20120285_Gaston_Updated_TrafForecast_Ops_PrefAlt_ 051010_20101222

2.0 Traffic Forecast Volumes

For the purposes of this technical memorandum, the following 2035 Toll forecast scenario will
be used:

2035 Toll without Bud Wilson interchange and Preferred Alternative Alignment

This updated forecast scenario was developed by utilizing the previously approved 2035 Toll
with US 29/74 interchange scenario, removing the Bud Wilson interchange, and redistributing
and adjusting these forecasted volumes to account for the removal of the Bud Wilson
interchange. An additional Metrolina Regional Model (MRM) run of the 2035 Toll without Bud
Wilson interchange was also completed for comparative purposes to validate the adjusted
volumes. The updated traffic forecast scenario figures are included in Appendix A and peak
hour breakouts are included in Appendix B.

3.0 Interchange Analysis

Analysis Approach
The focus of the traffic capacity analysis was on the operations of the modified ramp terminals.
Traffic capacity analysis was performed utilizing Synchro 7.0 software. NCDOT’s Congestion
Management Section’s Capacity Analysis Guidelines were used in the analysis. The following
preliminary interchange designs were revised and/or modified and the capacity analysis was
conducted based on these preliminary designs. All capacity analyses utilize the updated 2035
Toll without Bud Wilson interchange traffic forecast.

The results of the traffic capacity analysis are based on the level of service (LOS) and delay.
Refer to Tables 1-4 for the overall LOS and delay during the AM and PM peak hour. Synchro
output, including both LOS and delay results, is included in Appendix C.

A. Robinson Road
This traffic capacity analysis was based on the revised preliminary design that shifts the
westbound ramp terminal southward to a “compressed” ramp termini location. The capacity
analysis reveals that the westbound ramp is expected to operate at LOS E during the PM peak
hour. This level of service is related to the removal of the Bud Wilson interchange and not a
change in the Robinson Road interchange design. With the addition of a second right turn lane
on the westbound ramp, the intersection is expected to improve to an overall LOS D.

Table 1 – 2035 Build Toll Synchro Intersection Analysis Results

Intersection Time
Period
2035 Toll
without Bud
Wilson Interchange
2035 Toll
without Bud
Wilson Interchange
with improvements
LOS Delay
(sec/veh) LOS Delay
(sec/veh)
Westbound Ramp AM D 37.4 C 29.9
PM E 63.2 D 36.7
Eastbound Ramp AM C 29.1 C 31.1
PM C 23.0 C 23.7

B. NC 274
This traffic capacity analysis was based on the revised preliminary design to a compressed
“diamond” type interchange. The capacity analysis reveals that both ramp intersections are
expected to operate at LOS C or better during the AM and PM peak hour.

Table 2 – 2035 Build Toll Synchro Intersection Analysis Results

Intersection Time
Period
2035 Toll
without Bud Wilson
Interchange
LOS Delay
(sec/veh)
Westbound Ramp AM B 15.5
PM B 19.7
Eastbound Ramp AM C 24.1
PM C 22.5

C. NC 273
This traffic capacity analysis was based on the preliminary design with the proposed diamond
interchange by replacing the loop ramp in the northwest quadrant with a left turn at the
westbound off ramp. To accommodate this design the westbound on ramp is shifted south to
align with the westbound off ramp. The capacity analysis reveals that both ramp intersections are
expected to operate at LOS C or better during the AM and PM peak hour.

Table 3 – 2035 Build Toll Synchro Intersection Analysis Results

Intersection Time
Period
2035 Toll
without Bud Wilson
Interchange
LOS Delay
(sec/veh)
Westbound Ramp AM C 24.8
PM C 30.8
Eastbound Ramp AM B 19.9
PM B 15.8

D. I-485
This traffic capacity analysis was based on the preliminary design with the removal of the
“flyover” ramp for the southeast quadrant (WB to SB) to an at-grade ramp terminus. This
analysis assumes dual westbound left turn lanes. The capacity analysis reveals that both ramp
intersections are expected to operate at LOS A during both the AM and PM peak hour.

Table 4 – 2035 Build Toll Synchro Intersection Analysis Results

Intersection Time
Period
2035 Toll
without Bud Wilson
Interchange
LOS Delay
(sec/veh)
Southbound
Ramp
AM A 8.5
PM A 6.4

Gaston East-West Connector Main Line Analysis
Traffic capacity analysis was performed utilizing Highway Capacity Software (HCS) 2000.
NCDOT’s Congestion Management Section’s Capacity Analysis Guidelines were used in the
analysis.

Table 5 shows the mainline basic 4 lane freeway segment LOS for the 2035 Toll without Bud
Wilson Road interchange scenario. Refer to Appendix D for basic freeway capacity analysis
reports.

Table 5 – Mainline Freeway 4-Lane Level of Service

Segment 2035 Toll Traffic
4-Lane
I-85 to US 29/74 B
US 29/74 to
Linwood Road B
Linwood Road to
US 321 B
US 321 to Robinson
Road C
Robinson Road to
NC 274 C
NC 274 to NC 279 C
NC 279 to NC 273 D
NC 273 to
Dixie River Road F
Dixie River Road to
I-485 E

The capacity analysis revealed that the 4 lane freeway segment between NC 273 and Dixie River
is expected to operate a LOS F in 2035. A failure year capacity analysis indicates that the 4 lane
freeway between NC 273 and Dixie River Road is expected to operate at LOS D or better until
2028. In 2029 it is expected to operate at LOS E and will reach LOS F in 2033. If the forecasted
traffic volumes develop, additional travel lanes on the Gaston East-West Connector will be
needed from NC 273 eastward to I-485 to achieve acceptable LOS. These additional lanes can
be developed from the interchange ramp and carried to/from NC 273 to I-485 as auxiliary lanes.
The distance between the interchanges allows these to be considered as a freeway lane in the
HCS analysis. The mainline basic freeway analysis indicates that a 6 lane facility for the 2035
Toll without the Bud Wilson interchange scenario is expected to operate at LOS C or better
during the peak hours.

4.0 Summary and Recommendations

In summary, this technical memorandum provides an updated 2035 Toll traffic forecast without
the Bud Wilson Road Interchange and traffic capacity analysis associated with the revised
preliminary design.

The traffic capacity analysis utilizing the updated forecast indicates that the revised designs are
expected to operate at acceptable LOS with one exception. The westbound ramp at Robinson
Road is expected to operate at LOS E during the PM peak hour. With the improvement to
westbound dual right turn lanes, the intersection is expected to operate at LOS D.

A mainline basic freeway analysis was completed for a 4 lane facility. The capacity analysis
indicates that the section between NC 273 and Dixie River Road is expected to operate a LOS F
in 2035. A freeway mainline failure year analysis indicates the 4 lane facility is expected to
operate at LOS D until 2028 and will reach LOS E in 2029 and LOS F by 2033. With the
addition of “auxiliary lanes” from NC 273 to I-485, the mainline basic freeway analysis of a 6
lane facility indicates that the Gaston East-West Connector is expected to operate at LOS C or
better in 2035.

If you have any questions or additional information, please contact Mr. John Grant, P.E. at 919-
424-0467.

Appendix A – Forecast Figures
Gaston East-West
Connector
85
321R-2608
32,00020,800
11,6004,800 10,400900
14,40060041,8004,800
5,0006,100
SR 1307
(Edgewood Rd)
158,100
PM
60 9
(4,15)
157,300
PM
60 9
(4,15)
134,000
PM
60 9
(4,20)
90,200
PM
60 9
(4,20)
168,200
PM
60 9
(4,14)
17,900
PM
10 55
(4,2)
20,800
PM
55 10
(4,4)
62,500
PM
55 10
(4,8)
27,000
PM
55 10
(4,5)
58,600
PM
60 10
(3,6)
28,400
PM
65 10
(4,3)
274
(Bessemer City Road)74
12,200
PM
55 10
(4,3)
29 74
15,900
PM
60 10
(4,3)
85
29
321SR 1307
(Edgewood Rd)274
(Bessemer City Road)
Matchline AMatchline AMatchline A Matchline A
Matchline A12,2009,100 3,7002,500
5,9009,400
160,400
PM
60 9
(4,15)
21,300
PM
60 10
(3,7)
Matchline A
2035 Build Traffic Forecast
I-485 to I-85
without Bud Wilson interchange
Figure
1.1
= VPD - # of Vehicles per Day
Average Annual Daily Traffic
LEGEND
###
DHV
PM
D
(d,t)
= PM Peak Period
= Directional Split (%)
= Design Hourly Volume = K30
K30 = 30th Highest Hourly Volume
= Indicates Direction of D
Reverse Flow for AM Peak
= Duals, TT-ST’s (%)
= Daily Turn Movements
PM
D
(d,t)
DHV
= Existing Roadway
= Future Roadway
= Breakline
N
NTS
Gaston East-West Connector
PREPARED BY:HNTB North Carolina, P.C.
343 East Six Forks Rd Suite 200
Raleigh, North Carolina 27609
COUNTY: Gaston/Mecklenburg
DIVISION: 12 / 10
STIP: U-3321
DATE: February 2010
SR 1131
(Linwood Rd)
SR 1131
(Linwood Rd)13,700
PM
55 11
(3,2)
PM
55 11
(3,2)
17,900
PM
10 55
(4,2)
6,000
PM
11 55
(4,3)
28,100
PM
65 10
(4,3)
3,300500
5,0005,000
12,200
PM
55 10
(4,3)
30,900
PM
65 10
(4,3)
4,3003,200
3,8002,100
26,100
PM
65 10
(4,3)
12,300
PM
10 55
(4,2)
4,1005,300
5,5004,400
23,400
PM
65 10
(4,3)
23,300
PM
65 10
(4,3)
7001,400
5008,800
10,700
PM
10 55
(4,2)
1,800
PM
55 9
(2,1)
14,800
PM
9 65
(4,2)
15,300
PM
10 65
(4,2)
29 74
SR 1136
(N. Myrtle School Rd)
Arkray St
M a t c h l i n e B
Gaston East-West
Connector2974SR 1307
(Edgewood Rd)
274
(Bessemer City Road)
Matchline A Matchline A Matchline A Matchline A
Gaston East-West
Connector
SR 1122
(Archie Whitesides Rd)
274
(Garrison Road)
SR 1136
(S. Myrtle School Rd)
16,400
10,800
PM
55 10
(4,2)
Matchline B
Matchline B
Matchline B3,8009,000
1,7004,000
21,300
PM
60 10
(3,7)
28,400
PM
60 10
(3,7)
2
3
,
5
0
0
P
M
6
0

1
0
(
3
,
8
)
1,7002,000
5,8002,800
2035 Build Traffic Forecast
I-485 to I-85
without Bud Wilson interchange
Figure
1.2
= VPD - # of Vehicles per Day
Average Annual Daily Traffic
LEGEND
###
DHV
PM
D
(d,t)
= PM Peak Period
= Directional Split (%)
= Design Hourly Volume = K30
K30 = 30th Highest Hourly Volume
= Indicates Direction of D
Reverse Flow for AM Peak
= Duals, TT-ST’s (%)
= Daily Turn Movements
PM
D
(d,t)
DHV
= Existing Roadway
= Future Roadway
= Breakline
N
NTS
Gaston East-West Connector
PREPARED BY:HNTB North Carolina, P.C.
343 East Six Forks Rd Suite 200
Raleigh, North Carolina 27609
COUNTY: Gaston/Mecklenburg
DIVISION: 12 / 10
STIP: U-3321
DATE: February 2010
321
274SR 2423
(Bud Wilson Rd)
SR 2416
(Robinson Rd)
SR 1103
(Crowder’s
Creek Rd)
SR 1136
(Stagecoach Rd)
SR 2416
(Robinson Rd)
SR 2413
(Old York Rd)
SR 2667
(Telegraph Dr)
321
23,300
PM
55 11
(4,4)
3007,300
4003,100
19,200
PM
55 11
(4,4)
6004,100
9002,500
32,000
PM
11 55
(4,4)
18,100
PM
55 10
(3,2)
PM
55 11
(3,2)
18,000
PM
55 11
(3,2)
14,500
PM
10 55
(3,2)
PM
11 55
(3,2)
SR 1201
(Superior
Stainless Rd)
32,000
PM
11 55
(4,4)
700300
700300
6,800
PM
55 9
(4,2)
10,600
PM
55 9
(3,2)
900 SR 2420
(Forbes Rd)1,700
PM
65 10
(5,3)
900
PM
55 9
(7,7)
1,700
PM
60 9
(2,1)
3,5002,900
18,500
PM
55 11
(3,2)
17,900
PM
55 11
(3,2)
274
(Union Rd)
(Union Rd)
Gaston East-West
Connector
Matchline B
Gaston East-West
Connector
Matchline C
17,900
PM
55 11
(4,4)
14,000
PM
11 55
(3,2)
Matchline B
15,2004,900
5,5005,900
5,9006,800
10,1006,200
1,000
7,300
33,400
PM
60 10
(3,8)
36,400
PM
60 10
(2,7)
36,400
PM
60 10
(3,7)
37,200
PM
60 10
(3,7)
23,500
PM
60 10
(3,8)
5,700
3,400
Matchline A
Matchline B
2035 Build Traffic Forecast
I-485 to I-85
without Bud Wilson interchange
Figure
1.3
= VPD - # of Vehicles per Day
Average Annual Daily Traffic
LEGEND
###
DHV
PM
D
(d,t)
= PM Peak Period
= Directional Split (%)
= Design Hourly Volume = K30
K30 = 30th Highest Hourly Volume
= Indicates Direction of D
Reverse Flow for AM Peak
= Duals, TT-ST’s (%)
= Daily Turn Movements
PM
D
(d,t)
DHV
= Existing Roadway
= Future Roadway
= Breakline
N
NTS
Gaston East-West Connector
PREPARED BY:HNTB North Carolina, P.C.
343 East Six Forks Rd Suite 200
Raleigh, North Carolina 27609
PM
10 55
(4,2)
COUNTY: Gaston/Mecklenburg
DIVISION: 12 / 10
STIP: U-3321
DATE: February 2010
6,400
6,400
Catawba River
279 273
279 273
SR 1155
(Dixie River Rd)
SR 1155
(Dixie River Rd)
19,300
PM
55 10
(3,2)
12,100
PM
10 55
(3,2)
31,500
PM
55 11
(3,2)
24,800
PM
10 55
(3,2)
10,100
PM
10 60
(3,2)
10,200
PM
10 60
(3,2)
(New Hope Rd)(Southpoint Rd)
(New Hope Rd)(Southpoint Rd)
Gaston East-West
Connector
Matchline D
Matchline C
Gaston East-West
Connector
6,100800
12,7001,400
9,2002,200
13,3004,800
1,4003,800
1,2003,900
37,200
PM
60 10
(3,7)
53,800
PM
60 10
(2,6)
69,300
PM
60 10
(2,6)
64,200
PM
60 10
(2,6)
Matchline D
2035 Build Traffic Forecast
I-485 to I-85
without Bud Wilson interchange
Figure
1.4
= VPD - # of Vehicles per Day
Average Annual Daily Traffic
LEGEND
###
DHV
PM
D
(d,t)
= PM Peak Period
= Directional Split (%)
= Design Hourly Volume = K30
K30 = 30th Highest Hourly Volume
= Indicates Direction of D
Reverse Flow for AM Peak
= Duals, TT-ST’s (%)
= Daily Turn Movements
PM
D
(d,t)
DHV
= Existing Roadway
= Future Roadway
= Breakline
N
NTS
Gaston East-West Connector
PREPARED BY:HNTB North Carolina, P.C.
343 East Six Forks Rd Suite 200
Raleigh, North Carolina 27609
Gaston County
Mecklenburg County
Catawba River
COUNTY: Gaston/Mecklenburg
DIVISION: 12 / 10
STIP: U-3321
DATE: February 2010
485
485
134,800
PM
11 55
(4,6)
115,000
PM
11 55
(4,6)
140,100
PM
11 55
(4,6)
4,0004,400
2,2001,900
45,900
PM
60 10
(4,3)
4,200
PM
65 9
(3,2)
8,500
PM
65 11
(4,3)
21,200
PM
65 11
(4,3)
SR 1155
(Shopton Rd)
PM
60 10
(4,3)
21,100
PM
65 11
(4,3)
(Steele
Creek Rd)
West BlvdGaston East-West
Connector
Matchline D
11,70023,700
8,70021,400
10,00033,700
5,10018,800
64,200
PM
60 10
(2,6)
26,800
PM
60 10
(3,6)
41,000
SR 1155
(Dixie River Rd)
Matchline D
Steele Creek
Rd Ext
10,4003,700
SR 1116
(W. Shopton Rd)
14,100
PM
60 10
(3,2)
PM
60 10
(4,3)
34,300
Matchline E
2035 Build Traffic Forecast
I-485 to I-85
without Bud Wilson interchange
Figure
1.5
= VPD - # of Vehicles per Day
Average Annual Daily Traffic
LEGEND
###
DHV
PM
D
(d,t)
= PM Peak Period
= Directional Split (%)
= Design Hourly Volume = K30
K30 = 30th Highest Hourly Volume
= Indicates Direction of D
Reverse Flow for AM Peak
= Duals, TT-ST’s (%)
= Daily Turn Movements
PM
D
(d,t)
DHV
= Existing Roadway
= Future Roadway
= Breakline
N
NTS
Gaston East-West Connector
160
(Steele
Creek Rd)
160 7,5002,600
10,100
PM
60 10
(3,2)
PREPARED BY:HNTB North Carolina, P.C.
343 East Six Forks Rd Suite 200
Raleigh, North Carolina 27609
COUNTY: Gaston/Mecklenburg
DIVISION: 12 / 10
STIP: U-3321
DATE: February 2010
485
19,40030,500
13,40042,900
115,000
PM
11 55
(4,6)
107,700
PM
11 55
(4,6)
114,100
PM
11 60
(4,6)
85 85
29 74 29 7432,300
PM
60 11
(4,4)
31,000
PM
60 11
(4,4)
203,500
PM
60 9
(3,11)
162,900
PM
60 9
(3,11)
Matchline B
Matchline A
1,300
PM
60 10
(2,1)
Fieldridge Rd
5,300
PM
10 60
(3,2)
SR 1662
(Tuckaseegee Rd)
250
14,100
1,150
400
12,800
5,750
5,050
700
3,450
250
1,000
1,400
1,700
10,200
3,4002,150
150
3,250
400
150
100
100
12,750
3,300
9 ,2 0 0
9,200
5,550
5,550
485
Matchline E
2035 Build Traffic Forecast
I-485 to I-85
without Bud Wilson interchange
Figure
1.6
= VPD - # of Vehicles per Day
Average Annual Daily Traffic
LEGEND
###
DHV
PM
D
(d,t)
= PM Peak Period
= Directional Split (%)
= Design Hourly Volume = K30
K30 = 30th Highest Hourly Volume
= Indicates Direction of D
Reverse Flow for AM Peak
= Duals, TT-ST’s (%)
= Daily Turn Movements
PM
D
(d,t)
DHV
= Existing Roadway
= Future Roadway
= Breakline
N
NTS
Gaston East-West Connector
PREPARED BY:HNTB North Carolina, P.C.
343 East Six Forks Rd Suite 200
Raleigh, North Carolina 27609
COUNTY: Gaston/Mecklenburg
DIVISION: 12 / 10
STIP: U-3321
DATE: February 2010

Appendix B – Peak Hour Breakouts
24HOUR
right N left
dhv dir
10 60
dhv 9 9 dhv right
W E
dir 60 60 dir left
10 60
dhv dir
left S right
N
0 0 0 0 0 right 0
right through left

through 5235

left 631


0 left 

8003 through 

left through right
627 right 1258 866 341 0 525
N
0 0 0 0 0 right 0
right through left

through 8003

left 525


0 left 

5234 through 

left through right
340 right 866 1258 626 0 632
AM peak hour inflow is 15362 vehicles. AM peak hour outflow is 15361 vehicles.
5866
8528
5575
8630
Ga
r
d
e
n

P
a
r
k
w
a
y
I-85
I-85 I-85
PM peak hour inflow is 15362 vehicles. PM peak hour outflow is 15362 vehicles.
8529
5867
8629
5575
Ga
r
d
e
n

P
a
r
k
w
a
y
AM PEAK
R-
2
6
0
8
PMPEAK
R-
2
6
0
8
I-85
0 0 0

15
7
3
0
0
INPUT
16
0
4
0
0

2035 Build w/o B.W.
I-85
Ga
r
d
e
n

P
a
r
k
w
a
y
9100 21300

12200
March-10
Peak Hour Volume Breakouts Report:
I-85 - Garden ParkwayR-
2
6
0
8
Traffic Forecast Release Date:
I-85
Traffic Data Year:
Gaston E-W Connector (Garden Parkway)
Project:
24HOUR
right N left
dhv dir
10 60
dhv 10 10 dhv right
W E
dir 65 65 dir left
10 60
dhv dir
left S right
N
182 973 113 1268 859 right 59
right through left

through 583

left 170


199 left 

1219 through 

left through right
575 right 1718 1127 325 601 201
N
199 601 59 859 1268 right 113
right through left

through 1219

left 201


182 left 

583 through 

left through right
325 right 1127 1718 575 973 170
AM peak hour inflow is 5201 vehicles. AM peak hour outflow is 5200 vehicles.
813
1533
1090
1993
Ga
r
d
e
n

P
k
w
y
US 29/74
US 29/74 US 29/74
PM peak hour inflow is 5200 vehicles. PM peak hour outflow is 5201 vehicles.
1533
813
1993
1090
Ga
r
d
e
n

P
k
w
y
AM PEAK
Ga
r
d
e
n

P
k
w
y
PMPEAK
Ga
r
d
e
n

P
k
w
y
US 29/74
4000 21300 1700

30
9
0
0
INPUT
23
4
0
0

2035 Build w/o B.W.
US 29/74
Ga
r
d
e
n

P
k
w
y
9000 28400

3800
March-10
Peak Hour Volume Breakouts Report:
Garden Parkway & US 29/74Ga
r
d
e
n

P
k
w
y
Traffic Forecast Release Date:
US 29/74
Traffic Data Year:
Gaston E-W Connector (Garden Parkway)
Project:
24HOUR
right N left
dhv dir
10 60
dhv 11 11 dhv right
W E
dir 55 55 dir left
10 60
dhv dir
left S right
N
145 1195 350 1690 1145 right 255
right through left

through 450

left 100


133 left 

563 through 

left through right
127 right 1421 933 88 758 87
N
133 758 255 1145 1690 right 350
right through left

through 563

left 87


145 left 

450 through 

left through right
88 right 933 1421 127 1195 100
AM peak hour inflow is 4250 vehicles. AM peak hour outflow is 4250 vehicles.
805
1000
684
822
Ga
r
d
e
n

P
k
w
y
Linwood
Linwood Linwood
PM peak hour inflow is 4250 vehicles. PM peak hour outflow is 4250 vehicles.
1000
805
822
684
Ga
r
d
e
n

P
k
w
y
AM PEAK
Ga
r
d
e
n

P
k
w
y
PMPEAK
Ga
r
d
e
n

P
k
w
y
Linwood
2800 28400 5800

13
7
0
0
INPUT
16
4
0
0

2035 Build w/o B.W.
Linwood
Ga
r
d
e
n

P
k
w
y
2000 23500

1700
March-10
Peak Hour Volume Breakouts Report:
Garden Parkway & LinwoodGa
r
d
e
n

P
k
w
y
Traffic Forecast Release Date:
Linwood
Traffic Data Year:
Gaston E-W Connector (Garden Parkway)
Project:
24HOUR
right N left
dhv dir
11 55
dhv 10 10 dhv right
W E
dir 60 60 dir left
11 55
dhv dir
left S right
N
293 720 349 1362 1195 right 214
right through left

through 438

left 639


315 left 

766 through 

left through right
282 right 1641 1871 243 666 962
N
315 666 214 1195 1362 right 349
right through left

through 766

left 962


293 left 

438 through 

left through right
243 right 1871 1641 282 720 639
AM peak hour inflow is 5887 vehicles. AM peak hour outflow is 5886 vehicles.
1291
2076
974
1363
US

3
2
1
Garden Pkwy
Garden Pkwy Garden Pkwy
PM peak hour inflow is 5886 vehicles. PM peak hour outflow is 5887 vehicles.
2076
1291
1363
974
US

3
2
1
AM PEAK
US

3
2
1
PMPEAK
US

3
2
1
Garden Pkwy
5900 23300 5500

23
5
0
0
INPUT
33
4
0
0

2035 Build w/o B.W.
Garden Pkwy
US

3
2
1
4900 32000

15200
March-10
Peak Hour Volume Breakouts Report:
Garden Parkway & US 321US

3
2
1
Traffic Forecast Release Date:
Garden Pkwy
Traffic Data Year:
Gaston E-W Connector (Garden Parkway)
Project:
24HOUR
right N left
dhv dir
10 55
dhv 10 10 dhv right
W E
dir 60 60 dir left
10 55
dhv dir
left S right
N
283 87 600 970 836 right 416
right through left

through 767

left 235


327 left 

1279 through 

left through right
347 right 670 777 321 93 363
N
327 93 416 836 970 right 600
right through left

through 1279

left 363


283 left 

767 through 

left through right
321 right 777 670 347 87 235
AM peak hour inflow is 5119 vehicles. AM peak hour outflow is 5120 vehicles.
1419
2242
1372
1953
Ro
b
i
n
s
o
n
Garden Pkwy
Garden Pkwy Garden Pkwy
PM peak hour inflow is 5120 vehicles. PM peak hour outflow is 5119 vehicles.
2242
1419
1953
1372
Ro
b
i
n
s
o
n
AM PEAK
Ro
b
i
n
s
o
n
PMPEAK
Ro
b
i
n
s
o
n
Garden Pkwy
6200 18100 10100

33
4
0
0
INPUT
36
4
0
0

2035 Build w/o B.W.
Garden Pkwy
Ro
b
i
n
s
o
n
6800 14500

5900
March-10
Peak Hour Volume Breakouts Report:
Garden Parkway & RobinsonRo
b
i
n
s
o
n
Traffic Forecast Release Date:
Garden Pkwy
Traffic Data Year:
Gaston E-W Connector (Garden Parkway)
Project:
24HOUR
right N left
dhv dir
11 55
dhv 10 10 dhv right
W E
dir 60 60 dir left
11 55
dhv dir
left S right
N
390 428 239 1056 919 right 143
right through left

through 1063

left 237


374 left 

1695 through 

left through right
50 right 715 822 49 402 370
N
374 402 143 919 1056 right 239
right through left

through 1695

left 370


390 left 

1063 through 

left through right
49 right 822 715 50 428 237
AM peak hour inflow is 5440 vehicles. AM peak hour outflow is 5439 vehicles.
1443
2303
1502
2119
NC

2
7
4
Garden Pkwy
Garden Pkwy Garden Pkwy
PM peak hour inflow is 5439 vehicles. PM peak hour outflow is 5440 vehicles.
2303
1443
2119
1502
NC

2
7
4
AM PEAK
NC

2
7
4
PMPEAK
NC

2
7
4
Garden Pkwy
7300 18000 3400

36
4
0
0
INPUT
37
2
0
0

2035 Build w/o B.W.
Garden Pkwy
NC

2
7
4
1000 14000

5700
March-10
Peak Hour Volume Breakouts Report:
Garden Parkway & NC 274NC

2
7
4
Traffic Forecast Release Date:
Garden Pkwy
Traffic Data Year:
Gaston E-W Connector (Garden Parkway)
Project:
24HOUR
right N left
dhv dir
10 55
dhv 10 10 dhv right
W E
dir 60 60 dir left
10 55
dhv dir
left S right
N
67 256 741 1063 867 right 528
right through left

through 1380

left 247


73 left 

2121 through 

left through right
41 right 544 666 39 266 361
N
73 266 528 867 1063 right 741
right through left

through 2121

left 361


67 left 

1380 through 

left through right
39 right 666 544 41 256 247
March-10
Peak Hour Volume Breakouts Report:
Garden Parkway & NC 279NC

2
7
9
Traffic Forecast Release Date:
Garden Pkwy
Traffic Data Year:
Gaston E-W Connector (Garden Parkway)
Project:
2035 Build w/o B.W.
Garden Pkwy
NC

2
7
9
800 12100

6100
1400 19300 12700

37
2
0
0
INPUT
53
8
0
0

AM PEAK
NC

2
7
9
PMPEAK
NC

2
7
9
Garden Pkwy
Garden Pkwy Garden Pkwy
PM peak hour inflow is 6120 vehicles. PM peak hour outflow is 6119 vehicles.
3223
2155
2235
1486
NC

2
7
9
AM peak hour inflow is 6119 vehicles. AM peak hour outflow is 6120 vehicles.
2155
3223
1486
2235
NC

2
7
9
Garden Pkwy
24HOUR
right N left
dhv dir
11 55
dhv 10 10 dhv right
W E
dir 60 60 dir left
10 55
dhv dir
left S right
N
272 702 903 1877 1584 right 589
right through left

through 1811

left 330


274 left 

2802 through 

left through right
102 right 1134 1343 103 721 519
N
274 721 589 1584 1877 right 903
right through left

through 2802

left 519


272 left 

1811 through 

left through right
103 right 1343 1134 102 702 330
March-10
Peak Hour Volume Breakouts Report:
Garden Parkway & NC 273NC

2
7
3
Traffic Forecast Release Date:
Garden Pkwy
Traffic Data Year:
Gaston E-W Connector (Garden Parkway)
Project:
2035 Build w/o B.W.
Garden Pkwy
NC

2
7
3
2200 24800

9200
4800 31500 13300

53
8
0
0
INPUT
69
3
0
0

AM PEAK
NC

2
7
3
PMPEAK
NC

2
7
3
Garden Pkwy
Garden Pkwy Garden Pkwy
PM peak hour inflow is 9128 vehicles. PM peak hour outflow is 9127 vehicles.
4224
2729
3178
2186
NC

2
7
3
AM peak hour inflow is 9127 vehicles. AM peak hour outflow is 9128 vehicles.
2729
4224
2186
3178
NC

2
7
3
Garden Pkwy
24HOUR
right N left
dhv dir
10 60
dhv 10 10 dhv right
W E
dir 60 60 dir left
10 60
dhv dir
left S right
N
155 187 60 401 610 right 59
right through left

through 2440

left 52


232 left 

3727 through 

left through right
172 right 411 608 197 320 91
N
231 320 59 610 401 right 60
right through left

through 3727

left 91


154 left 

2440 through 

left through right
196 right 608 411 172 187 52
AM peak hour inflow is 7689 vehicles. AM peak hour outflow is 7690 vehicles.
2550
3878
2791
4130
Di
x
i
e

R
i
v
e
r
Garden Pkwy
Garden Pkwy Garden Pkwy
PM peak hour inflow is 7690 vehicles. PM peak hour outflow is 7690 vehicles.
3878
2551
4130
2791
Di
x
i
e

R
i
v
e
r
AM PEAK
Di
x
i
e

R
i
v
e
r
PMPEAK
Di
x
i
e

R
i
v
e
r
Garden Pkwy
3900 10100 1200

69
3
0
0
INPUT
64
2
0
0

2035 Build w/o B.W.
Garden Pkwy
Di
x
i
e

R
i
v
e
r
3800 10200

1400
March-10
Peak Hour Volume Breakouts Report:
Garden Parkway & Dixie RiverDi
x
i
e

R
i
v
e
r
Traffic Forecast Release Date:
Garden Pkwy
Traffic Data Year:
Gaston E-W Connector (Garden Parkway)
Project:
24HOUR
right N left
dhv dir
11 55
dhv 10 10 dhv right
W E
dir 60 60 dir left
11 55
dhv dir
left S right
N
725 4540 281 5546 7146 right 235
right through left

through 385

left 425


1140 left 

724 through 

left through right
1889 right 6854 7946 1527 5772 647
N
1140 5772 235 7146 5546 right 281
right through left

through 724

left 647


725 left 

385 through 

left through right
1527 right 7946 6854 1889 4540 425
AM peak hour inflow is 18289 vehicles. AM peak hour outflow is 18290 vehicles.
1044
1652
2638
3753
I-
4
8
5

West Blvd
Garden Parkway West Blvd
PM peak hour inflow is 18290 vehicles. PM peak hour outflow is 18289 vehicles.
1652
1044
3753
2638
I-
4
8
5

AM PEAK
I-
4
8
5

PMPEAK
I-
4
8
5

Garden Parkway
18800 115000 5100

64
2
0
0
INPUT
26
8
0
0

2035 Build w/o B.W.
Garden Parkway
I-
4
8
5

33700 134800

10000
March-10
Peak Hour Volume Breakouts Report:
I-485 - Garden Parkway
I-
4
8
5

Traffic Forecast Release Date:
West Blvd
Traffic Data Year:
Gaston E-W Connector (Garden Parkway)
Project:

Appendix C – Synchro Analysis
Lanes, Volumes, Timings2035 AM without Bud Wilson
70: Gaston EB Ramp & Robinson 3/9/2010
Gaston E-W Connector Synchro 7 - Report
HNTB North Carolina, PC Page 2
Lane GroupWBLWBRNBTNBRSBLSBT
Lane Configurations
Volume (vph)347327414363600322
Ideal Flow (vphpl)190019001900190019001900
Storage Length (ft)2500275375
Storage Lanes1111
Taper Length (ft)100100100100
Lane Util. Factor1.001.000.951.001.000.95
Frt0.8500.850
Flt Protected0.9500.950
Satd. Flow (prot)171915383438148216563438
Flt Permitted0.9500.950
Satd. Flow (perm)171915383438148216563438
Right Turn on RedNoNo
Satd. Flow (RTOR)
Link Speed (mph)354545
Link Distance (ft)4281449982
Travel Time (s)8.322.014.9
Peak Hour Factor0.900.900.900.900.900.90
Heavy Vehicles (%)5%5%5%9%9%5%
Adj. Flow (vph)386363460403667358
Shared Lane Traffic (%)
Lane Group Flow (vph)386363460403667358
Enter Blocked IntersectionNoNoNoNoNoNo
Lane AlignmentLeftRightLeftRightLeftLeft
Median Width(ft)121212
Link Offset(ft)000
Crosswalk Width(ft)161616
Two way Left Turn Lane
Headway Factor1.001.001.001.001.001.00
Turning Speed (mph)159915
Turn Typepm+ovpm+ovProt
Protected Phases 812816
Permitted Phases82
Detector Phase 812816
Switch Phase
Minimum Initial (s)7.07.012.07.07.012.0
Minimum Split (s)14.014.019.014.014.019.0
Total Split (s)27.043.020.027.043.063.0
Total Split (%)30.0%47.8%22.2%30.0%47.8%70.0%
Maximum Green (s)20.036.013.020.036.056.0
Yellow Time (s)5.05.05.05.05.05.0
All-Red Time (s)2.02.02.02.02.02.0
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)5.05.05.05.05.05.0
Lead/LagLeadLagLead
Lead-Lag Optimize?YesYesYes
Vehicle Extension (s)3.03.03.03.03.03.0
Recall ModeNoneNoneC-MinNoneNoneC-Min
Act Effct Green (s)22.064.815.242.237.858.0
Lanes, Volumes, Timings2035 AM without Bud Wilson
70: Gaston EB Ramp & Robinson 3/9/2010
Gaston E-W Connector Synchro 7 - Report
HNTB North Carolina, PC Page 3
Lane GroupWBLWBRNBTNBRSBLSBT
Actuated g/C Ratio0.240.720.170.470.420.64
v/c Ratio0.920.330.790.580.960.16
Control Delay62.65.547.421.729.90.4
Queue Delay0.00.00.00.00.00.0
Total Delay62.65.547.421.729.90.4
LOSEADCCA
Approach Delay35.035.419.6
Approach LOSCDB
Queue Length 50th (ft)21463133162801
Queue Length 95th (ft)#38499#206256m#521m1
Internal Link Dist (ft)3481369902
Turn Bay Length (ft)250275375
Base Capacity (vph)42011115806956992216
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio0.920.330.790.580.950.16
Intersection Summary
Area Type:Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 37 (41%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.96
Intersection Signal Delay: 29.1Intersection LOS: C
Intersection Capacity Utilization 82.5%ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 70: Gaston EB Ramp & Robinson
Lanes, Volumes, Timings2035 AM without Bud Wilson with Improvements
70: Gaston EB Ramp & Robinson 5/10/2010
Gaston E-W Connector Synchro 7 - Report
HNTB North Carolina, PC Page 1
Lane GroupWBLWBRNBTNBRSBLSBT
Lane Configurations
Volume (vph)347327414363600322
Ideal Flow (vphpl)190019001900190019001900
Storage Length (ft)2500275375
Storage Lanes1111
Taper Length (ft)100100100100
Lane Util. Factor1.001.000.951.001.000.95
Frt0.8500.850
Flt Protected0.9500.950
Satd. Flow (prot)171915383438148216563438
Flt Permitted0.9500.950
Satd. Flow (perm)171915383438148216563438
Right Turn on RedNoNo
Satd. Flow (RTOR)
Link Speed (mph)354545
Link Distance (ft)4281449982
Travel Time (s)8.322.014.9
Peak Hour Factor0.900.900.900.900.900.90
Heavy Vehicles (%)5%5%5%9%9%5%
Adj. Flow (vph)386363460403667358
Shared Lane Traffic (%)
Lane Group Flow (vph)386363460403667358
Enter Blocked IntersectionNoNoNoNoNoNo
Lane AlignmentLeftRightLeftRightLeftLeft
Median Width(ft)121212
Link Offset(ft)000
Crosswalk Width(ft)161616
Two way Left Turn Lane
Headway Factor1.001.001.001.001.001.00
Turning Speed (mph)159915
Turn Typepm+ovpm+ovProt
Protected Phases 812816
Permitted Phases82
Detector Phase 812816
Switch Phase
Minimum Initial (s)7.07.012.07.07.012.0
Minimum Split (s)14.014.019.014.014.019.0
Total Split (s)27.043.020.027.043.063.0
Total Split (%)30.0%47.8%22.2%30.0%47.8%70.0%
Maximum Green (s)20.036.013.020.036.056.0
Yellow Time (s)5.05.05.05.05.05.0
All-Red Time (s)2.02.02.02.02.02.0
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)5.05.05.05.05.05.0
Lead/LagLeadLagLead
Lead-Lag Optimize?YesYesYes
Vehicle Extension (s)3.03.03.03.03.03.0
Recall ModeNoneNoneC-MinNoneNoneC-Min
Act Effct Green (s)22.064.815.242.237.858.0
Lanes, Volumes, Timings2035 AM without Bud Wilson with Improvements
70: Gaston EB Ramp & Robinson 5/10/2010
Gaston E-W Connector Synchro 7 - Report
HNTB North Carolina, PC Page 2
Lane GroupWBLWBRNBTNBRSBLSBT
Actuated g/C Ratio0.240.720.170.470.420.64
v/c Ratio0.920.330.790.580.960.16
Control Delay62.65.547.421.737.01.8
Queue Delay0.00.00.00.00.00.0
Total Delay62.65.547.421.737.01.8
LOSEADCDA
Approach Delay35.035.424.7
Approach LOSCDC
Queue Length 50th (ft)214631331623330
Queue Length 95th (ft)#38499#206256#5660
Internal Link Dist (ft)3481369902
Turn Bay Length (ft)250275375
Base Capacity (vph)42011115806956992216
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio0.920.330.790.580.950.16
Intersection Summary
Area Type:Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 41 (46%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.96
Intersection Signal Delay: 31.1Intersection LOS: C
Intersection Capacity Utilization 82.5%ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 70: Gaston EB Ramp & Robinson
Lanes, Volumes, Timings2035 AM without Bud Wilson
71: Gaston WB Ramp & Robinson 3/9/2010
Gaston E-W Connector Synchro 7 - Report
HNTB North Carolina, PC Page 4
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)000235541632142000687283
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)00225030000100
Storage Lanes00201001
Taper Length (ft)100100100100100100100100
Lane Util. Factor1.001.001.000.971.001.001.000.951.001.000.951.00
Frt0.8520.850
Flt Protected0.9500.950
Satd. Flow (prot)000333515420162634380034381455
Flt Permitted0.9500.950
Satd. Flow (perm)000333515420162634380034381455
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)35354545
Link Distance (ft)136521949821113
Travel Time (s)26.642.714.916.9
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Heavy Vehicles (%)2%2%2%5%5%5%11%5%2%2%5%11%
Adj. Flow (vph)000261646235746700763314
Shared Lane Traffic (%)
Lane Group Flow (vph)000261468035746700763314
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)24241212
Link Offset(ft)0000
Crosswalk Width(ft)16161616
Two way Left Turn Lane
Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Turning Speed (mph)159159159159
Turn TypeProtProtPerm
Protected Phases38526
Permitted Phases 6
Detector Phase385266
Switch Phase
Minimum Initial (s)7.07.07.012.012.012.0
Minimum Split (s)14.014.014.019.019.019.0
Total Split (s)0.00.00.035.035.00.027.055.00.00.028.028.0
Total Split (%)0.0%0.0%0.0%38.9%38.9%0.0%30.0%61.1%0.0%0.0%31.1%31.1%
Maximum Green (s)28.028.020.048.021.021.0
Yellow Time (s)5.05.05.05.05.05.0
All-Red Time (s)2.02.02.02.02.02.0
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)2.02.02.05.05.02.05.05.02.02.05.05.0
Lead/LagLeadLagLag
Lead-Lag Optimize?YesYesYes
Vehicle Extension (s)3.03.03.03.03.03.0
Recall ModeNoneNoneNoneC-MinC-MinC-Min
Act Effct Green (s)29.529.521.850.523.723.7
Lanes, Volumes, Timings2035 AM without Bud Wilson
71: Gaston WB Ramp & Robinson 3/9/2010
Gaston E-W Connector Synchro 7 - Report
HNTB North Carolina, PC Page 5
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Actuated g/C Ratio0.330.330.240.560.260.26
v/c Ratio0.240.930.910.240.840.82
Control Delay22.656.346.04.441.750.6
Queue Delay0.00.00.00.00.00.0
Total Delay22.656.346.04.441.750.6
LOSCEDADD
Approach Delay44.322.444.3
Approach LOSDCD
Queue Length 50th (ft)542529827218170
Queue Length 95th (ft)84#439m#300m36#317#313
Internal Link Dist (ft)128521149021033
Turn Bay Length (ft)225300100
Base Capacity (vph)11125143971931907384
Starvation Cap Reductn000000
Spillback Cap Reductn000000
Storage Cap Reductn000000
Reduced v/c Ratio0.230.910.900.240.840.82
Intersection Summary
Area Type:Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 72 (80%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 75
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.93
Intersection Signal Delay: 37.4Intersection LOS: D
Intersection Capacity Utilization 79.5%ICU Level of Service D
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 71: Gaston WB Ramp & Robinson
Lanes, Volumes, Timings2035 AM without Bud Wilson with Improvements
71: Gaston WB Ramp & Robinson 3/9/2010
Gaston E-W Connector Synchro 7 - Report
HNTB North Carolina, PC Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)000235541632142000687283
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)0022525030000100
Storage Lanes00211001
Taper Length (ft)100100100100100100100100
Lane Util. Factor1.001.001.000.970.950.951.000.951.001.000.951.00
Frt0.8540.8500.850
Flt Protected0.9500.950
Satd. Flow (prot)000333514681461162634380034381455
Flt Permitted0.9500.950
Satd. Flow (perm)000333514681461162634380034381455
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)35354545
Link Distance (ft)136521949821113
Travel Time (s)26.642.714.916.9
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Heavy Vehicles (%)2%2%2%5%5%5%11%5%2%2%5%11%
Adj. Flow (vph)000261646235746700763314
Shared Lane Traffic (%)49%
Lane Group Flow (vph)00026123223635746700763314
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)24241212
Link Offset(ft)0000
Crosswalk Width(ft)16161616
Two way Left Turn Lane
Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Turning Speed (mph)159159159159
Turn TypeProtPermProtPerm
Protected Phases38526
Permitted Phases86
Detector Phase 3885266
Switch Phase
Minimum Initial (s)7.07.07.07.012.012.012.0
Minimum Split (s)14.014.014.014.019.019.019.0
Total Split (s)0.00.00.026.026.026.031.064.00.00.033.033.0
Total Split (%)0.0%0.0%0.0%28.9%28.9%28.9%34.4%71.1%0.0%0.0%36.7%36.7%
Maximum Green (s)19.019.019.024.057.026.026.0
Yellow Time (s)5.05.05.05.05.05.05.0
All-Red Time (s)2.02.02.02.02.02.02.0
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)2.02.02.05.05.05.05.05.02.02.05.05.0
Lead/LagLeadLagLag
Lead-Lag Optimize?YesYesYes
Vehicle Extension (s)3.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneC-MinC-MinC-Min
Act Effct Green (s)19.219.219.224.260.831.631.6
Lanes, Volumes, Timings2035 AM without Bud Wilson with Improvements
71: Gaston WB Ramp & Robinson 3/9/2010
Gaston E-W Connector Synchro 7 - Report
HNTB North Carolina, PC Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Actuated g/C Ratio0.210.210.210.270.680.350.35
v/c Ratio0.370.740.760.820.200.630.62
Control Delay31.347.749.241.92.528.432.1
Queue Delay0.00.00.00.00.00.00.0
Total Delay31.347.749.241.92.528.432.1
LOSCDDDACC
Approach Delay42.319.629.4
Approach LOSDBC
Queue Length 50th (ft)631271299920200156
Queue Length 95th (ft)98#218#233m#174m26266252
Internal Link Dist (ft)128521149021033
Turn Bay Length (ft)225250300100
Base Capacity (vph)77834334147023211206510
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio0.340.680.690.760.200.630.62
Intersection Summary
Area Type:Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 72 (80%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.82
Intersection Signal Delay: 29.9Intersection LOS: C
Intersection Capacity Utilization 62.3%ICU Level of Service B
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 71: Gaston WB Ramp & Robinson
Lanes, Volumes, Timings2035 PM without Bud Wilson
70: Gaston EB Ramp & Robinson 3/9/2010
Gaston E-W Connector Synchro 7 - Report
HNTB North Carolina, PC Page 2
Lane GroupWBLWBRNBTNBRSBLSBT
Lane Configurations
Volume (vph)321283434235416456
Ideal Flow (vphpl)190019001900190019001900
Storage Length (ft)2500275375
Storage Lanes1111
Taper Length (ft)100100100100
Lane Util. Factor1.001.000.951.001.000.95
Frt0.8500.850
Flt Protected0.9500.950
Satd. Flow (prot)171915383438148216563438
Flt Permitted0.9500.950
Satd. Flow (perm)171915383438148216563438
Right Turn on RedNoNo
Satd. Flow (RTOR)
Link Speed (mph)354545
Link Distance (ft)4281449982
Travel Time (s)8.322.014.9
Peak Hour Factor0.900.900.900.900.900.90
Heavy Vehicles (%)5%5%5%9%9%5%
Adj. Flow (vph)357314482261462507
Shared Lane Traffic (%)
Lane Group Flow (vph)357314482261462507
Enter Blocked IntersectionNoNoNoNoNoNo
Lane AlignmentLeftRightLeftRightLeftLeft
Median Width(ft)121212
Link Offset(ft)000
Crosswalk Width(ft)161616
Two way Left Turn Lane
Headway Factor1.001.001.001.001.001.00
Turning Speed (mph)159915
Turn Typepm+ovpm+ovProt
Protected Phases 812816
Permitted Phases82
Detector Phase 812816
Switch Phase
Minimum Initial (s)7.07.012.07.07.012.0
Minimum Split (s)14.014.019.014.014.019.0
Total Split (s)33.042.025.033.042.067.0
Total Split (%)33.0%42.0%25.0%33.0%42.0%67.0%
Maximum Green (s)26.035.018.026.035.060.0
Yellow Time (s)5.05.05.05.05.05.0
All-Red Time (s)2.02.02.02.02.02.0
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)5.05.05.05.05.05.0
Lead/LagLeadLagLead
Lead-Lag Optimize?YesYesYes
Vehicle Extension (s)3.03.03.03.03.03.0
Recall ModeNoneNoneC-MinNoneNoneC-Min
Act Effct Green (s)25.764.026.056.733.364.3
Lanes, Volumes, Timings2035 PM without Bud Wilson
70: Gaston EB Ramp & Robinson 3/9/2010
Gaston E-W Connector Synchro 7 - Report
HNTB North Carolina, PC Page 3
Lane GroupWBLWBRNBTNBRSBLSBT
Actuated g/C Ratio0.260.640.260.570.330.64
v/c Ratio0.810.320.540.310.840.23
Control Delay49.68.436.413.627.81.0
Queue Delay0.00.00.00.00.00.0
Total Delay49.68.436.413.627.81.0
LOSDADBCA
Approach Delay30.328.413.8
Approach LOSCCB
Queue Length 50th (ft)20770148872122
Queue Length 95th (ft)#3201032081452953
Internal Link Dist (ft)3481369902
Turn Bay Length (ft)250275375
Base Capacity (vph)48110418938736132211
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio0.740.300.540.300.750.23
Intersection Summary
Area Type:Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 60 (60%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 65
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.84
Intersection Signal Delay: 23.0Intersection LOS: C
Intersection Capacity Utilization 70.8%ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 70: Gaston EB Ramp & Robinson
Lanes, Volumes, Timings2035 PM without Bud Wilson with Improvements
70: Gaston EB Ramp & Robinson 5/10/2010
Gaston E-W Connector Synchro 7 - Report
HNTB North Carolina, PC Page 1
Lane GroupWBLWBRNBTNBRSBLSBT
Lane Configurations
Volume (vph)321283434235416456
Ideal Flow (vphpl)190019001900190019001900
Storage Length (ft)2500275375
Storage Lanes1111
Taper Length (ft)100100100100
Lane Util. Factor1.001.000.951.001.000.95
Frt0.8500.850
Flt Protected0.9500.950
Satd. Flow (prot)171915383438148216563438
Flt Permitted0.9500.950
Satd. Flow (perm)171915383438148216563438
Right Turn on RedNoNo
Satd. Flow (RTOR)
Link Speed (mph)354545
Link Distance (ft)4281449982
Travel Time (s)8.322.014.9
Peak Hour Factor0.900.900.900.900.900.90
Heavy Vehicles (%)5%5%5%9%9%5%
Adj. Flow (vph)357314482261462507
Shared Lane Traffic (%)
Lane Group Flow (vph)357314482261462507
Enter Blocked IntersectionNoNoNoNoNoNo
Lane AlignmentLeftRightLeftRightLeftLeft
Median Width(ft)121212
Link Offset(ft)000
Crosswalk Width(ft)161616
Two way Left Turn Lane
Headway Factor1.001.001.001.001.001.00
Turning Speed (mph)159915
Turn Typepm+ovpm+ovProt
Protected Phases 812816
Permitted Phases82
Detector Phase 812816
Switch Phase
Minimum Initial (s)7.07.012.07.07.012.0
Minimum Split (s)14.014.019.014.014.019.0
Total Split (s)30.037.023.030.037.060.0
Total Split (%)33.3%41.1%25.6%33.3%41.1%66.7%
Maximum Green (s)23.030.016.023.030.053.0
Yellow Time (s)5.05.05.05.05.05.0
All-Red Time (s)2.02.02.02.02.02.0
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)5.05.05.05.05.05.0
Lead/LagLeadLagLead
Lead-Lag Optimize?YesYesYes
Vehicle Extension (s)3.03.03.03.03.03.0
Recall ModeNoneNoneC-MinNoneNoneC-Min
Act Effct Green (s)23.258.022.050.329.756.8
Lanes, Volumes, Timings2035 PM without Bud Wilson with Improvements
70: Gaston EB Ramp & Robinson 5/10/2010
Gaston E-W Connector Synchro 7 - Report
HNTB North Carolina, PC Page 2
Lane GroupWBLWBRNBTNBRSBLSBT
Actuated g/C Ratio0.260.640.240.560.330.63
v/c Ratio0.800.320.570.320.840.23
Control Delay46.07.534.512.636.61.5
Queue Delay0.00.00.00.00.00.0
Total Delay46.07.534.512.636.61.5
LOSDACBDA
Approach Delay28.026.818.3
Approach LOSCCB
Queue Length 50th (ft)18560135792042
Queue Length 95th (ft)#31197189130#3391
Internal Link Dist (ft)3481369902
Turn Bay Length (ft)250275375
Base Capacity (vph)47810308428575892168
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio0.750.300.570.300.780.23
Intersection Summary
Area Type:Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 56 (62%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 65
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.84
Intersection Signal Delay: 23.7Intersection LOS: C
Intersection Capacity Utilization 70.8%ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 70: Gaston EB Ramp & Robinson
Lanes, Volumes, Timings2035 PM without Bud Wilson
71: Gaston WB Ramp & Robinson 3/9/2010
Gaston E-W Connector Synchro 7 - Report
HNTB North Carolina, PC Page 4
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)000363560034737000509327
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)00225030000100
Storage Lanes00201001
Taper Length (ft)100100100100100100100100
Lane Util. Factor1.001.001.000.971.001.001.000.951.001.000.951.00
Frt0.8510.850
Flt Protected0.9500.950
Satd. Flow (prot)000333515400162634380034381455
Flt Permitted0.9500.950
Satd. Flow (perm)000333515400162634380034381455
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)35354545
Link Distance (ft)136521949821113
Travel Time (s)26.642.714.916.9
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Heavy Vehicles (%)2%2%2%5%5%5%11%5%2%2%5%11%
Adj. Flow (vph)000403666738641100566363
Shared Lane Traffic (%)
Lane Group Flow (vph)000403673038641100566363
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)24241212
Link Offset(ft)0000
Crosswalk Width(ft)16161616
Two way Left Turn Lane
Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Turning Speed (mph)159159159159
Turn TypeProtProtPerm
Protected Phases38526
Permitted Phases 6
Detector Phase385266
Switch Phase
Minimum Initial (s)7.07.07.012.012.012.0
Minimum Split (s)14.014.014.019.019.019.0
Total Split (s)0.00.00.045.045.00.027.055.00.00.028.028.0
Total Split (%)0.0%0.0%0.0%45.0%45.0%0.0%27.0%55.0%0.0%0.0%28.0%28.0%
Maximum Green (s)38.038.020.048.021.021.0
Yellow Time (s)5.05.05.05.05.05.0
All-Red Time (s)2.02.02.02.02.02.0
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)2.02.02.05.05.02.05.05.02.02.05.05.0
Lead/LagLeadLagLag
Lead-Lag Optimize?YesYesYes
Vehicle Extension (s)3.03.03.03.03.03.0
Recall ModeNoneNoneNoneC-MinC-MinC-Min
Act Effct Green (s)40.040.022.050.023.023.0
Lanes, Volumes, Timings2035 PM without Bud Wilson
71: Gaston WB Ramp & Robinson 3/9/2010
Gaston E-W Connector Synchro 7 - Report
HNTB North Carolina, PC Page 5
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Actuated g/C Ratio0.400.400.220.500.230.23
v/c Ratio0.301.091.080.240.721.08
Control Delay21.394.698.27.241.4111.5
Queue Delay0.00.00.00.00.00.0
Total Delay21.394.698.27.241.4111.5
LOSCFFADF
Approach Delay67.151.368.8
Approach LOSEDE
Queue Length 50th (ft)88~487~28227175~261
Queue Length 95th (ft)124#704#44637236#439
Internal Link Dist (ft)128521149021033
Turn Bay Length (ft)225300100
Base Capacity (vph)13346163581719791335
Starvation Cap Reductn000000
Spillback Cap Reductn000000
Storage Cap Reductn000000
Reduced v/c Ratio0.301.091.080.240.721.08
Intersection Summary
Area Type:Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 120
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.09
Intersection Signal Delay: 63.2Intersection LOS: E
Intersection Capacity Utilization 93.5%ICU Level of Service F
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 71: Gaston WB Ramp & Robinson
Lanes, Volumes, Timings2035 PM without Bud Wilson with Improvements
71: Gaston WB Ramp & Robinson 3/9/2010
Gaston E-W Connector Synchro 7 - Report
HNTB North Carolina, PC Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)000363560034737000509327
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)0022525030000100
Storage Lanes00211001
Taper Length (ft)100100100100100100100100
Lane Util. Factor1.001.001.000.970.950.951.000.951.001.000.951.00
Frt0.8530.8500.850
Flt Protected0.9500.950
Satd. Flow (prot)000333514661461162634380034381455
Flt Permitted0.9500.950
Satd. Flow (perm)000333514661461162634380034381455
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)35354545
Link Distance (ft)136521949821113
Travel Time (s)26.642.714.916.9
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Heavy Vehicles (%)2%2%2%5%5%5%11%5%2%2%5%11%
Adj. Flow (vph)000403666738641100566363
Shared Lane Traffic (%)50%
Lane Group Flow (vph)00040334033338641100566363
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)24241212
Link Offset(ft)0000
Crosswalk Width(ft)16161616
Two way Left Turn Lane
Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Turning Speed (mph)159159159159
Turn TypeProtPermProtPerm
Protected Phases38526
Permitted Phases86
Detector Phase 3885266
Switch Phase
Minimum Initial (s)7.07.07.07.012.012.012.0
Minimum Split (s)14.014.014.014.019.019.019.0
Total Split (s)0.00.00.029.029.029.029.061.00.00.032.032.0
Total Split (%)0.0%0.0%0.0%32.2%32.2%32.2%32.2%67.8%0.0%0.0%35.6%35.6%
Maximum Green (s)22.022.022.022.054.025.025.0
Yellow Time (s)5.05.05.05.05.05.05.0
All-Red Time (s)2.02.02.02.02.02.02.0
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)2.02.02.05.05.05.05.05.02.02.05.05.0
Lead/LagLeadLagLag
Lead-Lag Optimize?YesYesYes
Vehicle Extension (s)3.03.03.03.03.03.03.0
Recall ModeNoneNoneNoneNoneC-MinC-MinC-Min
Act Effct Green (s)23.423.423.423.656.628.028.0
Lanes, Volumes, Timings2035 PM without Bud Wilson with Improvements
71: Gaston WB Ramp & Robinson 3/9/2010
Gaston E-W Connector Synchro 7 - Report
HNTB North Carolina, PC Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Actuated g/C Ratio0.260.260.260.260.630.310.31
v/c Ratio0.460.890.880.900.190.530.80
Control Delay29.959.256.948.12.828.144.4
Queue Delay0.00.00.00.00.00.00.0
Total Delay29.959.256.948.12.828.144.4
LOSCEEDACD
Approach Delay47.524.834.5
Approach LOSDCC
Queue Length 50th (ft)9819418910117141191
Queue Length 95th (ft)141#356#347#34724194#343
Internal Link Dist (ft)128521149021033
Turn Bay Length (ft)225250300100
Base Capacity (vph)88939139043421621069453
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio0.450.870.850.890.190.530.80
Intersection Summary
Area Type:Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 88 (98%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 70
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.90
Intersection Signal Delay: 36.7Intersection LOS: D
Intersection Capacity Utilization 68.8%ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 71: Gaston WB Ramp & Robinson
Lanes, Volumes, Timings2035 AM without Bud Wilson
90: Gaston EB Ramp & NC 274 3/9/2010
Gaston E-W Connector Synchro 7 - Report
HNTB North Carolina, PC Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)374550 00004513702396650
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)200000200100300550
Storage Lanes10001100
Taper Length (ft)1001001001001001000100
Lane Util. Factor1.001.001.001.001.001.001.000.911.000.970.951.00
Frt0.8650.850
Flt Protected0.9500.950
Satd. Flow (prot)17191570 0000049401583343334380
Flt Permitted0.9500.950
Satd. Flow (perm)17191570 0000049401583343334380
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)35454545
Link Distance (ft)888325823342
Travel Time (s)17.34.912.55.2
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Heavy Vehicles (%)5%2%5%2%2%2%10%5%2%2%5%10%
Adj. Flow (vph)416656 00005014112667390
Shared Lane Traffic (%)
Lane Group Flow (vph)41662 000005014112667390
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)12122424
Link Offset(ft)0000
Crosswalk Width(ft)16161616
Two way Left Turn Lane
Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Turning Speed (mph)159159159159
Turn TypeSplitPermProt
Protected Phases44216
Permitted Phases 2
Detector Phase44 2216
Switch Phase
Minimum Initial (s)7.07.012.012.07.012.0
Minimum Split (s)14.014.019.019.014.019.0
Total Split (s)35.035.00.00.00.00.00.040.040.015.055.00.0
Total Split (%)38.9%38.9%0.0%0.0%0.0%0.0%0.0%44.4%44.4%16.7%61.1%0.0%
Maximum Green (s)28.028.033.033.08.048.0
Yellow Time (s)5.05.05.05.05.05.0
All-Red Time (s)2.02.02.02.02.02.0
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)5.05.02.02.02.02.02.05.05.05.05.02.0
Lead/LagLeadLeadLag
Lead-Lag Optimize?YesYesYes
Vehicle Extension (s)3.03.03.03.03.03.0
Recall ModeNoneNoneC-MinC-MinNoneC-Min
Act Effct Green (s)27.027.036.536.511.553.0
Lanes, Volumes, Timings2035 AM without Bud Wilson
90: Gaston EB Ramp & NC 274 3/9/2010
Gaston E-W Connector Synchro 7 - Report
HNTB North Carolina, PC Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Actuated g/C Ratio0.300.300.410.410.130.59
v/c Ratio0.810.130.250.640.610.36
Control Delay41.922.418.727.942.78.8
Queue Delay0.00.00.00.00.00.2
Total Delay41.922.418.727.942.79.0
LOSDCBCDA
Approach Delay39.322.817.9
Approach LOSDCB
Queue Length 50th (ft)210257219971137
Queue Length 95th (ft)3165395295#12779
Internal Link Dist (ft)808245743262
Turn Bay Length (ft)200100300
Base Capacity (vph)57352320316514392025
Starvation Cap Reductn00000558
Spillback Cap Reductn00 0000
Storage Cap Reductn00 0000
Reduced v/c Ratio0.730.120.250.630.610.50
Intersection Summary
Area Type:Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 65 (72%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 24.1Intersection LOS: C
Intersection Capacity Utilization 68.1%ICU Level of Service C
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Splits and Phases: 90: Gaston EB Ramp & NC 274
Lanes, Volumes, Timings2035 AM without Bud Wilson
91: Gaston WB Ramp & NC 274 3/9/2010
Gaston E-W Connector Synchro 7 - Report
HNTB North Carolina, PC Page 3
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)00023751434977600667390
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)00200000200100
Storage Lanes00100021
Taper Length (ft)1001001001000100100100
Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.861.00
Frt0.8550.850
Flt Protected0.9500.950
Satd. Flow (prot)000177015930164134380062251468
Flt Permitted0.9500.950
Satd. Flow (perm)000177015930164134380062251468
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)35454545
Link Distance (ft)944651342719
Travel Time (s)18.49.95.210.9
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Heavy Vehicles (%)5%2%5%2%2%2%10%5%2%2%5%10%
Adj. Flow (vph)00026361595486200741433
Shared Lane Traffic (%)
Lane Group Flow (vph)00026316505486200741433
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)12121212
Link Offset(ft)0000
Crosswalk Width(ft)16161616
Two way Left Turn Lane
Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Turning Speed (mph)159159159159
Turn TypeProtProtPerm
Protected Phases38526
Permitted Phases 6
Detector Phase385266
Switch Phase
Minimum Initial (s)7.07.07.012.012.012.0
Minimum Split (s)14.019.014.019.019.019.0
Total Split (s)0.00.00.027.027.00.014.063.00.00.049.049.0
Total Split (%)0.0%0.0%0.0%30.0%30.0%0.0%15.6%70.0%0.0%0.0%54.4%54.4%
Maximum Green (s)20.020.07.056.042.042.0
Yellow Time (s)5.05.05.05.05.05.0
All-Red Time (s)2.02.02.02.02.02.0
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)2.02.02.05.05.02.05.05.02.02.05.05.0
Lead/LagLeadLagLag
Lead-Lag Optimize?YesYesYes
Vehicle Extension (s)3.03.03.03.03.03.0
Recall ModeNoneNoneNoneC-MinC-MinC-Min
Act Effct Green (s)19.419.49.560.648.948.9
Lanes, Volumes, Timings2035 AM without Bud Wilson
91: Gaston WB Ramp & NC 274 3/9/2010
Gaston E-W Connector Synchro 7 - Report
HNTB North Carolina, PC Page 4
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Actuated g/C Ratio0.220.220.110.670.540.54
v/c Ratio0.690.480.310.370.220.54
Control Delay41.935.146.92.812.118.7
Queue Delay0.00.00.00.20.00.0
Total Delay41.935.146.92.912.118.7
LOSDDDABB
Approach Delay39.35.514.5
Approach LOSDAB
Queue Length 50th (ft)1378125867170
Queue Length 95th (ft)215139m527887270
Internal Link Dist (ft)864571262639
Turn Bay Length (ft)200100
Base Capacity (vph)43739317323213410804
Starvation Cap Reductn00056400
Spillback Cap Reductn000000
Storage Cap Reductn000000
Reduced v/c Ratio0.600.420.310.490.220.54
Intersection Summary
Area Type:Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 64 (71%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.69
Intersection Signal Delay: 15.5Intersection LOS: B
Intersection Capacity Utilization 68.1%ICU Level of Service C
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 91: Gaston WB Ramp & NC 274
Lanes, Volumes, Timings2035 PM without Bud Wilson
90: Gaston EB Ramp & NC 274 3/9/2010
Gaston E-W Connector Synchro 7 - Report
HNTB North Carolina, PC Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)390549 00004782371437720
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)200000200100300550
Storage Lanes10001100
Taper Length (ft)1001001001001001000100
Lane Util. Factor1.001.001.001.001.001.001.000.911.000.970.951.00
Frt0.8650.850
Flt Protected0.9500.950
Satd. Flow (prot)17191570 0000049401583343334380
Flt Permitted0.9500.950
Satd. Flow (perm)17191570 0000049401583343334380
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)35454545
Link Distance (ft)888325823342
Travel Time (s)17.34.912.55.2
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Heavy Vehicles (%)5%2%5%2%2%2%10%5%2%2%5%10%
Adj. Flow (vph)433654 00005312631598580
Shared Lane Traffic (%)
Lane Group Flow (vph)43360 000005312631598580
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)12122424
Link Offset(ft)0000
Crosswalk Width(ft)16161616
Two way Left Turn Lane
Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Turning Speed (mph)159159159159
Turn TypePermPermProt
Protected Phases4216
Permitted Phases42
Detector Phase44 2216
Switch Phase
Minimum Initial (s)7.07.012.012.07.012.0
Minimum Split (s)14.014.019.019.014.019.0
Total Split (s)41.041.00.00.00.00.00.035.035.014.049.00.0
Total Split (%)45.6%45.6%0.0%0.0%0.0%0.0%0.0%38.9%38.9%15.6%54.4%0.0%
Maximum Green (s)34.034.028.028.07.042.0
Yellow Time (s)5.05.05.05.05.05.0
All-Red Time (s)2.02.02.02.02.02.0
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)5.05.02.02.02.02.02.05.05.05.05.02.0
Lead/LagLeadLeadLag
Lead-Lag Optimize?YesYesYes
Vehicle Extension (s)3.03.03.03.03.03.0
Recall ModeNoneNoneC-MinC-MinNoneC-Min
Act Effct Green (s)29.629.634.934.910.550.4
Lanes, Volumes, Timings2035 PM without Bud Wilson
90: Gaston EB Ramp & NC 274 3/9/2010
Gaston E-W Connector Synchro 7 - Report
HNTB North Carolina, PC Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Actuated g/C Ratio0.330.330.390.390.120.56
v/c Ratio0.770.120.280.430.400.45
Control Delay36.019.520.624.738.313.0
Queue Delay0.00.00.00.00.00.5
Total Delay36.019.520.624.738.313.5
LOSDBCCDB
Approach Delay34.021.917.3
Approach LOSCCB
Queue Length 50th (ft)217237611139167
Queue Length 95th (ft)29546110194m68249
Internal Link Dist (ft)808245743262
Turn Bay Length (ft)200100300
Base Capacity (vph)68862819336193991925
Starvation Cap Reductn00000575
Spillback Cap Reductn00 0000
Storage Cap Reductn00 0000
Reduced v/c Ratio0.630.100.270.420.400.64
Intersection Summary
Area Type:Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 16 (18%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.77
Intersection Signal Delay: 22.5Intersection LOS: C
Intersection Capacity Utilization 68.1%ICU Level of Service C
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 90: Gaston EB Ramp & NC 274
Lanes, Volumes, Timings2035 PM without Bud Wilson
91: Gaston WB Ramp & NC 274 3/9/2010
Gaston E-W Connector Synchro 7 - Report
HNTB North Carolina, PC Page 3
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)00037052395081800545374
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)00200000200100
Storage Lanes00100021
Taper Length (ft)1001001001000100100100
Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.861.00
Frt0.8530.850
Flt Protected0.9500.950
Satd. Flow (prot)000177015890164134380062251468
Flt Permitted0.9500.950
Satd. Flow (perm)000177015890164134380062251468
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)35454545
Link Distance (ft)944651342727
Travel Time (s)18.49.95.211.0
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Heavy Vehicles (%)5%2%5%2%2%2%10%5%2%2%5%10%
Adj. Flow (vph)00041162665690900606416
Shared Lane Traffic (%)
Lane Group Flow (vph)00041127205690900606416
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)12121212
Link Offset(ft)0000
Crosswalk Width(ft)16161616
Two way Left Turn Lane
Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Turning Speed (mph)159159159159
Turn TypeProtProtPerm
Protected Phases38526
Permitted Phases 6
Detector Phase385266
Switch Phase
Minimum Initial (s)7.07.07.012.012.012.0
Minimum Split (s)14.019.014.019.019.019.0
Total Split (s)0.00.00.034.034.00.014.056.00.00.042.042.0
Total Split (%)0.0%0.0%0.0%37.8%37.8%0.0%15.6%62.2%0.0%0.0%46.7%46.7%
Maximum Green (s)27.027.07.049.035.035.0
Yellow Time (s)5.05.05.05.05.05.0
All-Red Time (s)2.02.02.02.02.02.0
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)2.02.02.05.05.02.05.05.02.02.05.05.0
Lead/LagLeadLagLag
Lead-Lag Optimize?YesYesYes
Vehicle Extension (s)3.03.03.03.03.03.0
Recall ModeNoneNoneNoneC-MinC-MinC-Min
Act Effct Green (s)26.126.19.353.942.442.4
Lanes, Volumes, Timings2035 PM without Bud Wilson
91: Gaston WB Ramp & NC 274 3/9/2010
Gaston E-W Connector Synchro 7 - Report
HNTB North Carolina, PC Page 4
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Actuated g/C Ratio0.290.290.100.600.470.47
v/c Ratio0.800.590.330.440.210.60
Control Delay41.932.649.14.315.624.5
Queue Delay0.00.00.00.30.00.0
Total Delay41.932.649.14.515.624.5
LOSDCDABC
Approach Delay38.27.119.2
Approach LOSDAB
Queue Length 50th (ft)209128253164191
Queue Length 95th (ft)313204m574284300
Internal Link Dist (ft)864571262647
Turn Bay Length (ft)200100
Base Capacity (vph)57051217020592937693
Starvation Cap Reductn00047900
Spillback Cap Reductn0000700
Storage Cap Reductn000000
Reduced v/c Ratio0.720.530.330.580.210.60
Intersection Summary
Area Type:Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 88 (98%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.80
Intersection Signal Delay: 19.7Intersection LOS: B
Intersection Capacity Utilization 68.1%ICU Level of Service C
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 91: Gaston WB Ramp & NC 274
Lanes, Volumes, Timings2035 AM without Bud Wilson - NC 273 Diamond
110: Gaston EB Ramp & NC 273 3/9/2010
Gaston E-W Connector 2/23/2010 2035 AM without Bud Wilson - NC 273 DiamondSynchro 7 - Report
HNTB North Carolina, PC Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)2745102 000082451990310320
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)40000003504000
Storage Lanes10000120
Taper Length (ft)100100100100100100100100
Lane Util. Factor1.001.001.001.001.001.001.000.951.000.970.951.00
Frt0.8580.850
Flt Protected0.9500.950
Satd. Flow (prot)17701553 0000034381495324234380
Flt Permitted0.9500.950
Satd. Flow (perm)17701553 0000034381495324234380
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)35354545
Link Distance (ft)1907147810821189
Travel Time (s)37.128.816.418.0
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Heavy Vehicles (%)2%5%5%2%2%2%2%5%8%8%5%0%
Adj. Flow (vph)3046113 0000916577100311470
Shared Lane Traffic (%)
Lane Group Flow (vph)304119 00000916577100311470
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)12122424
Link Offset(ft)0000
Crosswalk Width(ft)16161616
Two way Left Turn Lane
Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Turning Speed (mph)159159159159
Turn TypePermFreeProt
Protected Phases4216
Permitted Phases4Free
Detector Phase44216
Switch Phase
Minimum Initial (s)7.07.07.07.07.0
Minimum Split (s)19.019.019.014.019.0
Total Split (s)25.025.00.00.00.00.00.036.00.039.075.00.0
Total Split (%)25.0%25.0%0.0%0.0%0.0%0.0%0.0%36.0%0.0%39.0%75.0%0.0%
Maximum Green (s)18.018.029.032.068.0
Yellow Time (s)5.05.05.05.05.0
All-Red Time (s)2.02.02.02.02.0
Lost Time Adjust (s)-2.0-2.0-2.0-2.00.0-2.00.0-2.00.0-2.0-2.00.0
Total Lost Time (s)5.05.02.02.04.02.04.05.04.05.05.04.0
Lead/LagLeadLag
Lead-Lag Optimize?YesYes
Vehicle Extension (s)3.03.03.03.03.0
Recall ModeNoneNoneC-MinNoneC-Min
Act Effct Green (s)19.719.731.6100.033.770.3
Lanes, Volumes, Timings2035 AM without Bud Wilson - NC 273 Diamond
110: Gaston EB Ramp & NC 273 3/9/2010
Gaston E-W Connector 2/23/2010 2035 AM without Bud Wilson - NC 273 DiamondSynchro 7 - Report
HNTB North Carolina, PC Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Actuated g/C Ratio0.200.200.321.000.340.70
v/c Ratio0.870.390.840.390.920.47
Control Delay64.739.140.70.816.42.1
Queue Delay0.00.00.00.00.00.0
Total Delay64.739.140.70.816.42.1
LOSEDDABA
Approach Delay57.525.38.8
Approach LOSECA
Queue Length 50th (ft)18966287023961
Queue Length 95th (ft)#335121#3940m238m64
Internal Link Dist (ft)1827139810021109
Turn Bay Length (ft)400350400
Base Capacity (vph)3543111086149511022417
Starvation Cap Reductn00 0000
Spillback Cap Reductn00 0000
Storage Cap Reductn00 0000
Reduced v/c Ratio0.860.380.840.390.910.47
Intersection Summary
Area Type:Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 2 (2%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.92
Intersection Signal Delay: 19.9Intersection LOS: B
Intersection Capacity Utilization 87.4%ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 110: Gaston EB Ramp & NC 273
Lanes, Volumes, Timings2035 AM without Bud Wilson - NC 273 Diamond
111: Gaston WB Ramp & NC 273 3/9/2010
Gaston E-W Connector 2/23/2010 2035 AM without Bud Wilson - NC 273 DiamondSynchro 7 - Report
HNTB North Carolina, PC Page 3
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)0003305589103995001605272
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)00325020000200
Storage Lanes00211001
Taper Length (ft)100100100100100100100100
Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00
Frt0.8500.850
Flt Protected0.9530.950
Satd. Flow (prot)000017241538167134380034381495
Flt Permitted0.9530.950
Satd. Flow (perm)000017241538167134380034381495
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)35354545
Link Distance (ft)261331421189755
Travel Time (s)50.961.218.011.4
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Heavy Vehicles (%)2%2%2%5%5%5%8%5%0%0%5%8%
Adj. Flow (vph)00036766541141106001783302
Shared Lane Traffic (%)
Lane Group Flow (vph)00003736541141106001783302
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)002424
Link Offset(ft)0000
Crosswalk Width(ft)16161616
Two way Left Turn Lane
Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Turning Speed (mph)159159159159
Turn TypePermFreeProtPerm
Protected Phases8526
Permitted Phases8Free6
Detector Phase885266
Switch Phase
Minimum Initial (s)7.07.07.07.07.07.0
Minimum Split (s)19.019.014.019.019.019.0
Total Split (s)0.00.00.027.027.00.014.073.00.00.059.059.0
Total Split (%)0.0%0.0%0.0%27.0%27.0%0.0%14.0%73.0%0.0%0.0%59.0%59.0%
Maximum Green (s)20.020.07.066.052.052.0
Yellow Time (s)5.05.05.05.05.05.0
All-Red Time (s)2.02.02.02.02.02.0
Lost Time Adjust (s)0.00.00.0-2.0-2.00.0-2.0-2.00.00.0-2.0-2.0
Total Lost Time (s)4.04.04.05.05.04.05.05.04.04.05.05.0
Lead/LagLagLeadLead
Lead-Lag Optimize?YesYesYes
Vehicle Extension (s)3.03.03.03.03.03.0
Recall ModeNoneNoneNoneC-MinC-MinC-Min
Act Effct Green (s)22.0100.09.068.054.054.0
Lanes, Volumes, Timings2035 AM without Bud Wilson - NC 273 Diamond
111: Gaston WB Ramp & NC 273 3/9/2010
Gaston E-W Connector 2/23/2010 2035 AM without Bud Wilson - NC 273 DiamondSynchro 7 - Report
HNTB North Carolina, PC Page 4
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Actuated g/C Ratio0.221.000.090.680.540.54
v/c Ratio0.980.430.760.470.960.37
Control Delay82.80.948.31.136.215.0
Queue Delay0.00.00.00.00.00.0
Total Delay82.80.948.31.136.215.0
LOSFADADB
Approach Delay30.65.533.1
Approach LOSCAC
Queue Length 50th (ft)2380790542105
Queue Length 95th (ft)#4250m94m0#738166
Internal Link Dist (ft)253330621109675
Turn Bay Length (ft)200200
Base Capacity (vph)379153815023381857807
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio0.980.430.760.470.960.37
Intersection Summary
Area Type:Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.98
Intersection Signal Delay: 24.8Intersection LOS: C
Intersection Capacity Utilization 87.4%ICU Level of Service E
Analysis Period (min) 15
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 111: Gaston WB Ramp & NC 273
Lanes, Volumes, Timings2035 PM without Bud Wilson - NC 273 Diamond
110: Gaston EB Ramp & NC 273 3/9/2010
Gaston E-W Connector 2/23/2010 2035 PM without Bud Wilson - NC 273 DiamondSynchro 7 - Report
HNTB North Carolina, PC Page 1
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)2725103 000080433058912400
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)40000003504000
Storage Lanes10000120
Taper Length (ft)100100100100100100100100
Lane Util. Factor1.001.001.001.001.001.001.000.951.000.970.951.00
Frt0.8580.850
Flt Protected0.9500.950
Satd. Flow (prot)17701553 0000034381495324234380
Flt Permitted0.9500.950
Satd. Flow (perm)17701553 0000034381495324234380
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)35354545
Link Distance (ft)1907147810821189
Travel Time (s)37.128.816.418.0
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Heavy Vehicles (%)2%5%5%2%2%2%2%5%8%8%5%0%
Adj. Flow (vph)3026114 000089336765413780
Shared Lane Traffic (%)
Lane Group Flow (vph)302120 0000089336765413780
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)12122424
Link Offset(ft)0000
Crosswalk Width(ft)16161616
Two way Left Turn Lane
Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Turning Speed (mph)159159159159
Turn TypePermFreeProt
Protected Phases4216
Permitted Phases4Free
Detector Phase44216
Switch Phase
Minimum Initial (s)7.07.07.07.07.0
Minimum Split (s)19.019.019.014.019.0
Total Split (s)30.030.00.00.00.00.00.039.00.031.070.00.0
Total Split (%)30.0%30.0%0.0%0.0%0.0%0.0%0.0%39.0%0.0%31.0%70.0%0.0%
Maximum Green (s)23.023.032.024.063.0
Yellow Time (s)5.05.05.05.05.0
All-Red Time (s)2.02.02.02.02.0
Lost Time Adjust (s)-2.0-2.0-2.0-2.00.0-2.00.0-2.00.0-2.0-2.00.0
Total Lost Time (s)5.05.02.02.04.02.04.05.04.05.05.04.0
Lead/LagLeadLag
Lead-Lag Optimize?YesYes
Vehicle Extension (s)3.03.03.03.03.0
Recall ModeNoneNoneC-MinNoneC-Min
Act Effct Green (s)22.422.437.8100.024.867.6
Lanes, Volumes, Timings2035 PM without Bud Wilson - NC 273 Diamond
110: Gaston EB Ramp & NC 273 3/9/2010
Gaston E-W Connector 2/23/2010 2035 PM without Bud Wilson - NC 273 DiamondSynchro 7 - Report
HNTB North Carolina, PC Page 2
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Actuated g/C Ratio0.220.220.381.000.250.68
v/c Ratio0.760.340.690.250.810.59
Control Delay49.134.830.50.411.73.2
Queue Delay0.00.00.00.00.00.0
Total Delay49.134.830.50.411.73.2
LOSDCCABA
Approach Delay45.121.86.0
Approach LOSDCA
Queue Length 50th (ft)177632610113118
Queue Length 95th (ft)2701133400m115m130
Internal Link Dist (ft)1827139810021109
Turn Bay Length (ft)400350400
Base Capacity (vph)443388129814958442324
Starvation Cap Reductn00 0000
Spillback Cap Reductn00 0000
Storage Cap Reductn00 0000
Reduced v/c Ratio0.680.310.690.250.770.59
Intersection Summary
Area Type:Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 96 (96%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.81
Intersection Signal Delay: 15.8Intersection LOS: B
Intersection Capacity Utilization 89.7%ICU Level of Service E
Analysis Period (min) 15
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 110: Gaston EB Ramp & NC 273
Lanes, Volumes, Timings2035 PM without Bud Wilson - NC 273 Diamond
111: Gaston WB Ramp & NC 273 3/9/2010
Gaston E-W Connector 2/23/2010 2035 PM without Bud Wilson - NC 273 DiamondSynchro 7 - Report
HNTB North Carolina, PC Page 3
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Lane Configurations
Volume (vph)0005195903102974001310274
Ideal Flow (vphpl)190019001900190019001900190019001900190019001900
Storage Length (ft)00325020000200
Storage Lanes00211001
Taper Length (ft)100100100100100100100100
Lane Util. Factor1.001.001.001.001.001.001.000.951.001.000.951.00
Frt0.8500.850
Flt Protected0.9530.950
Satd. Flow (prot)000017241538167134380034381495
Flt Permitted0.9530.950
Satd. Flow (perm)000017241538167134380034381495
Right Turn on RedNoNoNoNo
Satd. Flow (RTOR)
Link Speed (mph)35354545
Link Distance (ft)261331421189755
Travel Time (s)50.961.218.011.4
Peak Hour Factor0.900.900.900.900.900.900.900.900.900.900.900.90
Heavy Vehicles (%)2%2%2%5%5%5%8%5%0%0%5%8%
Adj. Flow (vph)000577610031131082001456304
Shared Lane Traffic (%)
Lane Group Flow (vph)000058310031131082001456304
Enter Blocked IntersectionNoNoNoNoNoNoNoNoNoNoNoNo
Lane AlignmentLeftLeftRightLeftLeftRightLeftLeftRightLeftLeftRight
Median Width(ft)002424
Link Offset(ft)0000
Crosswalk Width(ft)16161616
Two way Left Turn Lane
Headway Factor1.001.001.001.001.001.001.001.001.001.001.001.00
Turning Speed (mph)159159159159
Turn TypePermFreeProtPerm
Protected Phases8526
Permitted Phases8Free6
Detector Phase885266
Switch Phase
Minimum Initial (s)7.07.07.07.07.07.0
Minimum Split (s)19.019.014.019.019.019.0
Total Split (s)0.00.00.038.038.00.014.062.00.00.048.048.0
Total Split (%)0.0%0.0%0.0%38.0%38.0%0.0%14.0%62.0%0.0%0.0%48.0%48.0%
Maximum Green (s)31.031.07.055.041.041.0
Yellow Time (s)5.05.05.05.05.05.0
All-Red Time (s)2.02.02.02.02.02.0
Lost Time Adjust (s)0.00.00.0-2.0-2.00.0-2.0-2.00.00.0-2.0-2.0
Total Lost Time (s)4.04.04.05.05.04.05.05.04.04.05.05.0
Lead/LagLagLeadLead
Lead-Lag Optimize?YesYesYes
Vehicle Extension (s)3.03.03.03.03.03.0
Recall ModeNoneNoneNoneC-MinC-MinC-Min
Act Effct Green (s)33.0100.09.057.043.043.0
Lanes, Volumes, Timings2035 PM without Bud Wilson - NC 273 Diamond
111: Gaston WB Ramp & NC 273 3/9/2010
Gaston E-W Connector 2/23/2010 2035 PM without Bud Wilson - NC 273 DiamondSynchro 7 - Report
HNTB North Carolina, PC Page 4
Lane GroupEBLEBTEBRWBLWBTWBRNBLNBTNBRSBLSBTSBR
Actuated g/C Ratio0.331.000.090.570.430.43
v/c Ratio1.020.650.750.550.990.47
Control Delay78.72.250.96.849.223.5
Queue Delay0.00.00.00.00.00.0
Total Delay78.72.250.96.849.223.5
LOSEADADC
Approach Delay30.310.944.7
Approach LOSCBD
Queue Length 50th (ft)~398078103470135
Queue Length 95th (ft)#6060m#12389#639212
Internal Link Dist (ft)253330621109675
Turn Bay Length (ft)200200
Base Capacity (vph)569153815019601478643
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio1.020.650.750.550.990.47
Intersection Summary
Area Type:Other
Cycle Length: 100
Actuated Cycle Length: 100
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.02
Intersection Signal Delay: 30.8Intersection LOS: C
Intersection Capacity Utilization 89.7%ICU Level of Service E
Analysis Period (min) 15
~ Volume exceeds capacity, queue is theoretically infinite.
Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases: 111: Gaston WB Ramp & NC 273
Lanes, Volumes, Timings2035 AM Peak
139: Gaston EW & I-485 SB Ramp 3/9/2010
Gaston E-W Connector 11/17/2009 2035 AM PeakSynchro 7 - Report
HNTB North Carolina, PC Page 1
Lane GroupEBTEBRWBLWBTNBLNBR
Lane Configurations
Volume (vph)724042538500
Ideal Flow (vphpl)190019001900190019001900
Storage Length (ft)025000
Storage Lanes0200
Taper Length (ft)100100100100
Lane Util. Factor0.951.000.970.951.001.00
Frt
Flt Protected0.950
Satd. Flow (prot)353903433353900
Flt Permitted0.950
Satd. Flow (perm)353903433353900
Right Turn on RedNoNo
Satd. Flow (RTOR)
Link Speed (mph)555545
Link Distance (ft)207613781002
Travel Time (s)25.717.115.2
Peak Hour Factor0.900.900.900.900.900.90
Adj. Flow (vph)804047242800
Shared Lane Traffic (%)
Lane Group Flow (vph)804047242800
Enter Blocked IntersectionNoNoNoNoNoNo
Lane AlignmentLeftRightLeftLeftLeftRight
Median Width(ft)24240
Link Offset(ft)000
Crosswalk Width(ft)161616
Two way Left Turn Lane
Headway Factor1.001.001.001.001.001.00
Turning Speed (mph)915159
Turn TypeProt
Protected Phases438
Permitted Phases
Detector Phase438
Switch Phase
Minimum Initial (s)7.07.07.0
Minimum Split (s)19.014.019.0
Total Split (s)60.00.030.090.00.00.0
Total Split (%)66.7%0.0%33.3%100.0%0.0%0.0%
Maximum Green (s)53.023.083.0
Yellow Time (s)5.05.05.0
All-Red Time (s)2.02.02.0
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)5.02.05.05.02.02.0
Lead/LagLagLead
Lead-Lag Optimize?YesYes
Vehicle Extension (s)3.03.03.0
Recall ModeNoneNoneNone
Act Effct Green (s)18.813.342.3
Actuated g/C Ratio0.440.311.00
Lanes, Volumes, Timings2035 AM Peak
139: Gaston EW & I-485 SB Ramp 3/9/2010
Gaston E-W Connector 11/17/2009 2035 AM PeakSynchro 7 - Report
HNTB North Carolina, PC Page 2
Lane GroupEBTEBRWBLWBTNBLNBR
v/c Ratio0.510.440.12
Control Delay9.913.80.1
Queue Delay0.00.00.0
Total Delay9.913.80.1
LOSABA
Approach Delay9.97.3
Approach LOSAA
Queue Length 50th (ft)64430
Queue Length 95th (ft)117930
Internal Link Dist (ft)19961298922
Turn Bay Length (ft)250
Base Capacity (vph)353920803539
Starvation Cap Reductn000
Spillback Cap Reductn000
Storage Cap Reductn000
Reduced v/c Ratio0.230.230.12
Intersection Summary
Area Type:Other
Cycle Length: 90
Actuated Cycle Length: 42.3
Natural Cycle: 40
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.51
Intersection Signal Delay: 8.5Intersection LOS: A
Intersection Capacity Utilization 43.2%ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 139: Gaston EW & I-485 SB Ramp
Lanes, Volumes, Timings2035 PM Peak
139: Gaston EW & I-485 SB Ramp 3/9/2010
Gaston E-W Connector 11/17/2009 2035 PM PeakSynchro 7 - Report
HNTB North Carolina, PC Page 1
Lane GroupEBTEBRWBLWBTNBLNBR
Lane Configurations
Volume (vph)385064772400
Ideal Flow (vphpl)190019001900190019001900
Storage Length (ft)025000
Storage Lanes0200
Taper Length (ft)100100100100
Lane Util. Factor0.951.000.970.951.001.00
Frt
Flt Protected0.950
Satd. Flow (prot)353903433353900
Flt Permitted0.950
Satd. Flow (perm)353903433353900
Right Turn on RedNoNo
Satd. Flow (RTOR)
Link Speed (mph)555545
Link Distance (ft)207613781002
Travel Time (s)25.717.115.2
Peak Hour Factor0.900.900.900.900.900.90
Adj. Flow (vph)428071980400
Shared Lane Traffic (%)
Lane Group Flow (vph)428071980400
Enter Blocked IntersectionNoNoNoNoNoNo
Lane AlignmentLeftRightLeftLeftLeftRight
Median Width(ft)24240
Link Offset(ft)000
Crosswalk Width(ft)161616
Two way Left Turn Lane
Headway Factor1.001.001.001.001.001.00
Turning Speed (mph)915159
Turn TypeProt
Protected Phases438
Permitted Phases
Detector Phase438
Switch Phase
Minimum Initial (s)7.07.07.0
Minimum Split (s)19.014.019.0
Total Split (s)60.00.030.090.00.00.0
Total Split (%)66.7%0.0%33.3%100.0%0.0%0.0%
Maximum Green (s)53.023.083.0
Yellow Time (s)5.05.05.0
All-Red Time (s)2.02.02.0
Lost Time Adjust (s)-2.0-2.0-2.0-2.0-2.0-2.0
Total Lost Time (s)5.02.05.05.02.02.0
Lead/LagLagLead
Lead-Lag Optimize?YesYes
Vehicle Extension (s)3.03.03.0
Recall ModeNoneNoneNone
Act Effct Green (s)12.915.338.4
Actuated g/C Ratio0.340.401.00
Lanes, Volumes, Timings2035 PM Peak
139: Gaston EW & I-485 SB Ramp 3/9/2010
Gaston E-W Connector 11/17/2009 2035 PM PeakSynchro 7 - Report
HNTB North Carolina, PC Page 2
Lane GroupEBTEBRWBLWBTNBLNBR
v/c Ratio0.360.530.23
Control Delay11.010.60.1
Queue Delay0.00.00.0
Total Delay11.010.60.1
LOSBBA
Approach Delay11.05.1
Approach LOSBA
Queue Length 50th (ft)33550
Queue Length 95th (ft)701030
Internal Link Dist (ft)19961298922
Turn Bay Length (ft)250
Base Capacity (vph)353922733539
Starvation Cap Reductn000
Spillback Cap Reductn000
Storage Cap Reductn000
Reduced v/c Ratio0.120.320.23
Intersection Summary
Area Type:Other
Cycle Length: 90
Actuated Cycle Length: 38.4
Natural Cycle: 40
Control Type: Actuated-Uncoordinated
Maximum v/c Ratio: 0.53
Intersection Signal Delay: 6.4Intersection LOS: A
Intersection Capacity Utilization 40.2%ICU Level of Service A
Analysis Period (min) 15
Splits and Phases: 139: Gaston EW & I-485 SB Ramp

Appendix D – Highway Capacity Analysis

BASIC FREEWAY SEGMENTS WORKSHEET

General Information Site Information
Analyst JHG Highway/Direction of Travel Gaston E-W
Agency or Company HNTB North Carolina PC From/To West of US 29/74
Date Performed 3/2/2010 Jurisdiction
Analysis Time Period Peak Hour Analysis Year 2035 Build without Bud Wilson
Project Description Gaston East-West Connector
Oper.(LOS)Des.(N)Planning Data 
Flow Inputs
Volume, V 1268 veh/hPeak-Hour Factor, PHF 0.90
AADTveh/day %Trucks and Buses, PT 5
Peak-Hr Prop. of AADT, K %RVs, PR 0
Peak-Hr Direction Prop, DGeneral Terrain:Rolling
DDHV = AADT x K x D veh/hGrade % Length mi
Driver type adjustment 1.00 Up/Down %
Calculate Flow Adjustments
fp 1.00 ER 2.0
ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.930
Speed Inputs Calc Speed Adj and FFS
Lane Width 12.0 ft
Rt-Shoulder Lat. Clearance 6.0 ft
Interchange Density 0.50 I/mi
Number of Lanes, N 2
FFS (measured)mi/h
Base free-flow Speed, BFFS 70.0 mi/h
fLW 0.0 mi/h
fLC 0.0 mi/h
fID 0.0 mi/h
fN 4.5 mi/h
FFS 65.5 mi/h
LOS and Performance Measures Design (N)
Operational (LOS)
vp = (V or DDHV) / (PHF x N x fHV x fp)757 pc/h/ln
S 65.5 mi/h
D = vp / S 11.6 pc/mi/ln
LOS B
Design (N)
Design LOS
vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h
S mi/h
D = vp / S pc/mi/ln
Required Number of Lanes, N
Glossary Factor Location
N - Number of lanes S - Speed
V - Hourly volume D - Density
vp - Flow rate FFS - Free-flow speed
LOS - Level of service BFFS - Base free-flow speed
DDHV - Directional design hour volume
ER - Exhibits23-8, 23-10 fLW - Exhibit 23-4
ET - Exhibits 23-8, 23-10, 23-11 fLC - Exhibit 23-5
fp - Page 23-12 fN - Exhibit 23-6
LOS, S, FFS, vp - Exhibits 23-2, 23-3 fID - Exhibit 23-7
Copyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.21 Generated: 3/10/2010 2:14 PM
1 of 1
BASIC FREEWAY SEGMENTS WORKSHEET

General Information Site Information
Analyst JHG Highway/Direction of Travel Gaston E-W
Agency or Company HNTB North Carolina PC From/To East of US 29/74
Date Performed 3/2/2010 Jurisdiction Gaston E-W - US 29/74
Analysis Time Period Peak Hour Analysis Year 2035 Build without Bud Wilson
Project Description Gaston East-West Connector
Oper.(LOS)Des.(N)Planning Data 
Flow Inputs
Volume, V 1718 veh/hPeak-Hour Factor, PHF 0.90
AADTveh/day %Trucks and Buses, PT 5
Peak-Hr Prop. of AADT, K %RVs, PR 0
Peak-Hr Direction Prop, DGeneral Terrain:Rolling
DDHV = AADT x K x D veh/hGrade % Length mi
Driver type adjustment 1.00 Up/Down %
Calculate Flow Adjustments
fp 1.00 ER 2.0
ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.930
Speed Inputs Calc Speed Adj and FFS
Lane Width 12.0 ft
Rt-Shoulder Lat. Clearance 6.0 ft
Interchange Density 0.50 I/mi
Number of Lanes, N 2
FFS (measured)mi/h
Base free-flow Speed, BFFS 70.0 mi/h
fLW 0.0 mi/h
fLC 0.0 mi/h
fID 0.0 mi/h
fN 4.5 mi/h
FFS 65.5 mi/h
LOS and Performance Measures Design (N)
Operational (LOS)
vp = (V or DDHV) / (PHF x N x fHV x fp)1026 pc/h/ln
S 65.5 mi/h
D = vp / S 15.7 pc/mi/ln
LOS B
Design (N)
Design LOS
vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h
S mi/h
D = vp / S pc/mi/ln
Required Number of Lanes, N
Glossary Factor Location
N - Number of lanes S - Speed
V - Hourly volume D - Density
vp - Flow rate FFS - Free-flow speed
LOS - Level of service BFFS - Base free-flow speed
DDHV - Directional design hour volume
ER - Exhibits23-8, 23-10 fLW - Exhibit 23-4
ET - Exhibits 23-8, 23-10, 23-11 fLC - Exhibit 23-5
fp - Page 23-12 fN - Exhibit 23-6
LOS, S, FFS, vp - Exhibits 23-2, 23-3 fID - Exhibit 23-7
Copyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.21 Generated: 3/10/2010 2:16 PM
1 of 1
BASIC FREEWAY SEGMENTS WORKSHEET

General Information Site Information
Analyst BAR Highway/Direction of Travel Gaston E-W
Agency or Company HNTB North Carolina PC From/To East of Linwood
Date Performed 12/17/2009 Jurisdiction 504 - Gaston E-W -Linwood
Analysis Time Period Peak Hour Analysis Year 2035 Build without Bud Wilson
Project Description Gaston East-West Connector
Oper.(LOS)Des.(N)Planning Data 
Flow Inputs
Volume, V 1422 veh/hPeak-Hour Factor, PHF 0.90
AADTveh/day %Trucks and Buses, PT 6
Peak-Hr Prop. of AADT, K %RVs, PR 0
Peak-Hr Direction Prop, DGeneral Terrain:Rolling
DDHV = AADT x K x D veh/h Grade % Length mi
Driver type adjustment 1.00 Up/Down %
Calculate Flow Adjustments
fp 1.00 ER 2.0
ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.917
Speed Inputs Calc Speed Adj and FFS
Lane Width 12.0 ft
Rt-Shoulder Lat. Clearance 6.0 ft
Interchange Density 0.50 I/mi
Number of Lanes, N 2
FFS (measured)mi/h
Base free-flow Speed, BFFS 70.0 mi/h
fLW 0.0 mi/h
fLC 0.0 mi/h
fID 0.0 mi/h
fN 4.5 mi/h
FFS 65.5 mi/h
LOS and Performance Measures Design (N)
Operational (LOS)
vp = (V or DDHV) / (PHF x N x fHV x fp)861 pc/h/ln
S 65.5 mi/h
D = vp / S 13.1 pc/mi/ln
LOS B
Design (N)
Design LOS
vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h
S mi/h
D = vp / S pc/mi/ln
Required Number of Lanes, N
Glossary Factor Location
N - Number of lanes S - Speed
V - Hourly volume D - Density
vp - Flow rate FFS - Free-flow speed
LOS - Level of service BFFS - Base free-flow speed
DDHV - Directional design hour volume
ER - Exhibits23-8, 23-10 fLW - Exhibit 23-4
ET - Exhibits 23-8, 23-10, 23-11 fLC - Exhibit 23-5
fp - Page 23-12 fN - Exhibit 23-6
LOS, S, FFS, vp - Exhibits 23-2, 23-3 fID - Exhibit 23-7
HCS2000TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.1f
1 of 1
BASIC FREEWAY SEGMENTS WORKSHEET

General Information Site Information
Analyst BAR Highway/Direction of Travel Gaston E-W
Agency or Company HNTB North Carolina PC From/To East of US 321
Date Performed 12/17/2009 Jurisdiction 604 - Gaston E-W -US 321
Analysis Time Period Peak Hour Analysis Year 2035 Build without Bud Wilson
Project Description Gaston East-West Connector
Oper.(LOS)Des.(N)Planning Data 
Flow Inputs
Volume, V 2077 veh/hPeak-Hour Factor, PHF 0.90
AADTveh/day %Trucks and Buses, PT 6
Peak-Hr Prop. of AADT, K %RVs, PR 0
Peak-Hr Direction Prop, DGeneral Terrain:Rolling
DDHV = AADT x K x D veh/h Grade % Length mi
Driver type adjustment 1.00 Up/Down %
Calculate Flow Adjustments
fp 1.00 ER 2.0
ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.917
Speed Inputs Calc Speed Adj and FFS
Lane Width 12.0 ft
Rt-Shoulder Lat. Clearance 6.0 ft
Interchange Density 0.50 I/mi
Number of Lanes, N 2
FFS (measured)mi/h
Base free-flow Speed, BFFS 70.0 mi/h
fLW 0.0 mi/h
fLC 0.0 mi/h
fID 0.0 mi/h
fN 4.5 mi/h
FFS 65.5 mi/h
LOS and Performance Measures Design (N)
Operational (LOS)
vp = (V or DDHV) / (PHF x N x fHV x fp)1258 pc/h/ln
S 65.5 mi/h
D = vp / S 19.2 pc/mi/ln
LOS C
Design (N)
Design LOS
vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h
S mi/h
D = vp / S pc/mi/ln
Required Number of Lanes, N
Glossary Factor Location
N - Number of lanes S - Speed
V - Hourly volume D - Density
vp - Flow rate FFS - Free-flow speed
LOS - Level of service BFFS - Base free-flow speed
DDHV - Directional design hour volume
ER - Exhibits23-8, 23-10 fLW - Exhibit 23-4
ET - Exhibits 23-8, 23-10, 23-11 fLC - Exhibit 23-5
fp - Page 23-12 fN - Exhibit 23-6
LOS, S, FFS, vp - Exhibits 23-2, 23-3 fID - Exhibit 23-7
HCS2000TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.1f
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BASIC FREEWAY SEGMENTS WORKSHEET

General Information Site Information
Analyst BAR Highway/Direction of Travel Gaston E-W
Agency or Company HNTB North Carolina PC From/To East of Robinson
Date Performed 12/17/2009 Jurisdiction 704 - Gaston E-W -Robinson
Analysis Time Period Peak Hour Analysis Year 2035 Build without Bud Wilson
Project Description Gaston East-West Connector
Oper.(LOS)Des.(N)Planning Data 
Flow Inputs
Volume, V 2242 veh/hPeak-Hour Factor, PHF 0.90
AADTveh/day %Trucks and Buses, PT 5
Peak-Hr Prop. of AADT, K %RVs, PR 0
Peak-Hr Direction Prop, DGeneral Terrain:Rolling
DDHV = AADT x K x D veh/h Grade % Length mi
Driver type adjustment 1.00 Up/Down %
Calculate Flow Adjustments
fp 1.00 ER 2.0
ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.930
Speed Inputs Calc Speed Adj and FFS
Lane Width 12.0 ft
Rt-Shoulder Lat. Clearance 6.0 ft
Interchange Density 0.50 I/mi
Number of Lanes, N 2
FFS (measured)mi/h
Base free-flow Speed, BFFS 70.0 mi/h
fLW 0.0 mi/h
fLC 0.0 mi/h
fID 0.0 mi/h
fN 4.5 mi/h
FFS 65.5 mi/h
LOS and Performance Measures Design (N)
Operational (LOS)
vp = (V or DDHV) / (PHF x N x fHV x fp)1339 pc/h/ln
S 65.5 mi/h
D = vp / S 20.4 pc/mi/ln
LOS C
Design (N)
Design LOS
vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h
S mi/h
D = vp / S pc/mi/ln
Required Number of Lanes, N
Glossary Factor Location
N - Number of lanes S - Speed
V - Hourly volume D - Density
vp - Flow rate FFS - Free-flow speed
LOS - Level of service BFFS - Base free-flow speed
DDHV - Directional design hour volume
ER - Exhibits23-8, 23-10 fLW - Exhibit 23-4
ET - Exhibits 23-8, 23-10, 23-11 fLC - Exhibit 23-5
fp - Page 23-12 fN - Exhibit 23-6
LOS, S, FFS, vp - Exhibits 23-2, 23-3 fID - Exhibit 23-7
HCS2000TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.1f
1 of 1
BASIC FREEWAY SEGMENTS WORKSHEET

General Information Site Information
Analyst BAR Highway/Direction of Travel Gaston E-W
Agency or Company HNTB North Carolina PC From/To East of NC 274
Date Performed 12/17/2009 Jurisdiction 904 - Gaston E-W -NC 274
Analysis Time Period Peak Hour Analysis Year 2035 Build without Bud Wilson
Project Description Gaston East-West Connector
Oper.(LOS)Des.(N)Planning Data 
Flow Inputs
Volume, V 2304 veh/hPeak-Hour Factor, PHF 0.90
AADTveh/day %Trucks and Buses, PT 5
Peak-Hr Prop. of AADT, K %RVs, PR 0
Peak-Hr Direction Prop, DGeneral Terrain:Rolling
DDHV = AADT x K x D veh/h Grade % Length mi
Driver type adjustment 1.00 Up/Down %
Calculate Flow Adjustments
fp 1.00 ER 2.0
ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.930
Speed Inputs Calc Speed Adj and FFS
Lane Width 12.0 ft
Rt-Shoulder Lat. Clearance 6.0 ft
Interchange Density 0.50 I/mi
Number of Lanes, N 2
FFS (measured)mi/h
Base free-flow Speed, BFFS 70.0 mi/h
fLW 0.0 mi/h
fLC 0.0 mi/h
fID 0.0 mi/h
fN 4.5 mi/h
FFS 65.5 mi/h
LOS and Performance Measures Design (N)
Operational (LOS)
vp = (V or DDHV) / (PHF x N x fHV x fp)1376 pc/h/ln
S 65.5 mi/h
D = vp / S 21.0 pc/mi/ln
LOS C
Design (N)
Design LOS
vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h
S mi/h
D = vp / S pc/mi/ln
Required Number of Lanes, N
Glossary Factor Location
N - Number of lanes S - Speed
V - Hourly volume D - Density
vp - Flow rate FFS - Free-flow speed
LOS - Level of service BFFS - Base free-flow speed
DDHV - Directional design hour volume
ER - Exhibits23-8, 23-10 fLW - Exhibit 23-4
ET - Exhibits 23-8, 23-10, 23-11 fLC - Exhibit 23-5
fp - Page 23-12 fN - Exhibit 23-6
LOS, S, FFS, vp - Exhibits 23-2, 23-3 fID - Exhibit 23-7
HCS2000TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.1f
1 of 1
BASIC FREEWAY SEGMENTS WORKSHEET

General Information Site Information
Analyst BAR Highway/Direction of Travel Gaston E-W
Agency or Company HNTB North Carolina PC From/To East of NC 279
Date Performed 12/17/2009 Jurisdiction 1005 - Gaston E-W -NC 279
Analysis Time Period Peak Hour Analysis Year 2035 Build without Bud Wilson
Project Description Gaston East-West Connector
Oper.(LOS)Des.(N)Planning Data 
Flow Inputs
Volume, V 3223 veh/hPeak-Hour Factor, PHF 0.90
AADTveh/day %Trucks and Buses, PT 4
Peak-Hr Prop. of AADT, K %RVs, PR 0
Peak-Hr Direction Prop, DGeneral Terrain:Rolling
DDHV = AADT x K x D veh/h Grade % Length mi
Driver type adjustment 1.00 Up/Down %
Calculate Flow Adjustments
fp 1.00 ER 2.0
ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.943
Speed Inputs Calc Speed Adj and FFS
Lane Width 12.0 ft
Rt-Shoulder Lat. Clearance 6.0 ft
Interchange Density 0.50 I/mi
Number of Lanes, N 2
FFS (measured)mi/h
Base free-flow Speed, BFFS 70.0 mi/h
fLW 0.0 mi/h
fLC 0.0 mi/h
fID 0.0 mi/h
fN 4.5 mi/h
FFS 65.5 mi/h
LOS and Performance Measures Design (N)
Operational (LOS)
vp = (V or DDHV) / (PHF x N x fHV x fp)1898 pc/h/ln
S 63.3 mi/h
D = vp / S 30.0 pc/mi/ln
LOS D
Design (N)
Design LOS
vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h
S mi/h
D = vp / S pc/mi/ln
Required Number of Lanes, N
Glossary Factor Location
N - Number of lanes S - Speed
V - Hourly volume D - Density
vp - Flow rate FFS - Free-flow speed
LOS - Level of service BFFS - Base free-flow speed
DDHV - Directional design hour volume
ER - Exhibits23-8, 23-10 fLW - Exhibit 23-4
ET - Exhibits 23-8, 23-10, 23-11 fLC - Exhibit 23-5
fp - Page 23-12 fN - Exhibit 23-6
LOS, S, FFS, vp - Exhibits 23-2, 23-3 fID - Exhibit 23-7
HCS2000TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.1f
1 of 1
BASIC FREEWAY SEGMENTS WORKSHEET

General Information Site Information
Analyst BAR Highway/Direction of Travel Gaston E-W
Agency or Company HNTB North Carolina PC From/To East of NC 273
Date Performed 12/17/2009 Jurisdiction 1104 - Gaston E-W -NC 273
Analysis Time Period Peak Hour Analysis Year 2035 Build without Bud Wilson
Project Description Gaston East-West Connector
Oper.(LOS)Des.(N)Planning Data 
Flow Inputs
Volume, V 4224 veh/hPeak-Hour Factor, PHF 0.90
AADTveh/day %Trucks and Buses, PT 4
Peak-Hr Prop. of AADT, K %RVs, PR 0
Peak-Hr Direction Prop, DGeneral Terrain:Rolling
DDHV = AADT x K x D veh/h Grade % Length mi
Driver type adjustment 1.00 Up/Down %
Calculate Flow Adjustments
fp 1.00 ER 2.0
ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.943
Speed Inputs Calc Speed Adj and FFS
Lane Width 12.0 ft
Rt-Shoulder Lat. Clearance 6.0 ft
Interchange Density 0.50 I/mi
Number of Lanes, N 2
FFS (measured)mi/h
Base free-flow Speed, BFFS 70.0 mi/h
fLW 0.0 mi/h
fLC 0.0 mi/h
fID 0.0 mi/h
fN 4.5 mi/h
FFS 65.5 mi/h
LOS and Performance Measures Design (N)
Operational (LOS)
vp = (V or DDHV) / (PHF x N x fHV x fp)2487 pc/h/ln
S mi/h
D = vp / S pc/mi/ln
LOS F
Design (N)
Design LOS
vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h
S mi/h
D = vp / S pc/mi/ln
Required Number of Lanes, N
Glossary Factor Location
N - Number of lanes S - Speed
V - Hourly volume D - Density
vp - Flow rate FFS - Free-flow speed
LOS - Level of service BFFS - Base free-flow speed
DDHV - Directional design hour volume
ER - Exhibits23-8, 23-10 fLW - Exhibit 23-4
ET - Exhibits 23-8, 23-10, 23-11 fLC - Exhibit 23-5
fp - Page 23-12 fN - Exhibit 23-6
LOS, S, FFS, vp - Exhibits 23-2, 23-3 fID - Exhibit 23-7
HCS2000TM Copyright © 2003 University of Florida, All Rights Reserved Version 4.1f
1 of 1
BASIC FREEWAY SEGMENTS WORKSHEET

General Information Site Information
Analyst BAR Highway/Direction of Travel Gaston E-W
Agency or Company HNTB North Carolina PC From/To East of Dixie River
Date Performed Jurisdiction Gaston E-W - Dixie River
Analysis Time Period Peak Hour Analysis Year 2035 Build without Bud Wilson
Project Description Gaston East-West Connector
Oper.(LOS)Des.(N)Planning Data 
Flow Inputs
Volume, V 3878 veh/hPeak-Hour Factor, PHF 0.90
AADTveh/day %Trucks and Buses, PT 4
Peak-Hr Prop. of AADT, K %RVs, PR 0
Peak-Hr Direction Prop, DGeneral Terrain:Rolling
DDHV = AADT x K x D veh/hGrade % Length mi
Driver type adjustment 1.00 Up/Down %
Calculate Flow Adjustments
fp 1.00 ER 2.0
ET 2.5 fHV = 1/[1+PT(ET - 1) + PR(ER - 1)]0.943
Speed Inputs Calc Speed Adj and FFS
Lane Width 12.0 ft
Rt-Shoulder Lat. Clearance 6.0 ft
Interchange Density 0.50 I/mi
Number of Lanes, N 2
FFS (measured)mi/h
Base free-flow Speed, BFFS 70.0 mi/h
fLW 0.0 mi/h
fLC 0.0 mi/h
fID 0.0 mi/h
fN 4.5 mi/h
FFS 65.5 mi/h
LOS and Performance Measures Design (N)
Operational (LOS)
vp = (V or DDHV) / (PHF x N x fHV x fp)2284 pc/h/ln
S 54.8 mi/h
D = vp / S 41.7 pc/mi/ln
LOS E
Design (N)
Design LOS
vp = (V or DDHV) / (PHF x N x fHV x fp)pc/h
S mi/h
D = vp / S pc/mi/ln
Required Number of Lanes, N
Glossary Factor Location
N - Number of lanes S - Speed
V - Hourly volume D - Density
vp - Flow rate FFS - Free-flow speed
LOS - Level of service BFFS - Base free-flow speed
DDHV - Directional design hour volume
ER - Exhibits23-8, 23-10 fLW - Exhibit 23-4
ET - Exhibits 23-8, 23-10, 23-11 fLC - Exhibit 23-5
fp - Page 23-12 fN - Exhibit 23-6
LOS, S, FFS, vp - Exhibits 23-2, 23-3 fID - Exhibit 23-7
Copyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.21 Generated: 3/10/2010 2:02 PM
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