ~
x IOCk 3266 ~ 'o„ 0 RUN-OFF DOWN SLOPOES TO TEMPORARY 1? TEMPORARY 12" SLOPE SLAB TOP BASIN ® ; q ~
To ~ ~ ' o ~ DRAINS SLOPE TOP OF EMBANKMENT TD OF \ ~ INV`~370 TOWAR05 EARTH BERM AND SLOPE DRAINS ANKMENT TD GRAIN DRAINAGE FLOW ~ : Lk w SLOPE DRAINS STORM SEVER ^ Q ~ W
6~ ~ 0 ~ Now ar Formerly '--840--~ AN R MANHOLE ' U ~ $ , SEWE Os 'A y ~ ~ fit„
o CLA,£S B R/P RAP CLEAN OUT ®co 00 0 ~ w
\ \ 68 LF 15 RCP 102B T \ ~ ourzE PROrECnaw SANITARY SEWER ~ ~ ~ ~•i~ d ' 1 C~' FIRE HYDRANT ~ '~i
\ \ ~ ~ LA=8 \ \ ~ o - lem \ ~nston Sa ~ ti , . ~ g5 << ~RE~K tt++ WATER VALVE ~ RNE `reenrtrtt++
\ C?t of ?Pa~ ~ W~1o \ ~ y \ \ ExcECS/a~ \ ~ ~ \ x peed Book 1724, Poge 3736 6 OEPIH WATER METER ~f SITE
\ \ \ --~T7rvc \ \ a ~ \ \ T x Block 3266 _...-TES w ~ v WA1ER LINE -w-w-w- C/GHT POCE ~ U
a ~ ~ \ \ \ cowsTRUCnorv ~ .o ~ \ 0 4 \ a~ UTILITY POLE ~o.~ 40 421
\ ENTRANCE ~ o \ \ \ ~ . L M TS O TEMP, ROL)K / PE STAL ~ DE ~ TRANSFORMER ~ •
\ coNSrRUCDON DAM ~ \ \ CHECK \ o AERIAL UTILITY LINE - au - au
\ r ~ ~ \ ~ \ \ ~ BOLLARD 0
\ ~ ~ o FIAC POLE -Q MAIL BOX o
\ ~ \ i \ ~ \ ~ \ \ ~ s \ \ HANDICAP ~ ~
o / \ \ ~ \ _X _x _X _ VICINITY MAP FENCE
\ \ \ \ \ ~ ~ E AM TRAFFIC S/GN -a- N. T,S. N SPEED BUMP
\ / ~ \ \ \ \ ~ ~ f. ~ CONC. S/W ~ ~
\ ~ ~ \ \ \ ~ / \ ~ \ \ \ o ASPHALTS/W ` +
\ ~ \ ~ 0 \ \ ~ \ ~ \ \ \ \ , ~ SHRUBBERY v \ LANDSCAPED AREA
~ \ ~ \ ~ ~ ~ ~ Wp00S LINE r~rwwvv~
\ \ \ \ \ \ ~ ~ ~ \ TREE (AS NOTED) LL
N ~MArnNG S ~ r
\ \ ~
\ ~ o. 1 ~ ~ \ ~ \ 1 \ ~ - - ~ ~T~ 1) BRADY SURVEYING COMPANY, P,A., LOCATED ALL SURFACE UTtIlTIE5 (VERTICAL TO agra hIC Survey
6 \ ~ EARTH ~ 8 6 ~ \ o s~ 6ERM \ \ \ o A P 0 1 ANO HORlZONTAC) WHICH HERE ACCESSIBLE TO A SURVEY CREW UNDERGROUND
~ 1?" OPE ~ \ \ \ UAL!)IES NOf DISCERNIBLE BY SURFACE APPURTANCES SHOW1d PER INFORMATION ` ~ ~
\ \ ~ ORA/N ~ ~ \ ~ TEMP, SE711~M NT\ OBTA/NE0 FROM PUBL/CSR/VALE RECOR05, UTILITY ENTITIES ()R OTHERS AND SHOULD BE CONSIDERED APPROXIMATE ONLY, SOME UNDERGy70UND U1IUT/ES
\uArnNG \ MAY NOT BE SHOWN. BRADY SURV£NNC COMPANY, P.A., DOTS NOT GUARANTEE v
~ \ ~ MP, ,~L r ~ 24 c x I? W ~ \ _ - ~ ~ 1HAT ALl UDL/T!£S ARE SHOWN ON TN/S MAP, NOR DO WE G+JARANIEE THAT r ~ ~ ~
\ FENCE '11HR T yh' Sp ORA/NA A 0.?1 AC ALL UNDERGROUND UIILIT/ES ARE SHOWN ACCURATELY, r. N
d~ \ / ~ SED/M NT S GE RE REp 378 \ a`'\ E 4' o ~ CU R-RAP- PR 43? CF ?FIELD SURVEY WAS COMPLETED 8Y $-23-02 THIS DRAWING SHOWS TOPOGRAPHIC ~ I Op11~ ~IOOM
,r ~ ss-~-R! ~uENT STdP 0 0 / IN .816.0 iL~CDON SURFA~AREA /RED 1 ~ CONO/1TONS OF THE SITE AT THE LIME OF THE SURVEY, ~ 1
~ \ 148 LF 0 RCP ~ SURFACE A A PRO 188 ~ ~y IRIS /S NOT A BOUNDARY SURVEY. C'~ S t OI"S I C d
o2zR ~ DIEPIH 27" c- \ ~ 4 THIS PROPERTY /S SUBJECT TO ANY EASEMENTS; ACREEMEN>r; oR R/CNTS-OF WAY Winston & Meddle Fork TownshlpS ~ ~
`Q / MENT \ ~1 / ~ OF RECORD PR/0R TO THE OATf OF THl5 MAP WHICH WERE N01' APPARENT Fors th County, North Carolina
< ~ P. E TH , ?6Lx/JWx3b AT THE T/ME OF MY INSPECTION AND MIGHT OTHERWISE BE DISCLOSED BY AN y ATTORNEY'S TITLf OPINION WHICH AS OF DATE SHOWN HEREON .HAS NOT BEEN All USt 28, 2002
qF ~ D~ R GHT = 4, o o ~ ~ SUPPLIED TO BRADY SURVEYING COMPANY, P,A, G
P ~ 1Z" SL E A/N GE AR£A Q?8 AC ~ 'P~ ~ D AI 5 NO GEODE)IC MONUMENTAIION FOUND W11H/N 2000:
~ ECK DA N SlnGPAGE REQUI 504 CF 9c o~ G ~8 ~ / 0 S£ STOY~ACE PRO D 528 CF VFR1Tf,Al DATUM .SCA/FD FROM FOR.SYTH COUNTY AERIAC TOPO MAP, ~ ~
~ ~ ~ ' ~ A AREA REQ(1 ?15 SF °J ° ~ ~ ~ APR ED ,338 SF GRAPHIC SCALE ~ ~ RF CE ARE Oylb > ~ ~r 6 AIL DISTANCES SHOWN ARE MEASURED HORIZONTAL GROUND DISTANCES UNLESS
. A ~ ~ IMITS OF 40 20 0 40 80 w C ~ RUC IN 80 ~ SPEC/F/CAL1 Y NOTED OTHERINSE
c / CON ~ 0 o ~ 2 Q X SI ~ ~ 7)ALL AER/AL UTILITIES TO MOBILE CLASSROOMS ARE NOT SHOWN,
~ E o / ~ ~ 1 - 40 FEET s~ ~ r ~ M rnNG o
r e\ ~ Q oa o 5 / / Q a ~ P o / / t~ Q o / / / Q OW ~
/ ~ SEQUENCE OF CONSTRUCTION ~r~ucrioN ,
rY ~ ~ ~ ' ~ a I ' 26 FUTURE PAVEMENT BY OTHERS $ O P.At l mp4~~~
r;~ f. 08TAIN GRADING PERMIT, SHOULDER SHOULDER (j -B $ 2990 Bethesda Place, Suite 6 1 d Z
2, CLEAR ENOUGH OF SITE l0 INSTALL TEMPORARY ERO CONTROL DEVICES TEMPORARY EROSION Wfnston-Salem, North Garoltna 27103 M H
J CLEAR ~ GRUBB REMAINING PORDON OF THE SITE. 1 4 PER Fl f/4 PER N (338) 780 2 18 OF THE SITE „ / Fr J Fr
4. PROOF ROLI ALL AREAS TO RECEIVE FILL. FILL. 1 ~ ~ J''T
5. INSTALL ROCK CM£CK DAM /N CHANNEL. 6. INSTALL 60" RCP STORM DRAIN EL. 3 ,p
7. COMPLETE GRADING. Ep 1 R ~
PVI STA = 12+50.94 8. SEED ALL D15TURBED AREAS a TYPICAL FILL SECT/oN 5 p P ~,P
PVI ELEV = 840.1 9. AFTER VECETA DON /S ESTABLISHED, REMOVE TEMovE ~ .1 ~ ~ P NTS 5 ~
A. D. = 9, 83 TEMPORARY SEDIMENT DEVICES P1 ~
K = ~5.2s PVI srA = n+o~,zo 150.00' VC
Pvl ELEV = 858.2 870 830 $3C2
870
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