HomeMy WebLinkAbout20101854.tiff •
DELICH ASSOCIATES Traffic& Transportation Engineering ��� Lows'
2272 Glen Haven Drive Loveland, Colorado 80538
• Phone: (970) 669-2061 Fax: (970) 669-5034
MEMORANDUM
TO: Paul Sorenson, CGRS, Inc.
Janet Carter, Weld County ,
Gloria Hice-Idler, CDOT— Region 4 ; J
FROM: Matt Delich 3/a� •
t
DATE: March 11, 2010
SUBJECT: Conquest Oil Water Treatment Facility Traffic Impact Study
(File: 1009ME01)
This memorandum is an preliminary traffic impact study (PTIS) for the proposed
Conquest Oil Water Treatment Facility, located near State Highway 392 (SH392) and
Weld County Road 74 (WCR74), approximately 25 miles northeast of Windsor, in Weld
County, Colorado. The site location is shown in Figure 1. The site plan is shown in
• Figure 2. Janet Carter, Weld County Traffic Engineer, was contacted to determine the
scope of this TIS. A preliminary traffic study (traffic impact study minimum
requirements) was deemed appropriate. In addition, Gloria Hice-Idler, Access Manager,
CDOT— Region 4, was contacted. There are no capital improvement projects on any of
the roads in the vicinity of the Conquest Oil Water Treatment Facility. Weld County
uses the 2002 State Highway Access Code to determine the need for auxiliary lanes at
intersections on county roads. Since the project life will be at least 30 years, short
range (2012) and long range (2030) analyses were performed.
The access to the Conquest Oil Water Treatment Facility will be via a private
driveway that has access to WCR74, approximately 300 feet west of SH392. Daily
traffic data (2008) was obtained from Weld County for the west leg of WCR74, and for
WCR69 both north and south of WCR74. Currently, there is no recent count data
available for this section of SH392. However, CDOT had 1992 count data on SH392 at
WCR74 (ADT 310). Since there is a recent CDOT daily count at WCR51 (ADT 1800),
1992 count data at WCR51 (ADT 600) was obtained. Using the same ratio between the
two 1992 count locations, the daily traffic volume on SH392 at WCR74 was calculated
to be 930. Figure 3 shows the recent daily traffic counts (actual and calculated) on the
various road segments in the area. In order to estimate peak hour traffic, particularly at
the SH392/WCR74 intersection, the daily traffic was factored by 0.08/0.10 for the
AM/PM peaks, respectively. In addition to this, it was assumed that 60 percent of the
AM peak hour traffic would go towards the west and that 60 percent of the PM peak
hour traffic would be coming from the west. Peak hour intersection traffic volumes were
• estimated and are shown in Figure 4.
2010-1854
• State Highway 392 is a paved road with a two-lane cross section and minimal
shoulders with a posted speed of 65 mph. State Highway 392 is categorized as an RA
highway. This road is considered to be in good condition. There are no known deficient
structures in the area. Land uses in the area are agriculture or open.
Weld County Road 74 is a rural road, 22 feet wide, with a paved surface west of
SH392 and a gravel surface east of SH392. Weld County Road 69 is a gravel rural
road, 20 feet wide on the north leg and 22 feet wide on the south leg. As shown in
Figure 1, WCR69 is not continuous through the SH392/WCR74 intersection.
The Conquest Oil Water Treatment Facility is proposed as a 7 days a week/365
days a year operation. The hours of operation will be 7:00am to 10:00pm. Trucks will
enter the site, drop off waste water from gas and oil wells throughout Weld County, pick
up treated water, and then leave the site delivering the treated water to gas and oil wells
throughout Weld County. There will be one operator employee on site on each of two
shifts. The number of trucks trips into the site per day is estimated at 50-70. The
number of trucks trips out of the site per day is also estimated at 50-70. The trucks will
arrive at the site randomly during the hours of operation. Details regarding the truck
schedule are not known at this time. Table 1 shows the components of the trip
generation for the Conquest Oil Water Treatment Facility. It was assumed that
approximately 10 percent of the truck traffic would occur during the peak hours.
• Truck trips will originate from all over Weld County. The trip distribution for
Conquest Oil Water Treatment Facility was based upon the condition of the roads, road
continuity, and engineering judgment. The trip distribution for the Conquest Oil Water
Treatment Facility is shown in Figure 5. Figure 6 shows the assignment of the daily and
peak hour site generated traffic. Since the vehicles accessing this site will be water
trucks, Figure 6 also shows the passenger car equivalents (PCE) for the site generated
traffic. The water trucks will be a 50/50 mix of single unit (<40 feet long) trucks and
combination trucks. To be conservative, a PCE factor of 3 was used to calculate the
passenger car equivalents for the site generated traffic.
Background daily and peak hour traffic projections for SH392 were obtained by
reviewing CDOT 20-year projection factors. The CDOT 20-year growth factor for
SH392 is 1.44. This growth factor was also applied to the county roads. A short range
future year of 2012 was used with a growth factor of 1.088 and a long range future year
of 2030 was used with a growth factor of 1.484. Figures 7 and 8 show the short range
(2012) and long range (2030) background daily and peak hour traffic, respectively, on
the various road segment and at the key intersections. The key intersections will
operate acceptably as indicated in Tables 2 and 3, respectively for the short range
(2012) and long range (2030) background traffic conditions. Calculation forms are
provided in Appendix A and B, respectively.
The site generated traffic was combined with the background traffic projections to
determine the total forecasted traffic. Figures 9 and 10 show the short range (2012)
•
and long range (2030) total daily and peak hour traffic, respectively, on the various road
—��L—DELICH Conquest Oil Water Treatment Facility TIS, March 2010
-mss rASSOCIATES
• segment and at the key intersections. The key intersections will operate acceptably as
indicated in Tables 4 and 5, respectively for the short range (2012) and long range
(2030) total traffic conditions. Calculation forms are provided in Appendix C and D,
respectively.
Figure 11 shows the short range (2012) and long range (2030) geometry at the
key intersections. This is the same geometry that currently exists. State Highway 392
is categorized as an RA highway as defined in the State Highway Access Code. It was
assumed that the Weld County roads would be in the same category. The criteria for
requiring auxiliary lanes are: 1) left-turn deceleration lane — greater than 10 vehicles in
one hour, 2) right-turn deceleration lane — greater than 25 vehicles in one hour; and 3)
right-turn acceleration lane — greater than 50 vehicles in one hour. The only auxiliary
lane that may be required is an eastbound left-turn deceleration lane on SH392
approaching WCR74. Since the Conquest Oil Water Treatment Facility will use primarily
multi-unit trucks, passenger car equivalent (PCE) factors for the site generated traffic
were used for determining the auxiliary lane requirements. For multi-unit trucks, a PCE
factor of 3 is used. Using the afternoon short range (2012) total traffic shown in Figure
9, the eastbound left-turn volume would be equivalent to 12 passenger cars. Using the
afternoon long range (2030) total traffic shown in Figure 10, the eastbound left-turn
volume would be equivalent to 14 passenger cars. These left turns are beyond the
threshold volume that requires a left-turn deceleration lane. However, according to
Section 3.5.5 of the State Highway Access Code, the left-turn deceleration lane may be
• dropped if the 20th year opposing traffic is predicted to be below 100 vehicles per hour.
In consideration of the long range (2030) forecasted traffic shown in Figure 10, the left-
turn deceleration lane requirement can be waived, since the opposing traffic is predicted
to be less than 60 vehicles per hour. Auxiliary turn-lanes are not required at any of the
other key intersections.
Sight distance was field checked at the key intersections. At the posted speed of
65 mph and a passenger car design vehicle, the intersection sight distance should be
650 feet in both directions from the intersection. Since this site will be used by primarily
multi-unit trucks, the sight distance for these vehicle types were calculated. At the 65
mph posted speed, the sight distance is 1105 feet for this vehicle type. The sight
distance is greater than 1200 feet in both directions at all intersections. Therefore, it is
concluded that the intersection sight distance is adequate.
It is concluded that Conquest Oil Water Treatment Facility will have minimal
impact on the area roads. The key intersections will operate acceptably. No additional
auxiliary lanes are warranted at any of the key intersections. There is adequate
intersection sight distance for all vehicles that may use the key intersections.
•
�---DELICH Conquest Oil Water Treatment Facility TIS, March 2010
7 t r-ASSOCIATES
•
co
Conquest Oil \)(5
Water Treatment
Facility
WCR74
•
SCALE: 1"=4000'
• SITE LOCATION Figure 1
$--DELICH Conquest Oil Water Treatment Facility PTIS,March 2010
-7 , =ASSOCIATES
NS
• SCALE: 1"=200'
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- - "" WCR 74(60'R.O.W.)-asphalt surface
/l• SITE PLAN Figure 2
-�/!-DELICH Conquest Oil Water Treatment Facility TIS, March 2010
=70 r-ASSOCIATES
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•
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ry
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a
147
WCR74
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rn
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Daily
H
(2008)
• RECENT DAILY TRAFFIC Figure 3
$-DELICH Conquest Oil Water Treatment Facility TIS,March 2010
(=ASSOCIATES
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•
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/
f i 1/1 f / i r2/2/1 icNOM
0/1 2/2 WCR74
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6/S y 1/1 -� / , 0/13/4
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-� - AM/PM (2008)
• ESTIMATED PEAK HOUR TRAFFIC Figure 4
J/LDELICH Conquest Oil Water Treatment Facility TIS, March 2010
�� =ASSOCIATES
•
TABLE 1
Trip Generation
AWDTE AM Peak Hour PM Peak Hour
Use
In out to Out in Out
Water Trucks 70 70 7 7 7 7
Facility Operator(2 shifts) 4 4 0 0 0 0
Total 74 74 7 7 7 7
III
III
/1 1--DELICH Conquest Oil Water Treatment Facility TIS, March 2010
-, rASSOCIATES
a
• N
/flØV
SITE
20% 25%
— - -
WCR74
•
ry E
o W
Z 0
cc
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• TRIP DISTRIBUTION Figure 5
—i/L-DELICH Conquest Oil Water Treatment Facility TIS, March 2010
=7 J rASSOCIATES
S
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N
co
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m �
m O
ZO 54 ��
16 _ 6/6(1&18)) f 6/6(18/18) 1 f 2/2(6/6) f 22(6/6)
(3/3)1/1 NOM (6/6)212 ; (6(6)22 "- WCR74
(18118)6/6 y (6/6)2/2-� NOM -
(6/6)2/2 ry O
•
M
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rn
CD
U
AM/PM (PCE)
Daily
SITE GENERATED DAILY AND
• PEAK HOUR TRAFFIC Figure 6
Jy LDELICH Conquest Oil Water Treatment Facility TIS, March 2010
/ [=ASSOCIATES
AS
• N
cb
o
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/$1b' ---4/3
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f i q/g/1 160 f / /cm
NOM
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2'
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AM/PM
Daily
SHORT RANGE (2012) BACKGROUND
• DAILY AND PEAK HOUR TRAFFIC Figure 7
— n$—DELICH Conquest Oil Water Treatment Facility TIS, March 2010
1 =ASSOCIATES
AS
• N
co cv
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18/1
/217:1Z1/N1 -5/4
i \ -*-6/112 218 NOM
1/2 -' 4!7yWCR74
8/8 - 1/2c2
— O
2
0rN
U
+ AM/PM
Daily
LONG RANGE (2030) BACKGROUND
• DAILY AND PEAK HOUR TRAFFIC Figure 8
1/i—DELICH Conquest Oil Water Treatment Facility TIS, March 2010
f i=ASSOCIATES
•
TABLE 2
Short Range (2012) Background Peak Hour Operation
Intersection Movement Level of Service
AM PM
NB LT/T/RT A A
SH392NVCR74 SB LT/T/RT A A
(stop sign) EB LT/T/RT A A
WB LT/T/RT A A
WCR74ANCR69 (north) SB LT/RT A A
(stop sign) EB LT/T A A
WCR74/WCR69 (south) NB LT/RT A A
(stop sign) WB LT/T A A
•
TABLE 3
Long Range (2030) Background Peak Hour Operation
intersection Movement Level of service
NB LT/T/RT A A
SH3921WCR74 SB LT/T/RT A A
(stop sign) EB LT/T/RT A A
WB LT/T/RT A A
WCR74/VVCR69 (north) SB LT/RT A A
(stop sign) EB LT/T A A
WCR74/WCR69 (south) NB LT/RT A A
(stop sign) WB LT/T A A
•
X71—DELICH Conquest Oil Water Treatment Facility TIS. March 2010
=7 1 r--ASSOCIATES
• AiIL
I Z
h
U)
V
Q
m N
6 1
mN
214 in 211
616(18!18�)/•\^ \ ! � 1 .�-3f3(717) f-6/5(10/9)
5/10 f C `t.�-10115(2227) . / ( r 2 NOM
(3/3)1/1 0/1 -if (818)4/4 / f if(9n 1)5/7 -..- r WCR74
7/5 -+•- (25/23)13/11 y (7!n 3/3--4.-- ct) CV 4Z3(1119)7/55 a 1 ^ O
�� z
•
O
0 N
C)
Co
cc
U
+ AM/PM (PCE)
Daily ►
SHORT RANGE (2012) TOTAL
• DAILY AND PEAK HOUR TRAFFIC Figure 9
—a►—DEUCH Conquest Oil Water Treatment Facility TIS,March 2010
/ (=ASSOCIATES
S
• N
iv
A? 1
0
/c°
_
m m O
<0 272 m is \IC 2/1
1` 616(18178) S a � �� v 4) f_ un) 7/6(11/10)
f �/ --7/12 J -0-12/17(24/'29) i / C `r 313 / r NOM
(3/3)1/1 J" 12 (9/10)5/4 I /" `1x12)ed9 —+- re' WCR74
9/10 —� (2626)14/14 y (7/7) —�" o a 40 12
(12/12)8/8 m n n) ' O
.N °) z
0
•
V t--
a)
f0
CC
U
AM/PM (PCE)
Daily
--0---...—
LONG RANGE (2030) TOTAL
• DAILY AND PEAK HOUR TRAFFIC Figure 10
--a L--DELICH Conquest Oil Water Treatment Facility TIS, March 2010
7! rASSOCIATES
•
TABLE 4
Short Range(2012) Total Peak Hour Operation
Level of Service
Intersection Movement
AM PM
NB LT/T/RT A A
SH392NVCR74 SB LT/T/RT A A
(stop sign) EB LT/T/RT A A
WB LT/T/RT A A
WCR74NVCR69 (north) SB LT/RT A A
(stop sign) EB LTIT A A
WCR74/WCR69 (south) NB LT/RT A A
(stop sign) WB LT/T A A
WCR74/Site Access SB LT/RT A A
(stop sign) EB LT/I A A
•
TABLE 5
Long Range (2030)Total Peak Hour Operation
Level of Service
Intersection Movement
AM PM
NB LT/T/RT A A
SH392NVCR74 SB LT/T/RT A A
(stop sign) EB LT/T/RT A A
WB LT/T/RT A B
WCR74/WCR69 (north) SB LT/RT A A
(stop sign) EB LTIT A A
WCR74/WCR69 (south) NB LT/RT A A
(stop sign) WB LT/T A A
WCR74/Site Access SB LT/RT A A
(stop sign) EB LT/T A A
•
—�I I—DELICH Conquest Oil Water Treatment Facility TN, March 2010
ar A r--ASSOCIATES
•
N
1 9
yUN
m
( \CAr Ncre WCR74
•
rn
m
cc
U
f— - Denotes Lane
SHORT RANGE (2012) AND
• LONG RANGE (2030) GEOMETRY Figure 11
Jf 4-DELICH Conquest Oil Water Treatment Facility TIS, March 2010
-7/ r-ASSOCIATES
•
• APPENDIX A
•
l
3: WCR74 & SH392 HCM Unsignalized Intersection Capacity Analysis
Short Bkgrd AM 3/10/2010
r" 4 Z 'J ,fif /0 I ./
Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR •
Lane Configurations 4. 4. 4. 4.
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 2 1 5 2 1 2 2 29 1 1 42 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 2 1 5 2 1 2 2 32 1 1 46 2
Pedestrians
Lane Width (ft)
Walking Speed (f ls)
Percent Blockage
Right tum flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 88 86 47 91 86 32 48 33
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 88 86 47 91 86 32 48 33
tC, single (s) 7.3 6.7 6.4 7.3 6.7 6.4 4.3 4.3
tC, 2 stage (s)
tF (s) 3.6 4.1 3.4 3.6 4.1 3.4 2.3 2.3
p0 queue free % 100 100 99 100 100 100 100 100
cM capacity (veh/h) 860 777 984 853 776 1003 1474 1493 •
Direction, Lane# EB 1 WB 1 NE 1 SW 1
Volume Total 9 5 35 49
Volume Left 2 2 2 1
Volume Right 5 2 1 2
cSH 920 889 1474 1493
Volume to Capacity 0.01 0.01 0.00 0.00
Queue Length 95th (ft) 1 0 0 0
Control Delay(s) 8.9 9.1 0.5 0.2
Lane LOS A A A A
Approach Delay(s) 8.9 9.1 0.5 0.2
Approach LOS A A
Intersection Summary
Average Delay 1.6
Intersection Capacity Utilization 13.3% ICU Level of Service A
Analysis Period (min) 15
Synchro 6 Light Report •
Matthew J. Delich , P. E. Page 1
Z
3: WCR74 & SH392 HCM Unsignalized Intersection Capacity Analysis
Short Bkgrd PM 3/10/2010
• Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR
Lane Configurations 4. 4. 4. 4.
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 2 1 3 2 1 1 6 52 3 2 35 3
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 2 1 3 2 1 1 7 57 3 2 38 3
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 117 117 40 119 117 58 41 60
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 117 117 40 119 117 58 41 60
tC, single (s) 7.3 6.7 6.4 7.3 6.7 6.4 4.3 4.3
tC, 2 stage (s)
tF (s) 3.6 4.1 3.4 3.6 4.1 3.4 2.3 2.3
p0 queue free % 100 100 100 100 100 100 100 100
• cM capacity (veh/h) 822 744 993 818 744 970 1482 1459
Direction, Lane# EB 1 WB 1 NE 1 SW 1
Volume Total 7 4 66 43
Volume Left 2 2 7 2
Volume Right 3 1 3 3
cSH 883 829 1482 1459
Volume to Capacity 0.01 0.01 0.00 0.00
Queue Length 95th (ft) 1 0 0 0
Control Delays) 9.1 9.4 0.8 0.4
Lane LOS A A A A
Approach Delay(s) 9.1 9.4 0.8 0.4
Approach LOS A A
Intersection Summary
Average Delay 1.4
Intersection Capacity Utilization 15.1% ICU Level of Service A
Analysis Period (min) 15
• Synchro 6 Light Report
Matthew J. Delich , P. E. Page 1
3
8: WCR74 & WCR69 HCM Unsignalized Intersection Capacity Analysis
Short Bkgrd AM 3/10/2010
Movement EBL EBT WBT WBR SBL SBR •
Lane Configurations 4 1 tj►
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 0 7 4 1 1 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 0 8 4 1 1 1
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 5 12 5
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 5 12 5
tC, single (s) 4.3 6.6 6.4
tC, 2 stage (s)
tF (s) 2.3 3.6 3.4
p0 queue free% 100 100 100
cM capacity (veh/h) 1529 972 1039 •
Direction, Lane# EB 1 WB 1 SB 1
Volume Total 8 5 2
Volume Left 0 0 1
Volume Right 0 1 1
cSH 1529 1700 1004
Volume to Capacity 0.00 0.00 0.00
Queue Length 95th (ft) 0 0 0
Control Delay(s) 0.0 0.0 8.6
Lane LOS A
Approach Delay(s) 0.0 0.0 8.6
Approach LOS A
Intersection Summary
Average Delay 1.2
Intersection Capacity Utilization 13.3% ICU Level of Service A
Analysis Period(min) 15
Synchro 6 Light Report •
Matthew J. Delich , P. E. Page 3
4
8: WCR74 & WCR69 HCM Unsignalized Intersection Capacity Analysis
Short Bkgrd PM 3/10/2010
• Movement EBL EBT WBT WBR SBL SBR
Lane Configurations V
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 1 5 9 1 1 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 1 5 10 1 1 1
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right tum flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 11 18 10
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 11 18 10
tC, single (s) 4.3 6.6 6.4
tC, 2 stage (s)
tF (s) 2.3 3.6 3.4
p0 queue free% 100 100 100
cM capacity(veh/h) 1522 964 1031
• Direction, Lane# EB 1 WB 1 SB 1
Volume Total 7 11 2
Volume Left 1 0 1
Volume Right 0 1 1
cSH 1522 1700 997
Volume to Capacity 0.00 0.01 0.00
Queue Length 95th (ft) 0 0 0
Control Delay (s) 1.2 0.0 8.6
Lane LOS A A
Approach Delay(s) 1.2 0.0 8.6
Approach LOS A
Intersection Summary
Average Delay 1.4
Intersection Capacity Utilization 13.3% ICU Level of Service A
Analysis Period (min) 15
• Synchro 6 Light Report
Matthew J. Delich , P. E. Page 3
5
6: WCR74 & WCR69 HCM Unsignalized Intersection Capacity Analysis
Short Bkgrd AM 3/10/2010
-• � C4\
Movement EBT EBR WBL WBT NBL NBR •
Lane Configurations is 4 V
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 3 0 0 4 1 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 3 0 0 4 1 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 3 8 3
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 3 8 3
tC, single (s) 4.3 6.6 6.4
tC, 2 stage (s)
tF (s) 2.3 3.6 3.4
p0 queue free % 100 100 100
cM capacity (veh/h) 1532 978 1041 •
Direction, Lane# EB 1 WB 1 NB 1
Volume Total 3 4 1
Volume Left 0 0 1
Volume Right 0 0 0
cSH 1700 1532 978
Volume to Capacity 0.00 0.00 0.00
Queue Length 95th (ft) 0 0 0
Control Delay(s) 0.0 0.0 8.7
Lane LOS A
Approach Delay(s) 0.0 0.0 8.7
Approach LOS A
Intersection Summary
Average Delay 1.1
Intersection Capacity Utilization 13.3% ICU Level of Service A
Analysis Period (min) 15
Synchro 6 Light Report •
Matthew J. Delich , P. E. Page 2
•
6: WCR74 & WCR69 HCM Unsignalized Intersection Capacity Analysis
Short Bkgrd PM 3/10/2010
tte ~ 4\ /4.
• Movement EBT EBR WBL WBT NBL NBR
Lane Configurations to 4 V
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 5 1 0 3 1 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 5 1 0 3 1 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 7 9 6
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 7 9 6
tC, single (s) 4.3 6.6 6.4
tC, 2 stage(s)
tF (s) 2.3 3.6 3.4
p0 queue free % 100 100 100
• GM capacity(veh/h) 1527 976 1037
Direction, Lane# EB 1 WB 1 NB 1
Volume Total 7 3 1
Volume Left 0 0 1
Volume Right 1 0 0
cSH 1700 1527 976
Volume to Capacity 0.00 0.00 0.00
Queue Length 95th (ft) 0 0 0
Control Delay(s) 0.0 0.0 8.7
Lane LOS A
Approach Delay(s) 0.0 0.0 8.7
Approach LOS A
Intersection Summary
Average Delay 0.9
Intersection Capacity Utilization 13.3% ICU Level of Service A
Analysis Period (min) 15
• Synchro 6 Light Report
Matthew J. Delich , P. E. Page 2
7
•
APPENDIX B •
•
3
• 3: WCR74 & SH392 HCM Unsignalized Intersection Capacity Analysis
Long Bkgrd AM 3/10/2010
• Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR
Lane Configurations 4, 4+ 4+ 4+
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 3 1 6 3 1 2 4 37 3 1 57 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 3 1 7 3 1 2 4 40 3 1 62 2
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 118 117 63 123 117 42 64 43
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 118 117 63 123 117 42 64 43
tC, single (s) 7.3 6.7 6.4 7.3 6.7 6.4 4.3 4.3
tC, 2 stage (s)
tF (s) 3.6 4.1 3.4 3.6 4.1 3.4 2.3 2.3
p0 queue free % 100 100 99 100 100 100 100 100
• cM capacity (veh/h) 820 745 964 811 745 990 1454 1480
Direction, Lane# EB 1 WB 1 NE 1 SW 1
Volume Total 11 7 48 65
Volume Left 3 3 4 1
Volume Right 7 2 3 2
cSH 891 850 1454 1480
Volume to Capacity 0.01 0.01 0.00 0.00
Queue Length 95th (ft) 1 1 0 0
Control Delay(s) 9.1 9.3 0.7 0.1
Lane LOS A A A A
Approach Delay (s) 9.1 9.3 0.7 0.1
Approach LOS A A
Intersection Summary
Average Delay 1.5
Intersection Capacity Utilization 14.4% ICU Level of Service A
Analysis Period (min) 15
• Synchro 6 Light Report
Matthew J. Delich , P. E. Page 1
1
3: WCR74 & SH392 HCM Unsignalized Intersection Capacity Analysis
Long Bkgrd PM 3/10/2010
Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR
Lane Configurations 4 .j, 4. 4.
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 2 1 6 3 1 1 8 69 6 2 46 4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 2 1 7 3 1 1 9 75 7 2 50 4
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 154 155 52 159 154 78 54 82
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 154 155 52 159 154 78 54 82
tC, single (s) 7.3 6.7 6.4 7.3 6.7 6.4 4.3 4.3
tC, 2 stage (s)
tF (s) 3.6 4.1 3.4 3.6 4A 3.4 2.3 2.3
p0 queue free % 100 100 99 100 100 100 99 100
cM capacity (veh/h) 776 706 977 765 707 945 1466 1432 •
Direction, Lane# EB 1 WB 1 NE 1 SW 1
Volume Total 10 5 90 57
Volume Left 2 3 9 2
Volume Right 7 1 7 4
cSH 888 782 1466 1432
Volume to Capacity 0.01 0.01 0.01 0.00
Queue Length 95th (ft) 1 1 0 0
Control Delay(s) 9.1 9.6 0.8 0.3
Lane LOS A A A A
Approach Delay (s) 9.1 9.6 0.8 0.3
Approach LOS A A
Intersection Summary
Average Delay 1.4
Intersection Capacity Utilization 17.3% ICU Level of Service A
Analysis Period (min) 15
•
Synchro 6 Light Report
Matthew J. Delich , P. E. Page 1
/D
8: WCR74 & WCR69 HCM Unsignalized Intersection Capacity Analysis
Long Bkgrd AM 3/10/2010
0 Movement EBL EBT WBT WBR SBL SBR
Lane Configurations 4 14 Y
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 1 8 6 1 2 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 1 9 7 1 2 1
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right tum flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 8 18 7
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 8 18 7
tC, single (s) 4.3 6.6 6.4
tC, 2 stage (s)
tF (s) 2.3 3.6 3.4
p0 queue free % 100 100 100
0 cM capacity (veh/h) 1526 964 1036
Direction, Lane# EB 1 WB 1 SB 1
Volume Total 10 8 3
Volume Left 1 0 2
Volume Right 0 1 1
cSH 1526 1700 987
Volume to Capacity 0.00 0.00 0.00
Queue Length 95th (ft) 0 0 0
Control Delay(s) 0.8 0.0 8.7
Lane LOS A A
Approach Delay(s) 0.8 0.0 8.7
Approach LOS A
Intersection Summary
Average Delay 1.8
Intersection Capacity Utilization 13.3% ICU Level of Service A
Analysis Period (min) 15
• Synchro 6 Light Report
Matthew J. Delich , P. E. Page 3
11
8: WCR74 & WCR69 HCM Unsignalized Intersection Capacity Analysis
Long Bkgrd PM 3/10/2010
Movement EBL EBT WBT WBR SBL SBR •
Lane Configurations 4 T V
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 2 8 11 2 1 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 2 9 12 2 1 1
Pedestrians
Lane Width (ft)
Walking Speed (f 15)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 14 26 13
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 14 26 13
tC, single (s) 4.3 6.6 6.4
tC, 2 stage (s)
tF (s) 2.3 3.6 3.4
p0 queue free % 100 100 100
cM capacity(veh/h) 1517 953 1028
Direction, Lane# EB 1 WB 1 SB 1 •
Volume Total 11 14 2
Volume Left 2 0 1
Volume Right 0 2 1
cSH 1517 1700 989
Volume to Capacity 0.00 0.01 0.00
Queue Length 95th (ft) 0 0 0
Control Delay(s) 1.5 0.0 8.6
Lane LOS A A
Approach Delay (s) 1.5 0.0 8.6
Approach LOS A
Intersection Summary
Average Delay 1.3
Intersection Capacity Utilization 13.3% ICU Level of Service A
Analysis Period (min) 15
Synchro 6 Light Report •
Matthew J. Delich , P. E.
Page 3
/Z
•
• 6: WCR74 & WCR69 HCM Unsignalized Intersection Capacity Analysis
Long Bkgrd AM 3/10/2010
� NIT 4- 4\ r
• Movement EBT EBR WBL WBT NBL NBR
Lane Configurations '. 4 V
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 4 1 0 5 1 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 4 1 0 5 1 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 5 10 5
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 5 10 5
tC, single(s) 4.3 6.6 6.4
tC, 2 stage (s)
tF (s) 2.3 3.6 3.4
p0 queue free % 100 100 100
• cM capacity (veh/h) 1529 975 1039
Direction, Lane# EB 1 WB 1 NB 1
Volume Total 5 5 1
Volume Left 0 0 1
Volume Right 1 0 0
cSH 1700 1529 975
Volume to Capacity 0.00 0.00 0.00
Queue Length 95th (ft) 0 0 0
Control Delay(s) 0.0 0.0 8.7
Lane LOS A
Approach Delay(s) 0.0 0.0 8.7
Approach LOS A
Intersection Summary
Average Delay 0.8
Intersection Capacity Utilization 13.3% ICU Level of Service A
Analysis Period (min) 15
• Synchro 6 Light Report
Matthew J. Delich , P. E. Page 2
13
6: WCR74 & WCR69 HCM Unsignalized Intersection Capacity Analysis
Long Bkgrd PM 3/10/2010
C ~ 4\ p �
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations j, 4 V
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 7 2 0 4 1 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 8 2 0 4 1 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 10 13 9
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 10 13 9
tC, single (s) 4.3 6.6 6.4
tC, 2 stage (s)
tF (s) 2.3 3.6 3.4
p0 queue free % 100 100 100
cM capacity (veh/h) 1523 971 1034 •
Direction, Lane# EB 1 WB 1 NB 1
Volume Total 10 4 1
Volume Left 0 0 1
Volume Right 2 0 0
cSH 1700 1523 971
Volume to Capacity 0.01 0.00 0.00
Queue Length 95th (ft) 0 0 0
Control Delay(s) 0.0 0.0 8.7
Lane LOS A
Approach Delay(s) 0.0 0.0 8.7
Approach LOS A
Intersection Summary
Average Delay 0.6
Intersection Capacity Utilization 13.3% ICU Level of Service A
Analysis Period (min) 15
•
Synchro 6 Light Report
Matthew J. Delich , P. E.
Page 2
i4
•
• APPENDIX C
•
l5
3: WCR74 & SH392 HCM Unsignalized Intersection Capacity Analysis
Short Total AM 3/10/2010
Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR
Lane Configurations 4. 4. 4. 4.
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 4 3 7 2 3 2 4 29 1 1 42 4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 4 3 8 2 3 2 4 32 1 1 46 4
Pedestrians
Lane Width (ft)
Walking Speed (f/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 95 91 48 100 93 32 50 33
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 95 91 48 100 93 32 50 33
tC, single (s) 7.6 7.0 6.8 7.3 7.0 6.4 4.6 4.3
tC, 2 stage (s)
tF (s) 4.0 4.5 3.8 3.6 4.5 3.4 2.7 2.3
p0 queue free % 99 100 99 100 100 100 100 100
cM capacity (veh/h) 770 706 889 836 704 1003 1276 1493 •
Direction, Lane# EB 1 WB 1 NE 1 SW 1
Volume Total 15 8 37 51
Volume Left 4 2 4 1
Volume Right 8 2 1 4
cSH 808 810 1276 1493
Volume to Capacity 0.02 0.01 0.00 0.00
Queue Length 95th (ft) 1 1 0 0
Control Delay(s) 9.5 9.5 0.9 0.2
Lane LOS A A A A
Approach Delay (s) 9.5 9.5 0.9 0.2
Approach LOS A A
Intersection Summary
Average Delay 2.4
Intersection Capacity Utilization 13.7% ICU Level of Service A
Analysis Period (min) 15
•
Synchro 6 Light Report
Matthew J. Delich , P. E. Page 1
//O
3: WCR74 & SH392 HCM Unsignalized Intersection Capacity Analysis
Short Total PM 3/10/2010
• Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR
Lane Configurations
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 4 3 5 2 3 1 8 52 3 2 35 5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 4 3 5 2 3 1 9 57 3 2 38 5
Pedestrians
Lane Width (ft)
Walking Speed (fUs)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 123 122 41 128 123 58 43 60
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 123 122 41 128 123 58 43 60
tC, single (s) 7.6 7.0 6.8 7.3 7.0 6.4 4.6 4.3
tC, 2 stage (s)
tF (s) 4.0 4.5 3.8 3.6 4.5 3.4 2.7 2.3
p0 queue free % 99 100 99 100 100 100 99 100
cM capacity (veh/h) 734 674 898 801 673 970 1284 1459
• Direction, Lane# EB 1 WB 1 NE 1 SW 1
Volume Total 13 7 68 46
Volume Left 4 2 9 2
Volume Right 5 1 3 5
cSH 776 751 1284 1459
Volume to Capacity 0.02 0.01 0.01 0.00
Queue Length 95th (ft) 1 1 1 0
Control Delay(s) 9.7 9.8 1.0 0.4
Lane LOS A A A A
Approach Delay(s) 9.7 9.8 1.0 0.4
Approach LOS A A
Intersection Summary
Average Delay 2.1
Intersection Capacity Utilization 15.9% ICU Level of Service A
Analysis Period (min) 15
• Synchro 6 Light Report
Matthew J. Delich , P. E. Page 1
l7
8: WCR74 & WCR69 HCM Unsignalized Intersection Capacity Analysis
Short Total AM 3/10/2010
ti
Movement EBL EBT WBT WBR SBL SBR •
Lane Configurations 4 I. M
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 0 13 10 1 1 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 0 14 11 1 1 1
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 12 26 11
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 12 26 11
tC, single (s) 4.3 6.6 6.4
tC, 2 stage (s)
tF (s) 2.3 3.6 3.4
p0 queue free % 100 100 100
cM capacity (veh/h) 1520 955 1030 •
Direction, Lane# EB 1 WB 1 SB 1
Volume Total 14 12 2
Volume Left 0 0 1
Volume Right 0 1 1
cSH 1520 1700 991
Volume to Capacity 0.00 0.01 0.00
Queue Length 95th (ft) 0 0 0
Control Delay(s) 0.0 0.0 8.6
Lane LOS A
Approach Delay(s) 0.0 0.0 8.6
Approach LOS A
Intersection Summary
Average Delay 0.7
Intersection Capacity Utilization 13.3% ICU Level of Service A
Analysis Period (min) 15
Synchro 6 Light Report •
Matthew J. Delich , P. E. Page 3
1$
8: WCR74 & WCR69 HCM Unsignalized Intersection Capacity Analysis
Short Total PM 3/10/2010
• 44— t
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations 4 1 V
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 1 11 15 1 1 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 1 12 16 1 1 1
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 17 31 17
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 17 31 17
tC, single (s) 4.3 6.6 6.4
tC, 2 stage (s)
tF (s) 2.3 3.6 3.4
p0 queue free % 100 100 100
• cm capacity(veh/h) 1513 948 1023
Direction, Lane# EB 1 WB 1 SB 1
Volume Total 13 17 2
Volume Left 1 0 1
Volume Right 0 1 1
cSH 1513 1700 984
Volume to Capacity 0.00 0.01 0.00
Queue Length 95th (ft) 0 0 0
Control Delay(s) 0.6 0.0 8.7
Lane LOS A A
Approach Delay (s) 0.6 0.0 8.7
Approach LOS A
Intersection Summary
Average Delay 0.8
Intersection Capacity Utilization 13.3% ICU Level of Service A
Analysis Period (min) 15
• Synchro 6 Light Report
Matthew J. Delich , P. E. Page 3
19
6: WCR74 & WCR69 HCM Unsignalized Intersection Capacity Analysis
Short Total AM 3/10/2010
C 4— 4\ t
Movement EST EBR WBL WBT NBL NBR
Lane Configurations 4 �*
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 5 0 0 6 1 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 5 0 0 7 1 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 5 12 5
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 5 12 5
tC, single (s) 4.3 6.6 6.4
tC, 2 stage (s)
tF (s) 2.3 3.6 3.4
p0 queue free % 100 100 100
cM capacity (veh/h) 1529 972 1038 •
Direction, Lane# EB 1 WB 1 NB 1
Volume Total 5 7 1
Volume Left 0 0 1
Volume Right 0 0 0
cSH 1700 1529 972
Volume to Capacity 0.00 0.00 0.00
Queue Length 95th (ft) 0 0 0
Control Delay(s) 0.0 0.0 8.7
Lane LOS A
Approach Delay(s) 0.0 0.0 8.7
Approach LOS A
Intersection Summary
Average Delay 0.7
Intersection Capacity Utilization 13.3% ICU Level of Service A
Analysis Period (min) 15
Synchro 6 Light Report •
Matthew J. Delich , P. E. Page 2
ZD
6: WCR74 & WCR69 HCM Unsignalized Intersection Capacity Analysis
Short Total PM 3/10/2010
{ ~ 4\ P
• Movement EBT EBR WBL WBT NBL NBR
Lane Configurations 4 M
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 7 1 0 5 1 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 8 1 0 5 1 0
Pedestrians
Lane Width (ft)
Walking Speed (fUs)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 9 14 8
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 9 14 8
tC, single (s) 4.3 6.6 6.4
tC, 2 stage (s)
tF (s) 2.3 3.6 3.4
p0 queue free % 100 100 100
• cM capacity (veh/h) 1524 970 1034
Direction, Lane# EB 1 WB 1 NB 1
Volume Total 9 5 1
Volume Left 0 0 1
Volume Right 1 0 0
cSH 1700 1524 970
Volume to Capacity 0.01 0.00 0.00
Queue Length 95th (ft) 0 0 0
Control Delay(s) 0.0 0.0 8.7
Lane LOS A
Approach Delay(s) 0.0 0.0 8.7
Approach LOS A
Intersection Summary
Average Delay 0.6
Intersection Capacity Utilization 13.3% ICU Level of Service A
Analysis Period (min) 15
• Synchro 6 Light Report
Matthew J. Delich , P. E. Page 2
ZI
10: WCR74 & Site Access HCM Unsignalized Intersection Capacity Analysis
Short Total AM 3/10/2010
~ 44.-
Movement EBL EBT WBT WBR SBL SBR •
Lane Configurations 4 14 V
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 1 7 5 6 6 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 1 8 5 7 7 1
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 12 18 9
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 12 18 9
tC, single (s) 5.1 7.4 7.2
tC, 2 stage (s)
tF (s) 3.1 4.4 4.2
p0 queue free% 100 99 100
cM capacity(veh/h) 1148 796 847 •
Direction, Lane# EB 1 WB 1 SB 1
Volume Total 9 12 8
Volume Left 1 0 7
Volume Right 0 7 1
cSH 1148 1700 803
Volume to Capacity 0.00 0.01 0,01
Queue Length 95th (ft) 0 0 1
Control Delay (s) 1.0 0.0 9.5
Lane LOS A A
Approach Delay(s) 1.0 0.0 9.5
Approach LOS A
Intersection Summary
Average Delay 2.9
Intersection Capacity Utilization 13.3% ICU Level of Service A
Analysis Period (min) 15
•
Matthew J. Deitch , P. E. Synchro 6 Light Report •
Page 4
2z
•
10: WCR74 & Site Access HCM Unsignalized Intersection Capacity Analysis
Short Total PM 3/10/2010
• Movement EBL EBT WBT WBR SBL SBR
Lane Configurations 4 ti V
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 1 5 10 6 6 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 1 5 11 7 7 1
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 17 22 14
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 17 22 14
tC, single (s) 5.1 7.4 7.2
tC, 2 stage (s)
tF (s) 3.1 4.4 4.2
p0 queue free% 100 99 100
• cM capacity(veh/h) 1142 792 840
Direction, Lane# EB 1 WB 1 SB 1
Volume Total 7 17 8
Volume Left 1 0 7
Volume Right 0 7 1
cSH 1142 1700 799
Volume to Capacity 0.00 0.01 0.01
Queue Length 95th (ft) 0 0 1
Control Delay(s) 1.4 0.0 9.6
Lane LOS A A
Approach Delay(s) 1.4 0.0 9.6
Approach LOS A
Intersection Summary
Average Delay 2.6
Intersection Capacity Utilization 13.3% ICU Level of Service A
Analysis Period (min) 15
• Synchro 6 Light Report
Matthew J. Delich , P. E. Page 4
Z3
•
APPENDIX D •
•
24
•
3: WCR74 & SH392 HCM Unsignalized Intersection Capacity Analysis
Long Total AM 3/10/2010
t / f 4/
• Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR
Lane Configurations 4. 4. 4. 4.
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 5 3 8 3 3 2 6 37 3 1 57 4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 5 3 9 3 3 2 7 40 3 1 62 4
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 125 123 64 132 123 42 66 43
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 125 123 64 132 123 42 66 43
tC, single (s) 7.6 7.0 6.8 7.3 7.0 6.4 4.6 4.3
tC, 2 stage (s)
tF (s) 4.0 4.5 3.8 3.6 4.5 3.4 2.7 2.3
p0 queue free % 99 100 99 100 100 100 99 100
• cM capacity (veh/h) 732 675 870 795 675 990 1257 1480
Direction, Lane# EB 1 WB 1 NE 1 SW 1
Volume Total 17 9 50 67
Volume Left 5 3 7 1
Volume Right 9 2 3 4
cSH 782 781 1257 1480
Volume to Capacity 0.02 0.01 0.01 0.00
Queue Length 95th (ft) 2 1 0 0
Control Delay(s) 9.7 9.7 1.1 0.1
Lane LOS A A A A
Approach Delay(s) 9.7 9.7 1.1 0.1
Approach LOS A A
Intersection Summary
Average Delay 2.2
Intersection Capacity Utilization 15.7% ICU Level of Service A
Analysis Period (min) 15
• Synchro 6 Light Report
Matthew J. Delich , P. E. Page 1
ZS"
3: WCR74 & SH392 HCM Unsignalized Intersection Capacity Analysis
Long Total PM 3/10/2010
•Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR
Lane Configurations .j. 4. 4. 44
Sign Control Stop Stop Free Free
Grade 0% 0% 0% 0%
Volume (veh/h) 4 3 8 3 3 1 10 69 6 2 46 6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 4 3 9 3 3 1 11 75 7 2 50 7
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 160 161 53 168 161 78 57 82
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 160 161 53 168 161 78 57 82
tC, single (s) 7.6 7.0 6.8 7.3 7.0 6.4 4.6 4.3
tC, 2 stage (s)
tF (s) 4.0 4.5 3.8 3.6 4.5 3.4 2.7 2.3
p0 queue free % 99 99 99 100 99 100 99 100
cM capacity (veh/h) 691 639 883 749 639 945 1268 1432 •
Direction, Lane# EB 1 WB 1 NE 1 SW 1
Volume Total 16 8 92 59
Volume Left 4 3 11 2
Volume Right 9 1 7 7
cSH 767 717 1268 1432
Volume to Capacity 0.02 0.01 0.01 0.00
Queue Length 95th (ft) 2 1 1 0
Control Delay(s) 9.8 10.1 1.0 0.3
Lane LOS A B A A
Approach Delay (s) 9.8 10.1 1.0 0.3
Approach LOS A B
Intersection Summary
Average Delay 2.0
Intersection Capacity Utilization 18.3% ICU Level of Service A
Analysis Period (min) 15
Synchro 6 Light Report •
Matthew J. Delich , P. E. Page 1
uP
• 8: WCR74 & WCR69 HCM Unsignalized Intersection Capacity Analysis
Long Total AM 3/10/2010
• Movement EBL EBT WBT WBR SBL SBR
Lane Configurations 4 1+ "iv
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 1 14 12 1 2 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 1 15 13 1 2 1
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 14 31 14
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 14 31 14
tC, single (s) 4.3 6.6 6.4
tC, 2 stage (s)
tF (s) 2.3 3.6 3.4
p0 queue free % 100 100 100
• cM capacity (veh/h) 1517 948 1027
Direction, Lane# EB 1 WB 1 SB 1
Volume Total 16 14 3
Volume Left 1 0 2
Volume Right 0 1 1
cSH 1517 1700 973
Volume to Capacity 0.00 0.01 0.00
Queue Length 95th (ft) 0 0 0
Control Delay(s) 0.5 0.0 8.7
Lane LOS A A
Approach Delay(s) 0.5 0.0 8.7
Approach LOS A
Intersection Summary
Average Delay 1.1
Intersection Capacity Utilization 13.3% ICU Level of Service A
Analysis Period (min) 15
• Synchro 6 Light Report
Matthew J. Delich , P. E. Page 3
Z7
8: WCR74 & WCR69 HCM Unsignalized Intersection Capacity Analysis
Long Total PM 3/10/2010
-0 k- ti r
Movement EBL EBT WBT WBR SBL SBR •
Lane Configurations 4 1
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 2 14 17 2 1 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 2 15 18 2 1 1
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 21 39 20
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 21 39 20
tC, single (s) 4.3 6.6 6.4
tC, 2 stage (s)
tF (s) 2.3 3.6 3.4
p0 queue free % 100 100 100
cM capacity (veh/h) 1509 937 1019 •
Direction, Lane# EB 1 WB 1 SB 1
Volume Total 17 21 2
Volume Left 2 0 1
Volume Right 0 2 1
cSH 1509 1700 976
Volume to Capacity 0.00 0.01 0.00
Queue Length 95th (ft) 0 0 0
Control Delay(s) 0.9 0.0 8.7
Lane LOS A A
Approach Delay (s) 0.9 0.0 8.7
Approach LOS A
Intersection Summary
Average Delay 0.9
Intersection Capacity Utilization 13.3% ICU Level of Service A
Analysis Period (min) 15
Synchro 6 Light Report •
Matthew J. Delich , P. E. Page 3
2�
• 6: WCR74 & WCR69 HCM Unsignalized Intersection Capacity Analysis
Long Total AM 3/10/2010
-► 7 f 4- t1 /r
• Movement EBT EBR WBL WBT NBL NBR
Lane Configurations 1 4 V
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 6 1 0 7 1 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 7 1 0 8 1 0
Pedestrians
Lane Width (ft)
Walking Speed (f/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 8 15 7
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 8 15 7
tC, single (s) 4.3 6.6 6.4
tC, 2 stage (s)
tF (s) 2.3 3.6 3.4
p0 queue free% 100 100 100
• cM capacity (veh/h) 1526 969 1036
Direction, Lane# EB 1 WB 1 NB 1
Volume Total 8 8 1
Volume Left 0 0 1
Volume Right 1 0 0
cSH 1700 1526 969
Volume to Capacity 0.00 0.00 0.00
Queue Length 95th (ft) 0 0 0
Control Delay(s) 0.0 0.0 8.7
Lane LOS A
Approach Delay (s) 0.0 0.0 8.7
Approach LOS A
Intersection Summary
Average Delay 0.6
Intersection Capacity Utilization 13.3% ICU Level of Service A
Analysis Period (min) 15
• Synchro 6 Light Report
Matthew J. Deficit , P. E. Page 2
z1
6: WCR74 & WCR69 HCM Unsignalized Intersection Capacity Analysis
Long Total PM 3/10/2010
—► 7 f 4- 4\ /, •
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations 4
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 9 2 0 6 1 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 10 2 0 7 1 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 12 17 11
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 12 17 11
tC, single (s) 4.3 6.6 6.4
tC, 2 stage (s)
tF (s) 2.3 3.6 3.4
p0 queue free % 100 100 100
cM capacity (veh/h) 1520 966 1031 •
Direction, Lane# EB 1 WB 1 NB 1
Volume Total 12 7 1
Volume Left 0 0 1
Volume Right 2 0 0
cSH 1700 1520 966
Volume to Capacity 0.01 0.00 0.00
Queue Length 95th (ft) 0 0 0
Control Delay(s) 0.0 0.0 81
Lane LOS A
Approach Delay(s) 0.0 0.0 8.7
Approach LOS A
Intersection Summary
Average Delay 0.5
Intersection Capacity Utilization 13.3% ICU Level of Service A
Analysis Period (min) 15
Synchro 6 Light Report •
Matthew J. Delich , P. E. Page 2
3v
4
10: WCR74 & Site Access HCM Unsignalized Intersection Capacity Analysis
Long Total AM 3/10/2010
r
• Movement EBL EBT WBT WBR SBL SBR
Lane Configurations 4 I V
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 1 9 7 6 6 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 1 10 8 7 7 1
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 14 23 11
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 14 23 11
tC, single (s) 5.1 7.4 7.2
tC, 2 stage (s)
tF (s) 3.1 4.4 4.2
p0 queue free% 100 99 100
cM capacity (veh/h) 1145 791 844
le Direction, Lane# EB 1 WB 1 SB 1
Volume Total 11 14 8
Volume Left 1 0 7
Volume Right 0 7 1
cSH 1145 1700 798
Volume to Capacity 0.00 0.01 0.01
Queue Length 95th (ft) 0 0 1
Control Delay(s) 0.8 0.0 9.6
Lane LOS A A
Approach Delay(s) 0.8 0.0 9.6
Approach LOS A
Intersection Summary
Average Delay 2.5
Intersection Capacity Utilization 13.3% ICU Level of Service A
Analysis Period (min) 15
• Synchro 6 Light Report
Matthew J. Delich , P. E. Page 4
31
•
10: WCR74 & Site Access HCM Unsignalized Intersection Capacity Analysis
Long Total PM 3/10/2010
Movement EBL EBT WBT WBR SBL SBR •
Lane Configurations 4 j, V
Sign Control Free Free Stop
Grade 0% 0% 0%
Volume (veh/h) 1 10 12 6 6 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Hourly flow rate (vph) 1 11 13 7 7 1
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None
Median storage veh)
Upstream signal(ft)
pX, platoon unblocked
vC, conflicting volume 20 29 16
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 20 29 16
tC, single (s) 5.1 7.4 7.2
tC, 2 stage (s)
tF (s) 3.1 4.4 4.2
p0 queue free % 100 99 100
cM capacity(veh/h) 1139 783 838
•Direction, Lane# EB 1 WB 1 SB 1
Volume Total 12 20 8
Volume Left 1 0 7
Volume Right 0 7 1
cSH 1139 1700 791
Volume to Capacity 0.00 0.01 0.01
Queue Length 95th (ft) 0 0 1
Control Delay(s) 0.7 0.0 9.6
Lane LOS A A
Approach Delay(s) 0.7 0.0 9.6
Approach LOS A
Intersection Summary
Average Delay 2.1
Intersection Capacity Utilization 13.3% ICU Level of Service A
Analysis Period(min) 15
•
Synchro 6 Light Report
Matthew J. Delich , P. E. Page 4
32
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