HomeMy WebLinkAbout993075 Traffic Impact Study
RIVERDANCE P.U.D.
Weld County, Colorado
Traffic Impact Study
RIVERDANCE P.U.D.
Weld County, Colorado
Prepared For:
TuttleApplegate, Inc.
11990 Grant St. Suite 304
Denver, CO 80233
Prepared By:
Eugene G. Coppola .,-
P. O. Box 260027
Littleton, CO 80127 '!
303-792-2450 E r
fi�
December 13, 1999
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Table of Contents
I. INTRODUCTION 1
II. EXISTING CONDITIONS 3
A. Existing Road Network 3
B. Existing Traffic Conditions 3
C. Existing Traffic Operations 5
D. Surrounding Land Uses 7
III. FUTURE TRAFFIC CONDITIONS 7
A. Agency Discussions 7
B. Development Assumptions 8
C. Site Traffic 8
D. Trip Distribution 12
E. Background Traffic Volumes 17
F. Future Roadway System 18
IV. TRAFFIC IMPACTS 22
A. Short-Term Geometry 22
B. Short-Term Operating Conditions 24
C. Long-Term Operating Conditions 27
V. DESIGN AND OTHER ISSUES 31
A. Storage Requirements 31
B. Implementation Discussion 33
1. SH 119 — Frontage Road Intersection 33
2. Riverdance Access — Frontage Road Intersection 33
3. CR 28 — Frontage Road Intersection 34
4. SH 66 — Frontage Road Intersection 34
VI. CONCLUSIONS 35
List of Figures
Figure 1 Vicinity Map 2
Figure 2 Current Traffic 4
Figure 3 Current Roadway Geometry 6
Figure 4 Concept Plan 9
Figure 5 Project Phasing Plan 10
Figure 6 Site Traffic Distribution 13
Figure 7 Phase I Site Traffic 14
Figure 8 Phase II Site Traffic 15
Figure 9 Buildout Site Traffic 16
Figure 10 Short-Term Background Traffic 19
Figure 11 Long-Term Background Traffic 20
Figure 12 Short-Term Total Traffic 23
Figure 13 Short-Term Roadway Geometry 25
Figure 14 Long-Term Total Traffic 28
Figure 15 Long-Term Roadway Geometry 29
I. INTRODUCTION
The Riverdance P.U.D. (Riverdance) is planned east of Interstate 25 (1-25), north of
State Highway 119 (SH 119) in Weld County, Colorado. It is generally located in the
southeast corner of the 1-25 Frontage Road — Weld County Road 28 (CR 28) inter-
section. When fully developed, Riverdance will be a blend of residential, retail, and
office uses.
The site is located just north of Saint Vrain Creek and is about 485 acres in size. A
vicinity map is presented on Figure 1.
This traffic impact study follows the established guidelines for traffic impact studies as
are applicable and appropriate to the proposed project. The following key steps were
undertaken as part of this study.
• Obtain current traffic and roadway data in the immediate area of the site.
• Evaluate current traffic operations to establish the base condition.
• Determine site generated traffic volumes and distribute this traffic to the nearby
street system.
• Project roadway traffic volumes for both short- and long-term conditions.
• Evaluate traffic operations with Riverdance fully operational under both short-
and long-term conditions.
• Identify areas of potential deficiencies.
• Recommend measures to mitigate the impact of site generated traffic as ap-
propriate.
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Figure 1
VICINITY MAP
2
II. EXISTING CONDITIONS
A. Existing Road Network
The site is adjacent to the east 1-25 frontage road some 1% - 2 miles north of SH 119.
The frontage road and SH 119 were recently under construction as part of an im-
provement project at the 1-25 — SH 119 interchange and development related im-
provements. A new bridge was built across the frontage road just south of the site.
The frontage road has one lane in each direction adjacent to the site. CR 28 abuts
the Riverdance site on the north. It is an unpaved County roadway with one lane in
each direction.
CR 11 is an unpaved roadway extending from CR 28 to the north. It will be extended
to serve Riverdance and other future developments as part of this project.
B. Existing Traffic Conditions
State Highway 66 (SH 66) is an east-west roadway about one mile to the north of CR
28. It serves the Platteville area and connects to 1-25. It has one lane in each direc-
tion with a 50 mile per hour speed limit.
Traffic volumes were collected from various agency sources, earlier studies in the
area and from Weld County's consultant, Felsburg, Holt, & Ullevig (FHU). Supple-
mental peak hour and daily traffic volumes were collected as part of this study. This
data is presented on Figure 2. A significant amount of construction traffic is included
in this data and therefore, they reflect higher than normal conditions. In order to
conduct conservative analyses, no downward revisions were made. Pertinent count
sheets are presented in Appendix A.
3
a
Ca
R CC
W d
Ln
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N N
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N 13/5
m
Co 2 m
N r` r 41- 377/379
A c 18/13
♦ 15500 SH 66
54/461 I t r
299/410 NN CO
N
24/4
V NN
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m
W
o
N m N 1/2 r N
O ♦- 0/0 N 1/2
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86 CR 28
2/3 1 t 0/0-f
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N
m
m
LEGEND: AM/PM
r rn 7/3 Daily
m o
N m CO 4— 211/153
A C 22/3
♦ 5168
SH 119/CR 24
36/16 ' t 1'
150/196 —O. � o
N
232/88 — N-
o
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o �
Figure 2
4 CURRENT TRAFFIC
C. Existing Traffic Operations
Current roadway geometry and traffic controls were field inventoried and are pre-
sented on Figure 3. Peak hour traffic was loaded onto the current roadway system
and evaluated using Highway Capacity Manual (HCM) procedures. This resulted in
the following peak hour levels of service (LOS) for existing operations.
CURRENT OPERATING CONDITIONS
Movement/ Level of Service
Intersection Direction AM Pk Hr. PM Pk Hr.
SH 119 — Frontage Road EB B A
(Signal) WB B B
NB B C
SB C C
Overall B B
SH 66 — Frontage Road EB LT A A
(Stop Sign) WB LT A A
NB LT/TH/RT A A
SB LT/TH/RT A A
Overall A A
CR 28 — Frontage Road NB LT A A
(Stop Sign) SB LT A A
WB LT/TH/RT A A
EB LT/TH/RT A A
Overall A A
CR 28 - CR 11 EB LT A A
(Stop Sign) SB LT A A
SB RT A A
Overall A A
Capacity work sheets are in Appendix B.
5
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c4
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V_
,)
S SH 66
U
To
Akic �
gravel CR 28
-1110.
LEGEND: AM/PM
o- SH 119
.a.
t ry
Figure 3
6 CURRENT ROADWAY GEOMETRY 'I
D. Surrounding Land Uses
Riverdance will be built on ground that is currently vacant. The site is typical of the
area to the east of 1-25 and its semi-rural character. Retail development is currently
underway in the northwest corner of the frontage road and SH 119. Several major
industrial developments are located along the frontage road to the south of SH 119.
West of 1-25 is more fully developed in the immediate area of 1-25; however, devel-
opment pressures are occurring throughout the area. A number of developments are
discussed in more detail in other sections of this report.
III. FUTURE TRAFFIC CONDITIONS
A. Agency Discussions
Prior to commencing with this traffic study, discussions were held with Tess Jones
and Gloria Hice-Idler (CDOT), Don Carroll and Frank Hemper (through Don Carroll)
(Weld County), Chris Fasching and Debra Nelson of FHU (the County's consultant)
and the project planning consultant, Molly Orkild-Larson (TuttleApplegate). As di-
rected by the County, FHU was contacted regarding study contents and issues need-
ing to be addressed. The issues, assumptions and parameters contained in this study
were discussed with those individuals. Key items from those discussions are noted
below.
1. The Weld county Mixed-Use Development Plan should be used to estimate the
future roadway system.
2. An estimate of short- and long-term traffic volumes should include local area
developments in addition to an overall growth in background traffic.
3. FHU provided County traffic volume information and information concerning the
Kahn parcel. No other development information was available.
7
4. FHU stated that issues surrounding the Riverdance internal streets had been
resolved and that the classification of these streets was no longer an issue.
5. CDOT asked that the site access to the frontage road be fully evaluated for
auxiliary lanes.
6. CDOT, acknowledged that improvements at SH 119 and SH 66 are attributable
to more than one development, but asked that likely improvements be identi-
fied. Other potential developments were discussed based upon CDOT con-
tacts. The status of frequently mentioned developments was also discussed.
B. Development Assumptions
The current development schedule anticipates ground breaking in 2000 with comple-
tion of Riverdance over the next 8 years. The residential areas will be constructed
initially with the office/commercial area to follow. The residential areas are expected
to be built out by 2005 with the office/commercial area starting shortly thereafter with
completion in 2008. By definition, the short-term is indicative of project build out. At
that time, 648 residential dwelling units, 115,000 square feet of general office space, a
35,000 square foot shopping center, and a 4,000 square foot gas/convenience store
are anticipated. Site access will be provided by three connections to the area road-
way system: two to CR 28 and one to the frontage road. The eastmost connection to
CR 28 will form the south leg of CR 11. It is currently offset by some 40 feet; how-
ever, CR 11 will be realigned to match this access when the parcel to the north devel-
ops. It is considered aligned for purposes of this study. A concept plan is presented
on Figure 4. The anticipated project phasing is illustrated on Figure 5.
C. Site Traffic
Site traffic was estimated using the Institute of Transportation Engineers (ITE) publi-
cation "Trip Generation, 6th Edition". Land use categories corresponding to the pro-
8
RIVERDANCE P.U.D. � �1 �'�fiE , w„
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Figure 4
CONCEPT PLAN
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RIVERDANCE P.U.D. a ev " " I
Change of Zone to •Weld County, Colorado ! re
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d I t Figure 5
PHASING PLAN
NOTE: Refer to site traffic table (p. 11) for uses within each area.
posed uses were employed in estimating site generated traffic. The townhome, single
family residence, gas station/convenience store, general office and shopping center
classifications were deemed consistent with the proposed land uses within River-
dance. Morning and afternoon highway peak hours and daily traffic was calculated.
The proposed blend of land uses is ideal for enhancing internal trips; however, in the
interest of conducting a conservative analysis, no reductions were applied. This will
permit more intense uses to be built if desired while keeping within the parameters of
this study. Site traffic volumes by area are presented in the following table. Areas
listed on the table are identified on the project phasing plan (Figure 5). Areas 1 — 8
(inclusive) represent Phase One and are residential land uses. Area 9 represents
Phase Two and consists of office/commercial uses.
DAILY AM PEAK HOUR PM PEAK HOUR
Area Use Size Rate Trips Rate In Out Rate In Out
1 Single Family 57 DU 9.57 545 0.75 11 43 1.01 37 21
Patio/Townhome 25 DU 5.86 147 0.44 2 9 0.34 9 4
2 Patio/Townhome 57 DU 5.86 334 0.44 4 21 0.54 21 10
3 Single Family 109 DU 9.57 1,043 0.75 20 61 1.01 71 39
4 Patio/Townhome 138 DU 5.86 809 0.44 10 50 0.54 50 25
5 Single Family 75 DU 9.57 718 0.75 14 42 1.01 49 27
6 Single Family 48 DU 9.57 459 0.75 9 27 1.01 31 17
Patio/Townhome 22 DU 5.86 129 0.46 2 8 0.54 8 4
7 Single Family 59 DU 9.57 565 0.75 11 33 1.01 38 21
8 Single Family 58 DU 9.57 555 0.75 11 33 1.01 38 21
PHASE I TOTAL 5,304 94 327 352 189
9 General Office 115,000 SF 11.01 1,266 1.56 158 21 1.49 29 142 i
Shopping Center 35,000 SF 42.92 1,502 1.03 22 14 3.74 63 68
Gas/C-store 4,000 SF 845.6 3,382 45.85 91 91 60.61 121 121
PHASE It TOTAL' 6,150 271 126 213 331
GRAND TOTAL 11,454 365 453' 565 520
11
As shown, Phase I of Riverdance is expected to generate 421 trips during the morn-
ing peak hour, 541 afternoon peak hour trips, and 5,304 trips per day. Phase II
consists of office and commercial uses and will generate an additional 397 morning
peak hour trips, 544 afternoon peak hour trips and 6,150 trips per day. The antici-
pated commercial uses typically draw significant amounts of traffic from the passing
traffic stream. This will not affect driveway activity; however, the proposed develop-
ment can be expected to generate fewer new trips than indicated above. A total of
818 morning trips, 1,085 afternoon trips, and 11,454 daily trips have been assumed
with build out of Riverdance thereby allowing a very conservative analysis. Site traffic
is expected to replicate a normal mix of vehicle types.
D. Trip Distribution
Trip distribution is a function of the origin and destination of site users and the avail-
able roadway system. In this case, the vast majority of traffic is expected to access
the site via the Frontage Road, SH 119/CR 24, SH 66, and Interstate 25. A significant
demand is also anticipated from the west side of 1-25 and the area in and around the
City of Longmont. Site demands to and from the west and south are expected to
grow significantly in the short-term as increased development occurs in nearby com-
munities. Other developments are also expected in the areas directly north and south
of the site. Current traffic patterns, known or potential development activity, and the
land uses indicated in the Mixed Use Development (MUD) Plan form the basis for
future site traffic demands. About one-half of the commercial area traffic is expected
to be generated by the residential areas within Riverdance. Directional traffic distribu-
tions are shown on Figure 6.
Morning and afternoon peak hour site traffic expected on the nearby street system is
shown on Figures 7, 8 and 9, for Phase I, Phase II, and build out conditions, respec-
tively.
12
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1 1
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SH66
0-5% 5- 10%
0
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0-5%
f r
CR 28
SITE
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--- - SH 119
40 - 45%
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Figure 6 f I
13 SITE TRAFFIC DISTRIBUTION
0
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Wuo
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SH 66
15/50 —1/2 R
O E
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CC
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o N 2511 0 O OE
e' 4— nom/nom 15/10 c c 4— 5/5
30/5 5/5 1 — 5/5
250 CR 28
nom/nom —► * r nom/5 (V 5/nom 1 c
ry
nom/nom 5/15 N E --nom/nom ► 1
O
c o o� c nom/5 � E
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N N
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1 j- 250/145
Access Road
O
4850
t
N
V E
O
C
O E r
o
r_
LEGEND: AM/PM
rn O
r 0 r
Daily
1 'L 5/10
SH 119
50/180 1 NOTE: Rounded to nearest 5 vehicles.
0
ui
Figure 7
14 PHASE I SITE TRAFFIC
V
m
To- O
CC
W N
Lo rn
N
c
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SH 66
35/10 1 r
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C r 60/175 y k 50/90
Access Road
rIr 215/120
rn
Ln
co
-f
O
in
u1 E LEGEND: AM/PM
o Q o
10 c
AI l NOTE: Rounded to nearest 5 vehicles.
♦ y �--� 20/5
SH 119
80/15 1 1
E
O
c
O
N
Figure 8
15 PHASE II SITE TRAFFIC
p
1-1) Ct
W a,
Lo co
N
O
Llt
in
E
0
C
1 5/5
SH 66
50/60 1 1 r'
o (.1) N
0 u E
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n c
CC
U LOE
0
0 o 25/10
N E E
t0 in 4-- nom/nom c c
4-- 15/10 �- 5/5
0- 30/5 0- 5/5 1 - 5/5
350 CR 28
nom/nom —► nom/5 —Po. 5/nom -� 1 (Trnom/nom
5/15 O EI nom/nom --I* o
0
co oo coc N nom/5 v, 0
In c
E m E In N E
0 0 O
C C c
O
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N p D
V) (a (V
U p 0
e
InC N o
o Q N
0 0
m (0 �— 35/80 I 50/90 0
1 y 310/320 4- 270/170
8500
Access Road
7300
O 1 215/120
0
(o 85/315
E
0 O
C ('I
0
o (NLEGEND' AM/PM
1.0
n
c
u N
O A O Daily
N (0 r
1 C. It- 25/15
SH 119
130/195 11
O
M
Figure 9
16 BUILDOUT SITE TRAFFIC
E. Background Traffic Volumes
Background traffic was developed using annual growth rates consistent with CDOT's
20-year factor for SH 119, information provided by FHU, and known or frequently
mentioned developments. Other developments in the area include the following:
• The Villa at Del Camino
• The Kahn property
• The Martinez property
• California Homes development
• An unnamed development at the SH 66 —frontage road intersection.
• Del Camino Center (*)
• Del Camino South (*)
• Del Camino East (*)
• Hirschfeld Industrial Park (*)
Of the above developments, only the Kahn property, the Villa at Del Camino and
some of the industrial developments south of SH 119 (*) have had traffic studies
done. The remaining projects have been discussed; however, no formal development
information has been submitted. The most significant project by far is the Varra site,
which may have some 920,000 square feet of space about equally divided between
retail and office uses. By itself, the Varra development could generate some 24.000
daily trips and up to 2,400 afternoon peak hour trips. Detailed information about the
planned uses, intensity, and timing of these projects was solicited from FHU, the
County and CDOT. No further information was available. Estimates based upon
other traffic studies were used when available; however, hearsay information regard-
ing the use and timing was used for the remaining developments.
17
Short-term conditions (2008) were assumed to include build out of the Kahn and the
Villa at Del Camino projects, and partial completion of the Varra and other assumed
projects. Short-term background traffic is presented on Figure 10. It represents about
one-quarter development of the Varra project and one-half development of projects to
the north of the site. Direct access to the frontage road and adjacent streets was
assumed for each project.
Long-term traffic includes build out of the identified developments and about one-half
build out of the Varra project. This is reasonable considering the 2020 time frame
associated with the long-term. Long-term background traffic is shown on Figure 11 .
It should be noted that as more formal plans and submittals surface, the other devel-
opments will need to assess traffic conditions based upon better defined activity and
timing. They will also need to include Riverdance traffic as part of those studies.
Background traffic, therefore, is being continually updated and evaluated as the area
undergoes the transition from a rural to an urban environment.
F. Future Roadway System
Future roadway improvements are expected over the short- and long-term. These
improvements are needed to accommodate future development and are best ad-
dressed on an area-wide basis. The driving force behind most improvements will be
development activity. Some of these improvements have been identified as needed
in conjunction with nearby developments. Others are more general improvements
identified in the MUD Plan.
Short-term A second northbound left turn lane on the frontage road
approach to SH 119.
• Two through lanes and left- and right turn lanes on both
SH 119 approaches to the frontage road.
18
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O CC
lil w
u7 C)
N R
� C
O
L
LL.
tr) LID
N N N 10/10
Q 4) �!
N N 1- 25/175
4) 1 10/25
SH 66
75/25 1) 1 r
175/150 —P. to a
125/75 -4 N
0 0
in r r
ti
75/75
LO"' N.
4-5/5
,4 L 50/75
CR 28
5/5
5/5 -I.
5/5 —4 o to to
r N r
O O O
CO r-
0 o u It - 75/85
co a N
`~ r 4- 315/530
,) 1 , 80/90
SH 119
300/225 - 1
480/475 -0 OO u" OC)
600/150 -.41 CON
in
N co ((O
LEGEND: AM/PM
nom= nominal
Figure 10
NOTE: Rounded to nearest 5 vehicles.
SHORT-TERM BACKGROUND
TRAFFIC
19
-o
o
o
W m 1
t rn
N CO
O
lit1 0/1 0
in O
"' "' 4- 100/400
10/50
SH 66
150/50 1
350/300 —D.
o IC o
250/150 -- 'n N
o N 1 to N
U)
o CO
N-
Z: a tO.o
k— 150/150
f— 10/10
A) , ►c— 100/150
CR 28
10/10 -�
10/10 —Do
10/10 Noo
o 0
O O
u) r)
ouzo
N LC)
to CV 115/95
41
CO N r 4— 460/1300
t 170/240
SH 119
350/125 —P 1. 1 r"
1040/1050 —D. 0 co N
850/320 g U) o
O U) N
N N N
LEGEND: AM/PM
nom = nominal
Figure 11
NOTE: Rounded to nearest 5 vehicles.
LONG-TERM BACKGROUND
TRAFFIC
20
Widening to provide north- and southbound left turn lanes
on the frontage road at CR 28. Northbound and west-
bound right turn lanes are also needed.
Auxiliary lanes for left- and right-turns on all approaches at
the SH 66 —frontage road intersection.
Construction of a new four-lane roadway extending north
from SH 119 in conjunction with the Varra develop-
ment. This roadway will connect to the existing front-
age road. It will extend south of SH 119 as a four-lane
arterial. It is expected to siphon some traffic from the
frontage road — SH 119 intersection and significantly
alter traffic flows when available.
Long-term Widening of the frontage road to four lanes between SH
119 and SH 66.
Improvements to CR 28 each side of and under 1-25.
Relocation of the frontage road intersection with SH 66 to
the east.
Widening SH 119 to six-lane arterial standards from the
new arterial roadway to the west.
Site specific improvements related to Riverdance are evaluated and discussed in the
following sections of this report.
21
IV. TRAFFIC IMPACTS
In order to assess operating conditions with Riverdance operational, capacity analysis
procedures were utilized at six critical locations. These locations are the East 1-25
Frontage Road intersections with SH 119, CR 28, and SH 66 as well as the three site
access intersections. Prior to performing capacity analyses, each location was re-
viewed to determine the need for auxiliary lanes.
A. Short-Term Geometry
Short-term total traffic is shown on Figure 12. It represents the combination of site
and background traffic for the year 2008. It must be recognized that traffic indicated
on this figure addresses the three miles between SH 119 and SH 66 and nearby
areas, all of which, are part of a current "hot bed" of development activity and discus-
sion. A review of these and other traffic volumes was conducted to determine the
improvements "reasonably" related to Riverdance.
In the short-term, southbound left turn and northbound right turn deceleration lanes
are needed along the Frontage Road at the access road serving Riverdance. Addi-
tionally, a westbound to northbound right turn acceleration lane is needed at this
access in conjunction with Phase II of Riverdance. The access should have two
approach lanes to the frontage road. Based upon Phase II uses, the first full move-
ment access to the Office/Commercial area should be located about 600 feet east of
the frontage road. This will allow sufficient left turn storage between the frontage road
and the access.
A southbound left turn lane will be numerically warranted on the frontage road at CR
28. This improvement will be needed about midway through Phase I of Riverdance.
Numerical warrants are also expected to be met for westbound left and right-turn
22
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W y
in no?
N a
0O U-
V_
in
0 0 Lip 0 0 CO R
25/10
U)
co co v 4— 400/555
A) 1 ck 0-- 35/45
SH 66
75/251 1 r
375/550 —► in N 0
200/140 MI ° N Q
Q up m
o r N
CO
W
U
0
N 0
in L- 100/65 L in N
� o E 1025
N m ~- 5/5 4— 155/165 m o
m 4- 125/140
IC 1 �- 60,60 5/5 a) 1 c t- 5/5
CR 28
5/5 1 VI Al i' 100/150 —lo. 5/10 1 1 r"
5/5 —� N m o 5/15 —� `L.) E 125/135 —I. o �n E
5/5 r m u Co c nom/5 u m c
I.BN N E
m o
C
co V
to co
N p
o Cu
Q O
O c
QO O O N
to C 7 o co
`° at-- 35/80 in
N in 50/90 Q
310/320
a) C 50/90 270/170
Access Road
ti 215/120 1
0 LU 85/315 —Do
of CD
N CO
0 0
CO V
'- N
N un LU
N 'r'
N- N LU LEGEND: AM/PM
In In In 100/100
CO 0 CO
'r' N r 4— 525/885 nom=nominal
♦ c r 100/95
SH 119 NOTE: Rounded to nearest 5 vehicles.
365/3301 1 rir
730/770 —► O tin o
n tip) m
830240 m N 6
00 � N- Figure 12
N r
23 SHORT-TERM TOTAL TRAFFIC
lanes at this intersection. These lanes are not operationally needed until such time
that other development occurs. The westbound left turn is not feasible given the size
of the opening under 1-25. Right-of-way issues may preclude installation of these
lanes until such time that additional development occurs. At that time, the other
developments will likely be the driving force behind the need for these lanes.
Numerical warrants are also satisfied for an eastbound right turn deceleration lane
and a northbound left turn deceleration lane at the SH 66 —frontage road intersection.
These warrants are currently satisfied and are compounded by Riverdance site traffic.
There does not appear to be sufficient right-of-way or spacing to allow installation of
these lanes. In reality, they are best installed in conjunction with the relocation of the
frontage road to the east. This is planned when development occurs in the immediate
area of the intersection. That development will likely generate a larger amount of
turning traffic and drive the need for these lanes.
Short-term roadway geometry and controls are shown on Figure 13.
B. Short-Term Operating Conditions
Capacity analyses were conducted to assess short-term conditions at critical intersec-
tions. These analyses represent conditions with Riverdance fully built and other area
developments in various stages of completion. They were undertaken using total
traffic from Figure 12 loaded onto the roadway geometry shown on Figure 13. For
evaluation purposes, desirable intersection operations are defined as overall level of
service (LOS) 'D' or better under peak hour conditions. Critical left turn movements
will typically operate at LOS `E/F' under stop sign control. This is considered normal
and therefore acceptable provided overall LOS 'D' is achieved. Anticipated conditions
are shown on the following table.
24
co
R D_• '
W y
ci m
N c
C
O
L
lit-
A) • IC
O SH 66
rt
U
1 47- 7- + ')
® ® ® CR28
WI t ir I" + +
N
y U
N N
U O
ilt-
A
Q
A1 �• IC .-k-
CD Access Road
1 iir _A.
4--
IC
o. SH 119
o.
Figure 13
25 SHORT-TERM ROADWAY GEOMETRY
SHORT-TERM OPERATING CONDITIONS WITH RIVERDANCE
Movement/ Level of Service
Intersection Direction AM Pk Hr. PM Pk Hr.
SH 119 — Frontage Road EB B C
(Signal) WB C D
NB D D
SB C D
Overall C C
SH 66 — Frontage Road EB B B
(Signal) WB B G
NB B C
SB C G
Overall B 8
CR 28 - Frontage Road NB LT A A
(Stop Sign) SB LT A A
WB LT/TH B C
WB RT A B
EB LT/TH B C
EB RT A A
Overall ;A B
CR 28 —Access Road WB LT _ A A
(Stop Sign) NB LT B B
NB RT A A
Overall A A
CR 28 — CR 11/Access Road EB LT A A
(Stop Sign) WB LT A A
NB LT/TH/RT A A
SB LT/TH/RT A A
Overall A A
Frontage Road —Access Road SB LT A A
(Stop Sign) WB LT C D
WB RT A B
Overall j B C
26
As indicated, very acceptable operations can be expected in the short-term with
Riverdance fully built. Additionally, other developments were considered either fully
or partially built at this point in time. Capacity work sheets are in Appendix C.
C. Long-Term Operating Conditions
Capacity analyses were conducted at the same locations indicated above; however,
in the long-term, additional roadway geometry is expected on the area street system.
These improvements are mostly development driven; however, most system im-
provements indicated on the MUD Plan are also assumed installed. Long-term total
traffic is shown on Figure 14 with the anticipated long-term roadway geometry shown
on Figure 15.
These traffic volumes and roadway geometry were used to assess long-term opera-
tions at critical intersections. This resulted in the anticipated levels of service shown
on the following table.
27
-o
co
co o
CC
W a,
in f0
N
c—
o
LL
0
to in 0
• (.0 `° it- 25/15
O co co
N N (0 4-- 475/780
1 35/90
1740) SH 66
200/95 illRI I (iv
650/710 — fr
M 0 co
325/215 r
Co O N
O h co
cort
0 N O
N
01
0
O O O OD i CO O N
0 o co R— 175/160 u `) o
6' in inN 4-- 10/10 N 0 0 25/50
a 1 130/155 — 70/55 C f— 50/50
c. 5/5 a) I C j- 5/5
6400 3750 C R 28
10/10 R 200/300 —► V) (V 100/100 _, � I
10/10 —► c1 1 5/15 —� N E 100/200 —► of N E
10/10 cj N 0 oo � nom/5 N u0 0
N N E
O N E
0
00 N
o re o
cu
8 d' re
o
o Q CC
o u)
d O O O u)
t m O
N
co coo _ 35/80 co.- VV) O
U
1 310/320 lik— 50/90 4 270/170
Q
0 8500 7300 Access Road
0
N 215/120 -ill
co m 85/315 -*
m r)
N 0
N
N N N
N 0 N
a eq N-
N LEGEND: AM/PM
00 m CO it— 140/110
") N r 4--- 660/1300 nom = nominal
a)I1 170/240
39800 • 32300 SH 119 NOTE: Rounded to nearest 5 vehicles.
480/320 --, I) I
1040/1050 --► o N o
o N N
850/320 —4 g co coo co - -
0 N Figure 14
NN
28 LONG-TERM TOTAL TRAFFIC
to 0
cu
W a,
in 0
C
AiJ
o SH 66
rr
1 7
z z CR 28
C"
NCU
O
0
U O
Q It
Access Road
11riv
4-
11c,
o SH 119
Figure 15
29 LONG-TERM ROADWAY GEOMETRY
LONG-TERM OPERATING CONDITIONS WITH RIVERDANCE
Movement/ Level of Service
Intersection Direction AM Pk Hr. PM Pk Hr.
SH 119 — Frontage Road EB C C:
(Signal) WB C C
Na C C
SB C C:
Overall C C
SH 66 - Frontage Road EB B B
(Signal) WB C C
NB C C)
SB C D
Overall C C
CR 28 — Frontage Road NB LT A A
(Stop Sign) SB LT A A
WB LT/TH C E
WB RT A B
EB LT/TH C C
EB RT A A
Overall A B
CR 28 —Access Road WB LT A A
(Stop Sign) NB LT B B
NB RT A A
Overall 1 A A
CR 28 — CR 11/Access Road EB LT A A
(Stop Sign) WB LT A A
NB LT/TH/RT A A
SB LT/TH/RT A A
Overall A A
30
LONG-TERM OPERATING CONDITIONS WITH RIVERDANCE
Movement/ Level of Service
Intersection Direction AM Pk Hr. PM Pk Hr.
Frontage Road —Access Road SB LT A A
(Stop Sign) WB LT C E
WB RT A A
Overall B C
As indicated, the left turn movements at the CR 28 and Access Road intersections
along the frontage road will operate at LOS 'E' during the afternoon peak hour. This
is considered normal under urban peak hour conditions and stop sign control. At off—
peak times, improved operations can be expected. Accordingly, acceptable opera-
tions can be expected through the long-term (2020) time frame. Capacity work sheets
are presented in Appendix D.
V. DESIGN AND OTHER ISSUES
The following issues are critical design considerations or items identified as needing
to be addressed during the course of this study.
A. Storage Requirements
Based upon the anticipated traffic volumes, the following vehicle storage is needed at
the frontage road intersections serving the site.
31
These lengths are based upon the current speed limit and critical peak hour traffic
demands. They remain valid through the long-term since site traffic is expected to be
fully built out in the short-term.
•
VEHICLE STORAGE REQUIREMENTS
DECELERATION
•
LOCATION MOVEMENT LENGTH
Frontage Road —Access Road NB RT deceleration 600 feet
SB LT deceleration 600 feet
SB LT deceleration 25 feet
WB RT acceleration 960 feet*
Frontage Road — CR 28 SB LT deceleration 600 feet
WB RT deceleration 435 feet
Frontage Road — SH 66 EB RT deceleration 500 feet
NB LT deceleration 435 feet
* Subject to grade adjustments to be determined during preliminary design
Taper length is included in the indicated acceleration and deceleration lengths.
Speeds of 55 miles per hour are posted on the frontage road indicating an 18.5:1
transition taper ratio. Redirect tapers of 55:1 should be used. A 45 mile per hour
approach speed was used on the frontage road at SH 66 and on CR 28 at the front-
age road. This will result in 13.5:1 transition tapers and 45:1 redirect tapers. These
design parameters are conditional based upon the preliminary design procedure and
the posted speed limit at the time they are installed. They are also subject to design
modifications based upon physical constraints, right-of-way availability, and other
uncertainties.
isfir
32
B. Implementation Discussion
The improvements identified at the site access intersection along the frontage road
are clearly a direct result of Riverdance. They should be implemented early in the
development process or at the point in time when they become warranted. Other
improvements, however, become much more clouded as to when and if they will be
warranted. This is normal for a rural area transitioning to an urban area. It becomes
a perpetual 'chicken and egg' routine when trying to identify site related improve-
ments, other developments, and system roadway upgrades. The driving force behind
the confusion is overlapping traffic from the various developments, overlapping devel-
opment schedules, changing development activity due to changing market conditions,
supply/demand fluctuations, and so on. This is further complicated by area-wide
system improvements that are identified but lack funding. Anyway, it appears that
logic, albeit subject to change, should prevail. A brief discussion on each key inter-
section is presented below.
1. SH 119 — Frontage Road Intersection
This intersection has recently been improved. Further improvements have been
identified in conjunction with other developments and should be provided by those
developments. No further spot improvements appear needed with the development of
Riverdance through the long-term
2. Riverdance Access — Frontage Road Intersection
This intersection is clearly needed for the primary benefit of the Riverdance project.
The needed improvements should be implemented, when warranted, by the devel-
oper.
•
33
3. CR 28 — Frontage Road Intersection
The opening under 1-25 and possible right-of-way issues are of concern at this loca-
tion. The Riverdance project will cause southbound left turn, westbound left turn, and
westbound right turn lanes to exceed the numerical warrants contained in CDOT's
Access Code. In reality, however, traffic volumes will remain minor until such time
that other development occurs and therefore, these lanes are not needed for opera-
tional purposes. Site traffic will add about 20 -30 vehicles to each movement under
build out, high peak hour conditions. Without the other new developments, current
traffic is expected to remain relatively stable. There are currently 3 or fewer vehicles
making these turns. This results in 20 — 35 turning vehicles during the high peak hour
with Riverdance fully built out. These volumes are not considered critical.
The westbound left turn lane cannot be installed until the underpass under 1-25 is
widened. The westbound right turn and southbound left turn can be implemented
provided sufficient right-of-way is available. All widening, however, would probably
have to occur on the east side of the frontage road given the proximity of 1-25. These
improvements may have to wait until the southeast and northeast corners of this
intersection are developed. The future widening of the frontage road to two through
lanes in each direction should also be acknowledged during the decision process as
well as the likely need for the two corner parcels to install southbound left turn lanes
at their frontage road access points.
4. SH 66 — Frontage Road Intersection
Numerical warrants are already satisfied for eastbound right turn and northbound left
turn lanes at this intersection. These movements are impacted by Riverdance traffic
causing traffic to further exceed the numeric thresholds. Per CDOT and as confirmed
in the MUD Plan, the frontage road will be shifted to the east in the future. CDOT has
been contacted by a developer concerning the southeast corner of this intersection. If
34
that development proceeds, it will facilitate the relocation of the frontage road and an
upgraded intersection design. The new development will likely be served by the
frontage road and will drive the need for additional approach lanes on most, if not all,
legs of the intersection.
The installation of the two lanes impacted by Riverdance cannot reasonably be
expected. This is due to some 60 feet of separation between the 1-25 northbound off-
ramp and the frontage road and the available right-of-way to the east of the frontage
road. Since SH 66 is elevated over 1-25, the surrounding area is well below the ramp
and frontage road. These conditions adversely impact the implementation of im-
provements to the frontage road.
VI. CONCLUSIONS
Based upon the data, analyses and investigations described above, the following can
be concluded:
• Current traffic volumes adjacent to the site are minor.
• With the recent rebuilding of the 1-25 — SH 119 interchange and frontage road
relocation, a surplus of roadway capacity currently exists. This will facilitate
very acceptable roadway operations.
• Site traffic volumes are significant with Phase I (the residential areas) traffic
estimated at 421 trips during the morning peak hour, 541 trips during the after-
noon peak hour, and 5,304 trips per day. Phase II (the office/commercial ar-
eas) site traffic will add 397 morning peak hour trips, 544 afternoon peak hour
trips, and 6,150 trips per day. These trips are considered manageable.
• With the addition of traffic from known or potential development projects, a very
substantial amount of new traffic will be added to the local street system. This
35
traffic can be mitigated in the short-term with the roadway geometry shown on
Figure 13.
• The following improvements are needed, at least numerically, in conjunction
with the Riverdance development:
1). A northbound right turn lane and a southbound left turn lane at the site ac-
cess intersection along the frontage road. These improvements should be
implemented early in Phase I. A westbound to northbound right turn accel-
eration lane is needed at this intersection in conjunction with Phase II.
These improvements appear viable but are subject to preliminary design
findings.
2). The viability of other identified improvements is questionable due to right-of-
way restrictions and/or other existing conditions. These improvements,
however, are not operationally needed, are exacerbated by other develop-
ments, and can be easily implemented as other developments come on
line. They include a southbound left turn, westbound left turn, and west-
bound right turn lanes at the frontage road — CR 28 intersection and east-
bound right turn and northbound left turn lanes at the frontage road - SH 66
intersection. These limitations should be field verified during preliminary
design.
3). County Road 28 should be paved to two lane collector standards from the
east site access to the frontage road. No other improvements are needed
along CR 28.
4). The main internal roadway extending from the frontage road to CR 28
should be built to collector standards. At the frontage road intersection, two
outbound lanes (one left turn and one right turn) should be provided. The
first full movement access to the office/commercial area should be located
about 600 feet east of the frontage road. An eastbound left turn lane should
be provided at this location. To the east of this location, a typical collector
roadway design is appropriate. The driveway to the office/commercial area
should have two outbound lanes at the access road intersection.
36
Design parameters for the identified improvements are stated in earlier sec-
tions of this report. These are subject to modification based upon facts that
may arise during preliminary design.
• In the long-term, the roadway geometry shown on Figure 15 will assure contin-
ued acceptable operations at key intersections, all site access intersections,
and the overall area. These improvements are generally consistent with the
Mixed Use Development Plan (MUD).
• Estimated long-term daily traffic is consistent with the planned roadways.
• The MUD plan should be implemented in concert with or in advance of the
growth in area traffic.
In summary, the existing and planned roadway system is capable of serving the
Riverdance development and other potential developments under both the short- and
long-term time frames. With the identified improvements, acceptable operations can
be maintained for the foreseeable future.
37
APPENDIX A
WI, Contractors, in:
6435 west 55th Avenue, Arvada, CO 80002
1_-19 L9.. Volume by Lane Report - D1116001.PRN 08. -
51a ....Jt990;c,5 Id, 000000770876 Cid, 01 Fnt. 200 - Imperial Intl -0 ..-..
Start ._e - Nov 1C, 1999 at 07:00 End: Wed - Nov 1', _999 __ _ 00
o:do, _owr. OONC.MONT County: wEur
_ccatoon. 1 25 E. FRONTAGE N. OF SH119
_t- _n 0n2 NS
Tel NC% '_6, 1999
995933 8 3 _-
07 39 9 7
CT 43 15 7
20 4 2.
Hour 0-; T__als 52 21
o. 13 6
w 30 16 10
ca 4a 10
8 5 --
Hourly Totals 49 28 75
04:15 11 5 ..
7 4
00 4_ 9 9 __
11 30 4 4
----
Hourly To:tals 31 22 5.
__-13 3 3
_0.30 11 9 2.
10 45 5 6 -
�_,_ 7 10 .
Hourly Totals 26 28
-1 15 10 6 .
--. 0_ __ 10
._.;5 8 11 ..
_c._0 6 16
Hourly Totals 37 43 -
01 45 4 9
_3._[ 13 12 29
39 36 --
Wo Contractors, Inc.
6435 West 55th Avenue, Arvada, CO 80002
._-_9.1995 Volume by Lane Report - Di116001-PRW OE:10 0_
oe ]o; lo. 1999
__... 14 5 . .
9 5 14
45 12 5
14.CI 4 8 __
.no_ Totals 39 23 6_
_
12 5 -
: ,.4i 11 9 _.
5 6 _
R,v-rly `teals 39 26 _
lb 15 9 7
._ ._„ 10 10 2.
2 16 _
_6.31 5 14 ..
Totals 26 47
19.15 7 14 �.
7 10 _
:45 9 21 1
15 21
Hourly Totals 30 60 _
5 10 1
5 10
3 .. 2
16:01 2 7
Hourly Totals 15 52 ..
5
_b __ _ 3
16-45 1
19.. 2 2
nnurly Totals 5 13 _-
4
1, 3C 2 2
19 45 0 2
2: 1.0 3 2
.ate 7_79-5 6 10 -o
WL Contractors, Inc.
6435 West 55th Avenue, Arvada. CO 800O2
- .. 1956 Volume by Lane Report - 01116001.RRR
The Nov 26 1999
1 2 Toe 1
10.15 C 0
o 2
1 3 -4
Oh-r1w Totals 2 7
2 1
1
C C
Ocoly 000als 4 2 _
1 1
12 3. C 2
Sourly totals 1 4
23 15 e
_3 _0 1 0
..3 45
24.60 C
--:.Ou:_y Totals 1 2 '
:45.3 Y5 17 -,57
. 3_ 0 1
90 45 - 0
4_ 5_ 0 0
0
91 __ C 0
0 0
+surly Tcials 0 0
92 15 0
0< 30 0 0
02 45
WL Contractors, Inc
4435 West 55th Avenue, Arvada, CO 20002
-- -- 1599 Volume by Lace Report - D1116001 PRN -
'Fed - Nov IT, __-,Lane2 2 �.
-, ;. o 0
0 _
; 0 0
... ,5
0
hourly Totals 0
0 0
0
tals 4
0
_0:31 3 0
12 3
J, __ 9 2
11
.d ""- Totals 45 5 5_
1E
,w ,5 _0 5
13
.__- azo_s 52 17
___ -
WE Contractors, Inc_
6435 West 55th Avenue, Arvada, CO 80002
__ __ _995 Vo_ume by Lane Report - D1116001.PRN 09.1 Pg
o_a. e50009943515 Id- 0000000070896 old: 01 .m_, 200 - Imoerlal Int __ .._.
etare Tdd 1599 at 07.00 End- Wed - Nev1__. _ _ ._
._.c. County n___
_ 25 S ERON-ACE N. OF 9H119 .___ ..___c. __.....
erd S_ _n2,Nu
Station Data Summary
Lane _ 2 Total
Stand Totals 422 450 932
lrer0e-ages o_. ._ 48.26
Am/Pc Peak Hour Totals
Lane _ 2 Total
nn -,t__ _. 10 37 41 Bo
L___ntages 7-68 9.56 8.58
.r -._..r _6-17 30 60 90
Percertages 6.22 _3.33 9.66
W.L. Contractors 6435 W. 55th Avenue
Arvada, CO 80002
10-21-1999 Volume by Lane Report - D1019001.PRN 13:10 Pg 1
Sta: 000009937316 Id: 000000794029 CId: 01 Fmt, 300 - Imperial 1nt: 15 Mi:..
Start Tue - Oct 19, 1999 at 0800 End: Wed - Oct 20, 1995 a: ed 00
_:Cy/Town. County: WELD
oocaccn SH119 EAST OF I-25 FRONTAGE ROAD File: 01019001.PRN
_n'_-West Ln2-East
Tue - Oct 19, 1999
Lane 1 2 Total
U8.15 48 44 ,2
08:30 38 35 -3
08:45 36 38 -4
09.00 50 36 55
Hourly Totals 172 153 3_5
09:1_5 40 38 73
09.30 46 38 84
09:45 24 31 E5
:000 39 34 -3
hourly Totals 149 141 290
:0 15 38 33 _
:0.30 45 25 73
10:45 36 36 72
_1:10 39 32 -.
Hourly Totals 158 126 284
:1._5 31 33 64
1.1:30 36 36
:1:45 35 40 `5
:2 00 38 38 'o
Hourly Totals 140 147 287
_2:15 53 46 99
12:30 28 39 5
:2:45 41 36 -�
=3:00 32 52 84
Hourly Totals 154 173 327
13:15 41 36 07
:3.30 35 28 e3
_3:45 29 42 71
:4 00 45 34 '9
Hourly Totals 150 140 293
W.L. Contractors 6435 W. 55th Avenue
Arvada, CO 80002
10-21-1999 Volume by Lane Report - D1019001.PRN 13:10 Pc 2
Tue - Oct 19, 1999
Lane 1 2 Total
14:15 25 49
14:30 27 44
_4,45 42 44 3.6
_5:30 53 46 '59
Hourly Totals 147 183 330
15:15 44 40 84
_5.30 39 48 67
15.45 47 66 1.3
16:00 52 44 96
Hourly Totals 182 198 360
16:15 39 67 _36
16:30 36 70 .08
16:45 50 67 1l7
17:00 40 68 11'28
Hourly Totals 167 272 439
17:15 32 89 121
17:30 44 76 120
17:45 50 66 116
18:00 37 55 92
Hourly Totals 163 286 449
18:15 41 40 81
18:30 29 24 53
18:45 30 36 66
19.00 23 32 55
Hourly Totals 123 132 255
19:15 18 24 42
19:30 15 24 39
19:45 10 24 34
20,00 10 22 22
Hourly Totals 53 94 14
20.15 17 23 9:
20:30 11 21 12
2C:45 10 13 23
21:00 6 20 26
Hourly Totals 44 77 121
W.L. Contractors 6435 W. 55th Avenue
Arvada, CO 80002
10-21-1999 Volume by Lane Report - O1019001.PRN 13:11 Pg 3
Tue - Oct 19, 1999
Lane 1 2 Octal
21:15 8 20 28
.-.3^ 5 12 - ,
2L45 10 14 24
22:00 11 14 25
Hourly Totals 34 60 94
22:15 7 11 v
22:30 4 14 1.3
22:45 4 14 19
23:00 3 7 IJ
----- --------
Hourly Totals 18 46 64
23:15 13 5 IS
:3:30 8 4
23:45 1 2 3
24:00 2 0
Hourly Totals 24 18 42
aeo - Oct 20, 1999
00:15 0 1
00:30 1 8 9
00:45 2 2 4
01:00 0 2 1
Hourly Totals 3 13 16
01.15 2 1 3
01:30 1 1 2
- 4_ 1 1 -
02:00 0 2 2
Hourly Totals 4 5 9
02 15 0 0
(2 30 2 0 2
52:45 1 6 7
03 00 2 2 4
'Ho_r-y Totals 5 8 li
03:'1_ 2 1 3
03:30 1 1 2
03:45 2 0 2
W.L. Contractors 6435 W. 55th Avenue
Arvada, CO 80002
10-21-1999 Volume by Lane Report - D1019001.PRN 13:10 Pg 4
Wed - Oct 20, 1999
Lane 1 2 Total
04:00 3 1 4
Hourly Totals 8 3 -_
14._5 1 0
34 30
4 0 4
04:45 6 2 8
05:00 9 5 .4
Hourly Totals 20 7
05.15 15 10 .15
05.30 19 3 12
05:45 25 8 33
06:00 28 9
Hourly Totals 87 30 2..7
06:15 29 22 51
06:30 5B 23 1
06-45 90 55 145
07:00 47 57 114
Hourly Totals 224 157 381
07:15 68 29 47
07:30 69 58 117
07:45 94 50 144
08:00 65 37 _.,l
Hourly Totals 296 174 4"0
W.L. Contractors 6435 W. 55th Avenue
Arvada, CO 80002
10-21-1999 Volume by Lane Report - D1019001.PRN 13:10 Pg
Sta 000009939316 Id, 000000794029 CId: 01 Fmt: 300 - Imperial Int: '-5 k:n
Start Tue - Oct 19, 1999 at 08:00 End: Wed - Oct 20. 1999 at 0:-/0
Ctty/Towel County: WELD
Location: SH119 EAST OF I-25 FRONTAGE ROAD File: D1019201.PRN
Lnl-West Ln2-East
Station Data Summary
Lane _ 2 Total
Grand Totals 2525 2643 5160
Percentages 40.86 51.14
Am/Pm Peak Hour Totals
Lane 1 2 Total
Am Hour 7-8 296 174 470
Percentages 11.72 6.58 9.09
Pm Hour 17-18 163 286 449
Percentages 6.46 10.82 8.69
RPM "MOW TM.. mat.... -.._
TABULAR SUMMARY OF VEHICLE COUNTS
Observer r,t.a,.t 7.,_ _ - Date_.. /Ifirl4 _ Day F'.5 City 4 ^-; n ,--t L = left turn
S = Straight
INTERSECTION OF W C 9< _ AND E• r r`'`e R = Right turn
L.---. F.'^'• ',- .',-' L' i'-,,-. L. to ?d TOTAL f11 L[? v7 IS 1�J[C• 4 TOTAL TOTAL
TIME from NORTH from SOUTH North from EAST from WEST East ALL
BEGINS L S R Total L S R Total South L R Total L S R Total West
:no Ii `"1 0 - 1 O. 7 Li 0 . Ii ( a
-,
7. r) �i 1' b 7 I o ., f G 3
1. -,5 93 1 I Ho L 7 f 9 a 0 1 3 - - _3 ‘..3
To TA L$ 6 4$ ( • 4 1-1 5 3 O I 5
5'a° I t/.lr�n t a3 1 !. •. I
of 7 0 7 I Le) 1 aS"' 77 O a a 1 1 L-t
► a .. �.. �� 1 i t i
,D-q5- d - a 7 I I `r, / ,20 es /
-tar i., d ao 3 54 O o 3 2 O
•
TOTALS __ I.
TABULAR SUMMARY OF VEHICLE COUNTS
Observer ' e Art- .•r/ Date III i I•'i Day ' f•.•t City L c..+l n••- t- L = Left turn
S = Straight
INTERSECTION OF — I' ,c,Z �3 AND t...' ' ( R Right turn
u)C iZ I _ A)JA TOTAL (,vC12 d$ WC rZ 78 TOTAL TOTAL
TIME , from NORTH from SOUTH North from EAST from WEST East I ALL
BEGINS South West
I. S R _ Total _ L S R Total L S R Total L S R Total
i
G, 0 / I I --4 O i 0 0 Of , 0 , 53 . C , 0 _, 0
�,,<, 0 , 0 m 0 _ 15 0 m / / O / Qf I
Q 0 _ G _ / I 6._ / _ _ / 0 k J 0 /
• , a O I , I t ° I , I I ° ,:`" O ,
s: ? D I .2 �, e I I , C I p1 t
r
�: IS 1O I Qs ' I . _ I �d I ?
'. ;, ' P 0 'X 0 6 (7, I / I
�) _ _ g d C_ O- Q _ g4_ ; _,0
T°T _ 4 _ 4 _ _ O I a' _ a 3 O
L - — I - ' 1
r F _ _ -r
r _ - 1 - - --
_ - - - H
L i -
'
I I r_
TOTALS 1. __ __ —_ _ 1 _a ,
- -- - -
f 0 '
TABULAR SUMMARY OF VEHICLE COUNTS
Observer F ,\,r.tA h4 •''.s + U A,f VO c4 Date I'1''+7 y Day_ W e a _ City Lo-q.."--4 L = Left turn
V S = Straight
INTERSECTION OF E` 'f r y t ^r ���� AND s (a C R = Right turn
,
.kF-1v -Z4 Fv L,,f 2d TOTAL 5 V cA, s N 14, TOTAL TOTAL
TIME from NORTH from SOUTH North from EAST r from WEST East ALL
BEGINS L _ S R Total L S R Total South L S R Total L S R Total West
7 Du s 2 5 la , 0 0 6 b 18 `17 'I /o3 is !9 S `39 ,
7.,s _ 0 9 _4 I' 0 2 - ti Is 2 rte ' 71 11 bo 7 7C? ILI 9
7: 30 'i . I _CD I I L( 0 2 (o 17 5- /00 _ ' 109 it si H 1v.2 ./ / _
7.'V ) H , 4, i 0 g 2 1°1 , 9 1 LS _ I I25 I6 13 51 Ti .22a
?oTALs I3 , 7 _ d6 'f I r 1 t8 3'77—13 51 _29i Ail-
S.oo '1 3 ,?5 3 , 5- (o _ to 21 5 3 _A 3 ((c_ 0 r 3 L II _ j8 ,A' /09 ,
.5, ,s 3 .' a1 4 7 a 6 /S y I -j 20 - _Loy I/ _ /DL( _7 /J7 li
j,'0 0 1 , ; I A2 5 I G, 10� 3 1 3 874, 0 99 Iy lea /2(0
/ 3 S I 5` 3 to (Y ,96 R R7_ 3 rot ' +0 _ 7b 2 /UPS
Tart G5 S 1 15 _ p.p.- 1 - 24 15 3747 5 4f. Oro 4.
I ,
- r _ _ .
TOTALS 1 If if ,
•
TABULAR SUMMARY OF VEHICLE COUNTS
Observer I cic• ft 7.p e5 i r�J 11rt3 c Date tibia-11g Day Tkts City LDy-y.--F•?- L = Left turn
S = Straight
INTERSECTION OF tCo si Fro. -1-ury or`cl AND S H 119 R = Right turn
Fr o,ir,r i7ne,r F-,,,,.„ia't 2o.,./ TOTAL 5 H I I9 51-I 119 TOTAL TOTAL
TIME from NORTH from SOUTH North from EAST from WEST East ALL
BEGINS L S R Total L S R Total South L S R Total L S R Total West
1t()_0 I 5 7 7 .21 S R1 'I S . SS a 60 7 3‘ -I1 s`I ry•I 156
7: 15 I 7 to Iy rg y I .23 37 7 51 0 4, I 7 ;8 53 9g r s-1 i 96
7; ?) a G, 10 1$ as 3 ? ? 7 it 3 59 3 ioS la 3R ':� jo? /6, 7 .2/ a
7' ,IS s do I. I a� ri, Li `I s, 'rc ;C'(? .,'I
"TOTALS 8 30 2ft 1J l5 -7 22. 2 i I 36 150 232
'00 y 5 II ...? 5 ' (64, "7 I a I ? 3 . 3
J 11 6 97 c I / O r , . 442 1 ‘11 58 -- O
5_ -o ? I (o ,-/ 1 8 .2 57 S 7 0 `[o 1 'II (o S 1 l'I `1 l '.7.:-.-,
':S r 7 9 s 2 6 65 7Y 0 iin 6 40 3 66, ;S 91 /3'1
TOTALS 4 1 Iq 12'i) 30 al 3 153 3 1‘, Iq a IS
TOTALS 7 3'13 I 3` . 7 1
APPENDIX B
HCS : Signals Release 3 . 1b
Inter: SH 119 City/St :
Analyst : GC Proj # :
Date : 12/9/99 Period: EX ST LT ! AM I PM
E/W St : SH 119 N/S St : = 'ONTAGE ROAD ��
SIGNALIZED INTERSECTION SUMMARY
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes 1 2 0 1 1 1 1 1 1 1 1 1
LGConfig L TR L T R L T R L T R
Volume 36 150 232 22 211 7 79 15 7 8 30 28
Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vol 0 0 0 0
Duration 0 . 25 Area. Type : All other areas
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left P P NB Left P P
Thru P P Thru P P
Right P P Right P P
Peds Peds
WB Left P SB Left P
Thru P Thru P
Right P Right P
Peds Peds
NB Right EB Right
SB Right WB Right
Green 5 . 0 30 . 0 10 . 0 13 . 0
Yellow 0 . 0 4 . 0 0 . 0 4 . 0
All Red 0 . 0 2 . 0 0 . 0 2 . 0
Cycle Length: 70 . 0 secs
Intersection Performance Summary
Appr/ Lane Adj Sat. Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capcity (s) v/c g/C Delay LOS Delay LOS
Eastbound
L 492 0 . 08 0 . 500 9 . 5 A
TR 1641 3281 0 . 26 0 . 500 10 . 4 B 10 . 4 B
Westbound
L 411 958 0 . 06 0 .429 12 . 0 B
T 814 1900 0 . 29 0 . 429 13 . 9 B 13 . 7 B
R 692 1615 0 . 01 0 .429 11 . 5 B
Northbound
L 473 0 . 19 0 . 329 17 . 5 B
T 624 1900 0 . 03 0 . 329 16 . 0 B 17 . 1 B
R 531 1615 0 . 02 0 . 329 15 . 9 B
Southbound
L 263 1418 0 . 03 0 . 186 23 . 6 C
T 353 1900 0 . 09 0 . 186 24 . 1 C 24 . 2 C
R 300 1615 0 . 10 0 . 186 24 . 4 C
Intersection Delay = 12 . 9 (sec/veh) Intersection LOS = B
HCS : Signals Release 3 . 1b
Phone : Fax:
E-Mail :
OPERATIONAL ANALYSIS
Intersection: SH 119
City/State :
Analyst : GC
Project No:
Time Period Analyzed: EX ST LT AM PM
Date : 12/9/99
East/West Street Name : SH 119
North/South Street Name : FRONTAGE ROAD
VOLUME DATA
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
Volume 36 150 232 22 211 7 79 15 7 8 30 28
PHF 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90
PK 15 Vol 10 42 64 6 59 2 22 4 2 2 8 8
Hi Ln Vol
96- Grade 0 0 0 0
Ideal Sat 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
ParkExist
NumPark
Heavy Veh 0 0 0 0 0 0 0 0 0 0 0 0
No . Lanes 1 2 0 1 1 1 1 1 1 1 1 1
LGConfig L TR L T R L T R L T R
Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vol 0 0 0 0
Adj Flow 40 425 24 234 8 88 17 8 9 33 31
oInSharedLn
Prop Turns 0 . 61
NumPeds 0 0 0 0
NumBus 0 0 0 0 0 0 0 0 0 0 0
Duration 0 . 25 Area Type: All other areas
OPERATING PARAMETERS
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
Init Unmet 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0
Arriv. Type 3 3 3 3 3 3 3 3 3 3 3
Unit Ext . 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0
I Factor 1 . 000 1 . 000 1 . 000 1 . 000
Lost Time 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0
Ext of g 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0
Ped Min g 0 . 0 0 . 0 0 . 0 0 . 0
PHASE DATA
Phase Combination 1 2 3 4 I 5 6 7 8
EB Left P P NB Left P P
Thru P P Thru P P
Right P P Right P P
Peds Peds
WB Left P SB Left P
Thru P Thru P
Right P Right P
Peds Peds
NB Right EB Right
SB Right WB Right
Green 5 . 0 30 . 0 10 . 0 13 . 0
Yellow 0 . 0 4 . 0 0 . 0 4 . 0
All Red 0 . 0 2 . 0 0 . 0 2 . 0
Cycle Length: 70 . 0 secs
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop . Prop.
Appr . / Mvt Flow No. Lane Flow Rate Left Right
Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left 36 0 . 90 40 1 L 40
Thru 150 0 . 90 167 2 TR 425 0 . 61
Right 232 0 . 90 258 0 0
Westbound
Left 22 0 . 90 24 1 L 24
Thru 211 0 . 90 234 1 T 234
Right 7 0 . 90 8 1 R 0 8
Northbound
Left 79 0 . 90 88 1 L 88
Thru 15 0 . 90 17 1 T 17
Right 7 0 . 90 8 1 R 0 8
Southbound
Left 8 0 . 90 9 1 L 9
Thru 30 0 . 90 33 1 T 33
Right 28 0 . 90 31 1 R 0 31
* Value entered by user.
SATURATION FLOW ADJUSTMENT WORKSHEET
Appr/ Ideal Adj
Lane Sat f f f f f f f f f Sat
Group Flow W HV G P BB A LU RT LT Flow
Eastbound Sec LT Adj /LT Sat : 0 . 505 960
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 ---- 0 . 950 1805
TR 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 0 . 95 0 . 909 1 . 000 3281
Westbound Sec LT Adj /LT Sat :
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 - -- - 0 . 504 958
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 1 . 000 1 . 000 1900
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 - -- - 1615
Northbound Sec LT Adj/LT Sat : 0 . 690 1310
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 --- - 0 . 950 1805
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 1 . 000 1 . 000 1900
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 -- - - 1615
Southbound Sec LT Adj /LT Sat :
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 - - -- 0 . 746 1418
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 1 . 000 1 . 000 1900
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 --- - 1615
CAPACITY ANALYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group- -
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
Eastbound
Pri . 26 1805 # 0 . 01 0 . 014 26 1 . 00
Sec . 14 960 0 . 01 0 . 486 466 0 . 03
Left L 40 0 . 500 492 0 . 08
Thru TR 425 3281 0 . 13 0 .500 1641 0 . 26
Right
Westbound
Pri .
Sec .
Left L 24 958 0 . 03 0 . 429 411 0 . 06
Thru T 234 1900 # 0 . 12 0 .429 814 0 . 29
Right R 8 1615 0 . 00 0 .429 692 0 . 01
Northbound
Pri . 88 1805 # 0 . 05 0 . 086 155 0 . 57
Sec . 0 1310 0 . 00 0 .243 318 0 . 00
Left L 88 0 . 329 473 0 . 19
Thru T 17 1900 0 . 01 0 . 329 624 0 . 03
Right R 8 1615 0 . 00 0 . 329 531 0 . 02
Southbound
Pri .
Sec .
Left L 9 1418 0 . 01 0 . 186 263 0 . 03
Thru T 33 1900 0 . 02 0 . 186 353 0 . 09
Right R 31 1615 # 0 . 02 0 . 186 300 0 . 10
Sum (v/s) critical = 0 . 21
Lost Time/Cycle, L = 24 . 00 sec Critical v/c (X) = 0 . 31
LEVEL OF SERVICE WORKSHEET
Appr/ Ratios Unf Frog Lane Incremental Res Lane Group Approach
Lane Del Adj Grp Factor Del Del
Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
L 0 . 08 0 . 500 9 .2 1 . 000 492 0 . 50 0 . 3 0 . 0 9 . 5 A
TR 0 . 26 0 . 500 10 . 1 1 . 000 1641 0 . 50 0 .4 0 . 0 10 . 4 B 10 . 4 B
Westbound
L 0 . 06 0 . 429 11 . 7 1 . 000 411 0 . 50 0 . 3 0 . 0 12 . 0 B
T 0 . 29 0 . 429 13 . 0 1 . 000 814 0 . 50 0 . 9 0 . 0 13 . 9 B 13 . 7 B
R 0 . 01 0 . 429 11 . 5 1 . 000 692 0 . 50 0 . 0 0 . 0 11 . 5 B
Northbound
L 0 . 19 0 . 329 16 . 6 1 . 000 473 0 . 50 0 . 9 0 . 0 17 . 5 B
T 0 . 03 0 . 329 15 . 9 1 . 000 624 0 . 50 0 . 1 0 . 0 16 . 0 B 17 . 1 B
R 0 . 02 0 . 329 15 . 9 1 . 000 531 0 . 50 0 . 1 0 . 0 15 . 9 B
Southbound
L 0 . 03 0 . 186 23 .4 1 . 000 263 0 .50 0 . 2 0 . 0 23 . 6 C
T 0 . 09 0 . 186 23 . 6 1 . 000 353 0 . 50 0 . 5 0 . 0 24 . 1 C 24 . 2 C
R 0 . 10 0 . 186 23 . 7 1 . 000 300 0 . 50 0 . 7 0 . 0 24 .4 C
Intersection Delay = 12 . 9 (sec/veh) Intersection LOS = B
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH EB WB NB SB
Cycle Length, C 70 . 0 sec
Actual Green Time for Lane Group, G 35 . 0 30 . 0 23 . 0 13 . 0
Effective Green Time for Lane Group, g 34 . 00 30 . 00 17 . 00 13 . 00
Opposing Effective Green Time, go 30 . 0 35 . 0 13 . 0 23 . 0
Number of Lanes in Lane Group, N 1 1 1 1
Number of Opposing Lanes, No 1 2 1 1
Adjusted Left-Turn Flow Rate, Vlt 40 24 88 9
Proportion of Left Turns in Opposing Flow, Plto 0 . 00 0 . 00 0 . 00 0 . 00
Adjusted Opposing Flow Rate, Vo 234 425 33 17
Lost Time for Lane Group, tl 6 . 00 6 . 00 6 . 00 6 . 00
Left Turns per Cycle : LTC=V1tC/3600 0 . 78 0 . 47 1 . 71 0 . 17
Opposing Flow per Lane, Per Cycle : Volc=VoC/3600fluo 4 . 55 4 . 35 0 . 64 0 . 33
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) 1 . 00 1 . 00 1 . 00 1 . 00
gf= [Gexp (- a * (LTC ** b) ) ] -tl, gf<=g 0 . 0 0 . 0 0 . 0 0 . 0
Opposing Queue Ratio : qro=1-Rpo (go/C) 0 . 57 0 . 50 0 . 81 0 . 67
gq= (4 . 943Volc**0 . 762) (gro**1 . 061) -tl , gqc=g 5 . 98 0 . 00 1 . 06 0 . 00
gu =g-gq if gq>=gf, =g-gf if gq<gf 28 . 02 30 . 00 15 . 94 13 . 00
n= (gq-gf) /2 , n>=0 2 . 99 0 . 00 0 . 53 0 . 00
Ptho=1-Plto 1 . 00 1 . 00 1 . 00 1 . 00
Pl*=Plt [1+{ (N-1) g/ (gf+gu/E11+4 . 24) ) ) 1 . 00 1 . 00 1 . 00 1 . 00
Ell (Figure 9-7) 1 . 63 1 . 98 1 . 36 1 . 34
E12= (1-Ptho**n) /Plto, E12>=1 . 0 1 . 00 1 . 00 1 . 00 1 . 00
fmin=2 (1+Plt) /g or fmin==2 (1+P1) /g 0 . 12 0 . 13 0 . 24 0 . 31
gdiff=max(gq-gf, 0) 0 . 00 0 . 00 0 . 00 0 . 00
fm= [gf/g] + [gu!g] [1/ (1+Pl (E11-1) }] , (min=fmin;max=1 . 00) 0 . 51 0 . 50 0 . 69 0 . 75
flt=fm= [gf/g] +gdiff [1/{1+Plt (E12-1) } ]
+ [gu/g] [1/ (1+Plt (E11-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0 . 91 (N-1) ] /N**
flt 0 . 505 0 . 504 0 . 690 0 . 746
For special case of single-lane approach opposed by multilane approach,
see text .
* If Pl>=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations .
** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text .
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EH WB NB SE
Cycle Length, C 70 . 0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left-Turn Flow Rate, Vlt
Proportion of Left Turns in Lane Group, Plt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle : LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle : Volc=VoC/3600f1uo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp ( - a * (LTC ** b) ) ] -tl, gf<=g
Opposing Queue Ratio: qro=l-Rpo (go/C)
gq= (4 . 943Vo1c**0 . 762) (gro**1 . 061) -tl , gq<=g
gu =g-gq if gq>=gf, =g-gf if gq<gf
n= (gq-gf) /2 , n>=0
Ptho=1-Plto
P1*=Plt [1+{ (N-1) g/ (gf+gu/E11+4 . 24) ) )
Ell (Figure 9-7)
E12= (1-Ptho**n) /Plto, E12>=1 . 0
fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g
gdiff=max (gq-gf, 0)
fm= [gf/g] + [gu/g] [1/{1+Pl (E11-1) } ] , (min=fmin;max=1 . 00)
flt=fm= [gf/g] +gdiff [1/{1+Plt (E12-1) } ]
+ [9u/g] [1/ (1+Plt (Eli-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0 . 91 (N-1) ] /N**
flt Primary
For special case of single-lane approach opposed by multilane approach,
see text .
* If P1>=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations .
** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text .
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
EBLT WELT NBLT SBLT
Adj . LT Vol from Vol Adjustment Worksheet, v 40 88
v/c ratio from Capacity Worksheet, X 0 . 03 0 . 00
Primary phase effective green, g 34 . 00 17 . 00
Secondary phase effective green, gq 5 . 98 1 . 06
(From Supplemental Permitted LT Worksheet) , gu 28 . 02 15 . 94
Cycle length, C 70 . 0 Red = (C-g-gq-gu) , r 35 . 0 47 . 0
Arrivals : v/ (3600 (max (X, 1 . 0) ) ) , qa 0 . 01 0 . 02
Primary ph. departures : s/3600, sp 0 . 501 0 . 501
Secondary ph. departures : s (gq+gu) / (gu*3600) , ss 0 . 32 0 . 39
XPerm 0 . 04 0 . 07
XProt 0 . 80 0 . 43
XCase 1 1
Queue at beginning of green arrow, Qa 0 . 39 1 . 15
Queue at beginning of unsaturated green, Qu 0 . 07 0 . 03
Residual queue, Qr 0 . 00 0 . 00
Uniform Delay, dl 9 . 2 16 . 6
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay Initial Final Initial Lane
Appr/ Unmet Unmet Queue Unmet Queue Group
Lane Demand. Demand Unadj . Adj . Param. Demand Delay Delay
Group Q veh t hrs . ds dl sec u Q veh d3 sec d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 12 . 9 sec/veh Intersection LOS B
ERROR MESSAGES
No errors to report .
HCS : Signals Release 3 . 1b
Inter: SH 119 City/St :
Analyst : GC Pro 4 :
Date : 12/9/99 Period: E ST LT AM PM
E/W St : SH 119 N/S St : FRONTAGE ROAD
SIGNALIZED INTERSECTION SUMMARY
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No . Lanes 1 2 0 1 1 1 1 1 1 1 1 1
LGConfig L TR L T R L T R L T R
Volume 16 196 88 3 153 3 241 30 21 4 9 19
Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vol 0 0 0 0
Duration 0 . 25 Area Type : All other areas
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left P P NB Left P P
Thru P P Thru P P
Right P P Right P P
Peds Peds
WB Left P SB Left P
Thru P Thru P
Right P Right P
Peds Peds
NB Right EB Right
SB Right WB Right
Green 5 . 0 30 . 0 10 . 0 13 . 0
Yellow 0 . 0 4 . 0 0 . 0 4 . 0
All Red 0 . 0 2 . 0 0 . 0 2 . 0
Cycle Length: 70 . 0 secs
Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capcity (s) v/c g/C Delay LOS Delay LOS
Eastbound
—
L 552 0 . 03 0 . 500 9 . 1 A
TR 1721 3442 0 . 18 0 . 500 9 . 9 A 9 . 8 A
Westbound
L 456 1064 0 . 01 0 .429 11 . 5 B
T 814 1900 0 . 21 0 .429 13 . 1 B 13 . 1 B
R 692 1615 0 . 00 0 . 429 11 . 5 B
Northbound
L 495 0 . 54 0 . 329 22 . 8 C
T 624 1900 0 . 05 0 . 329 16 . 2 B 21 . 7 C
R 531 1615 0 . 04 0 . 329 16 .2 B
Southbound
L 260 1398 0 . 02 0 . 186 23 .4 C
T 353 1900 0 . 03 0 . 186 23 . 5 C 23 . 8 C
R 300 1615 0 . 07 0 . 186 24 . 0 C
Intersection Delay = 15 . 2 (sec/veh) Intersection LOS = B
HCS : Signals Release 3 . 1b
Phone : Fax:
E-Mail :
OPERATIONAL ANALYSIS
Intersection: SH 119
City/State :
Analyst : GC
Project No:
Time Period Analyzed: EX ST LT AM PM
Date : 12/9/99
East/West Street Name : SH 119
North/South Street Name : FRONTAGE ROAD
VOLUME DATA
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
Volume 16 196 88 3 153 3 241 30 21 4 9 19
PHF 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90
PK 15 Vol 4 54 24 1 43 1 67 8 6 1 3 5
Hi Ln Vol
% Grade 0 0 0 0
Ideal Sat 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
ParkExist
NumPark
% Heavy Veh 0 0 0 0 0 0 0 0 0 0 0 0
No . Lanes 1 2 0 1 1 1 1 1 1 1 1 1
LGConfig L TR L T R L T R L T R
Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vol 0 0 0 0
Adj Flow 18 316 3 170 3 268 33 23 4 10 21
%InSharedLn
Prop Turns 0 . 31
NumPeds 0 0 0 0
NumBus 0 0 0 0 0 0 0 0 0 0 0
Duration 0 . 25 Area Type : All other areas
OPERATING PARAMETERS
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
Init Unmet 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0
Arriv. Type 3 3 3 3 3 3 3 3 3 3 3
Unit Ext . 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0
I Factor 1 . 000 1 . 000 1 . 000 1 . 000
Lost Time 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0
Ext of g 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0
Ped Min g 0 . 0 0 . 0 0 . 0 0 . 0
PHASE DATA
Phase Combination 1 2 3 4 I 5 6 7 8
EB Left P P NB Left P P
Thru P P Thru P P
Right P P Right P P
Peds Peds
WB Left P SB Left P
Thru P Thru P
Right P Right P
Peds Peds
NB Right EB Right
SB Right WB Right
Green 5 . 0 30 . 0 10 . 0 13 . 0
Yellow 0 . 0 4 . 0 0 . 0 4 . 0
All Red 0 . 0 2 . 0 0 . 0 2 . 0
Cycle Length: 70 . 0 secs
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop. Prop .
Appr. / Mvt Flow No . Lane Flow Rate Left Right
Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left 16 0 . 90 18 1 L 18
Thru 196 0 . 90 218 2 TR 316 0 . 31
Right 88 0 . 90 98 0 0
Westbound
Left 3 0 . 90 3 1 L 3
Thru 153 0 . 90 170 1 T 170
Right 3 0 . 90 3 1 R 0 3
Northbound
Left 241 0 . 90 268 1 L 268
Thru 30 0 . 90 33 1 T 33
Right 21 0 . 90 23 1 R 0 23
Southbound
Left 4 0 . 90 4 1 L 4
Thru 9 0 . 90 10 1 T 10
Right 19 0 . 90 21 1 R 0 21
* Value entered by user.
SATURATION FLOW ADJUSTMENT WORKSHEET
Appr/ Ideal Adj
Lane Sat f f f f f f f f f Sat
Group Flow W HV G P BB A LU RT LT Flow
Eastbound Sec LT Adj /LT Sat : 0 . 570 1083
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 --- - 0 . 950 1805
TR 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 0 . 95 0 . 953 1 . 000 3442
Westbound Sec LT Adj /LT Sat :
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 --- - 0 . 560 1064
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 1 . 000 1 . 000 1900
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 --- - 1615
Northbound Sec LT Adj /LT Sat : 0 . 737 1400
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 ---- 0 . 950 1805
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 1 . 000 1 . 000 1900
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 - - -- 1615
Southbound Sec LT Adj /LT Sat :
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 --- - 0 . 736 1398
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 1 . 000 1 . 000 1900
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 -- - - 1615
CAPACITY ANALYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group- -
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
Eastbound
Pri . 18 1805 # 0 . 01 0 . 014 26 0 . 69
Sec . 0 1083 0 . 00 0 .486 526 0 . 00
Left L 18 0 . 500 552 0 . 03
Thru TR 316 3442 0 . 09 0 . 500 1721 0 . 18
Right
Westbound
Pri .
Sec .
Left L 3 1064 0 . 00 0 .429 456 0 . 01
Thru T 170 1900 # 0 . 09 0 .429 814 0 . 21
Right R 3 1615 0 . 00 0 . 429 692 0 . 00
Northbound
Pri . 155 1805 # 0 . 09 0 . 086 155 1 . 00
Sec . 113 1400 # 0 . 08 0 . 243 340 0 . 33
Left L 268 0 . 329 495 0 . 54
Thru T 33 1900 0 . 02 0 . 329 624 0 . 05
Right R 23 1615 0 . 01 0 . 329 531 0 . 04
Southbound
Pri .
Sec .
Left L 4 1398 0 . 00 0 . 186 260 0 . 02
Thru T 10 1900 0 . 01 0 . 186 353 0 . 03
Right R 21 1615 0 . 01 0 . 186 300 0 . 07
Sum (v/s) critical = 0 . 27
Lost Time/Cycle, L = 18 . 00 sec Critical v/c (X) = 0 . 36
LEVEL OF SERVICE WORKSHEET
Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
Lane Del Adj Grp Factor Del Del
Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
L 0 . 03 0 . 500 9 . 0 1 . 000 552 0 . 50 0 . 1 0 . 0 9 . 1 A
TR 0 . 18 0 . 500 9 . 6 1 . 000 1721 0 . 50 0 . 2 0 . 0 9 . 9 A 9 . 8 A
Westbound
L 0 . 01 0 .429 11 . 5 1 . 000 456 0 . 50 0 :0 0 . 0 11 . 5 B
T 0 . 21 0 .429 12 . 6 1 . 000 814 0 . 50 0 . 6 0 . 0 13 . 1 B 13 . 1 IS
R 0 . 00 0 . 429 11 .4 1 .000 692 0 . 50 0 . 0 0 . 0 11 . 5 B
Northbound
L 0 . 54 0 . 329 18 . 6 1 . 000 495 0 . 50 4 . 2 0 . 0 22 . 8 C
T 0 . 05 0 . 329 16 . 1 1 . 000 624 0 . 50 0 . 2 0 . 0 16 . 2 B 21 . 7 C
R 0 . 04 0 . 329 16 . 0 1 . 000 531 0 . 50 0 . 2 0 . 0 16 .2 B
Southbound
L 0 . 02 0 . 186 23 . 3 1 . 000 260 0 .50 0 . 1 0 . 0 23 .4 C
T 0 . 03 0 . 186 23 . 3 1 . 000 353 0 . 50 0 . 1 0 . 0 23 . 5 C 23 . 8 C
R 0 . 07 0 . 186 23 . 5 1 . 000 300 0 . 50 0 . 5 0 . 0 24 . 0 C
Intersection Delay = 15 . 2 (sec/veh) Intersection LOS = B
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH EB WB NB SE
Cycle Length, C 70 . 0 sec
Actual Green Time for Lane Group, G 35 . 0 30 . 0 23 . 0 13 . 0
Effective Green Time for Lane Group, g 34 . 00 30 . 00 17 . 00 13 . 00
Opposing Effective Green Time, go 30 . 0 35 . 0 13 . 0 23 . 0
Number of Lanes in Lane Group, N 1 1 1 1
Number of Opposing Lanes, No 1 2 1 1
Adjusted Left-Turn Flow Rate, Vlt 18 3 268 4
Proportion of Left Turns in Opposing Flow, Plto 0 . 00 0 . 00 0 . 00 0 . 00
Adjusted Opposing Flow Rate, Vo 170 316 10 33
Lost Time for Lane Group, tl 6 . 00 6 . 00 6 . 00 6 . 00
Left Turns per Cycle : LTC=V1tC/3600 0 . 35 0 . 06 5 . 21 0 . 08
Opposing Flow per Lane, Per Cycle : Volc=VoC/3600f1uo 3 . 31 3 . 23 0 . 19 0 . 64
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) 1 . 00 1 . 00 1 . 00 1 . 00
gf= [Gexp ( - a * (LTC ** b) ) ] -tl, gf<=g 0 . 0 0 . 0 0 . 0 0 . 0
Opposing Queue Ratio : qro=1-Rpo (go/C) 0 . 57 0 . 50 0 . 81 0 . 67
gq= (4 . 943Volc**0 . 762) (gro**1 . 061) -tl, gqc=g 4 . 17 0 . 00 0 . 32 0 . 00
gu =g-gq if gq>=gf, =g-gf if gqcgf 29 . 83 30 . 00 16 . 68 13 . 00
n= (gq-gf) /2 , n>=0 2 . 09 0 . 00 0 . 16 0 . 00
Ptho=1-Plto 1 . 00 1 . 00 1 . 00 1 . 00
P1*=Plt [1+{ (N-1) g/ (gf+gu/E11+4 . 24) ) ) 1 . 00 1 . 00 1 . 00 1 . 00
E11 (Figure 9-7) 1 . 54 1 . 79 1 . 33 1 . 36
El2= (1-Ptho**n) /Plto, E12>=1 . 0 1 . 00 1 . 00 1 . 00 1 . 00
fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g 0 . 12 0 . 13 0 . 24 0 . 31
gdiff=max (gq-gf , 0) 0 . 00 0 . 00 0 . 00 0 . 00
fm= [gf/g] + [gu/g] [1/{1+P1 (E11-1) } ] , (min=fmin;max=1 . 00) 0 . 57 0 . 56 0 . 74 0 . 74
flt=fm= [gf/g] +gdiff [1/{1+Plt (E12-1) }]
+ [gu/g] [1/ (1+P1t (E11-l) ] , (min=fmin;max=1 . 0) or flt= [fm+0 . 91 (N-1) ] /N**
flt 0 . 570 0 . 560 0 . 737 0 . 736
For special case of single-lane approach opposed by multilane approach,
see text .
* If Pl>=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations .
** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text .
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB WB NB SB
Cycle Length, C 70 . 0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left-Turn Flow Rate, Vlt
Proportion of Left Turns in Lane Group, Plt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle : LTC==V1tC/3600
Opposing Flow per Lane, Per Cycle : Volc=VoC/3600f1uo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp ( - a * (LTC ** b) ) ] -tl , gf<=g
Opposing Queue Ratio: qro==l-Rpo (go/C)
gq= (4 . 943Vo1c**0 . 762) (gro**1 . 061) -tl, gq<=g
gu =g-gq if gq>=gf, =g-gf if gq<gf
n= (gq-gf) /2 , n>=0
Ptho=1-Plto
P1*=Plt [1+{ (N-1) g/ (gf+gu/E11+4 . 24) ) )
Ell (Figure 9-7)
E12= (1-Ptho**n) /Plto, E12>=1 . 0
fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g
gdiff=max (gq-gf, 0)
fm= [gf/g] + [gu/g] [1/{1+Pl (E11-1) } ] , (min=fmin;max=1 . 00)
flt=fm= [gf/g] +gdiff [1/{1+Plt (E12-1) }]
+ [gu/g] [1/ (1+Plt (Ell-l) ] , (min=fmin;max=1 . 0) or flt= [fm+0 . 91 (N-1) ] /N**
flt Primary
For special case of single-lane approach opposed by multilane approach,
see text .
* If P1>=1 for shared left-turn lanes with N>l, then assume de-facto
left-turn lane and redo calculations .
** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text .
SUPPLEMENTAL UNIFORM DELAY WORKSHEET _
EBLT WELT NBLT SBLT
Adj . LT Vol from Vol Adjustment Worksheet, v 18 268
v/c ratio from Capacity Worksheet, X 0 . 00 0 . 33
Primary phase effective green, g 34 . 00 17 . 00
Secondary phase effective green, gq 4 . 17 0 . 32
(From Supplemental Permitted LT Worksheet) , gu 29 . 83 16 . 68
Cycle length, C 70 . 0 Red = (C-g-gq-gu) , r 35 . 0 47 . 0
Arrivals : v/ (3600 (max (X, 1 . 0) ) ) , qa 0 . 00 0 . 07
Primary ph. departures : s/3600, sp 0 . 501 0 . 501
Secondary ph. departures : s (gq+gu) / (gu*3600) , ss 0 . 34 0 .40
XPerm 0 . 02 0 . 19
XProt 0 . 36 1 . 31
XCase 1 2
Queue at beginning of green arrow, Qa 0 . 17 3 . 50
Queue at beginning of unsaturated green, Qu 0 . 02 1 . 59
Residual queue, Qr 0 . 00 0 . 00
Uniform Delay, dl 9 . 0 18 . 6
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay Initial Final Initial Lane
Appr/ Unmet Unmet _ Queue Unmet Queue Group
Lane Demand Demand Unadj . Adj . Param. Demand Delay Delay
Group Q veh t hrs . ds dl sec u Q veh d3 sec d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 15 . 2 sec/veh Intersection LOS B
ERROR MESSAGES
No errors to report .
HCS: Unsignalized Intersections Release 3 .1b
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: GC
Intersection: SH 66- FRONTAGE ROAFC,
Count Date: ` ST LT 'AM
Time Period
Intersection Orientation: East-West Major St.
Vehicle Volume Data:
Movements: 1 2 3 4 5 6 7 8 9 10 11 :2
Volume: 54 299 24 18 377 13 4 2 12 13 7 26
HFR: 57 315 25 19 397 14 4 2 13 14 7 27
PHF: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
PHV: 0.00 0 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
Blockage:
Median Type: None
# of vehicles: 0
Flared approach Movements:
# of vehicles: Northbound 1
# of vehicles: Southbound 1
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
v Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
Shared In volume, major th vehicles: 299 377
Shared In volume, major rt vehicles: 24 13
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
t c,base 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t c,hv 1.0 1.0 1.0 1.0 1 .0 1.0 1.0 1.0
P by 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c,g 0.2 0.2 0.1 0.2 0.2 0.1
G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 3,1t 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
t c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c
1 stage 4 .1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t f,base 2.2 2.2 3 .5 4.0 3.3 3.5 4.0 3 .3
t f,HV 0.9 0.9 0.9 0.9 0 .9 0.9 0.9 0.9
P by 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t f 2.2 2.2 3.5 4.0 3 .3 3 .5 4.0 3.3
Worksheet 6 Impedance and capacity equations
Step 1: PT from Minor St. 9 12
Conflicting Flows 327 404
Potential Capacity 719 651
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 719 651
Probability of Queue free St. 0.98 0.96
Step 2: LT from Major St. 4 1
Conflicting Flows 340 411
Potential Capacity 1230 1159
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1230 1159
Probability of Queue free St. 0.98 0.95
Maj . L Shared ln. Prob. Queue Free St. 0.98 0.94
Step 3 : TH from Minor St. 8 11
Conflicting Flows 889 895
Potential Capacity 284 282
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.92 0.92
Movement Capacity 262 260
Probability of Queue free St. 0.99 0.97
Step 4: LT from Minor St_ 7 10
Conflicting Flows 900 890
Potential Capacity 262 266
Pedestrian Impedance Factor 1.00 1.00
Maj . L, Min T Impedance factor 0.89 0.91
Maj . L, Min T Adj . Imp Factor. 0.92 0.93
Cap. Adj . factor due to Impeding mvmnt 0.88 0.92
Movement Capacity 230 244
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
I II
I II I
II
v(vph) 4 2 13 14 7 27
Movement Capacity 230 262 719 244 260 651
Shared Lane Capacity 432 383
Worksheet 9-Computation of effect of flared minor street approaches
Movement 7 8 9 10 11 12
C sep 230 262 719 244 260 651
Volume 4 2 13 14 7 27
Delay 20.9 18.9 10.1 20.6 19.3 10.8
Q sep 0.02 0.01 0.04 0.08 0.04 0.08
Q sep +1 1.02 1.01 1.04 1.08 1.04 1.08
round (Qsep +1) 1 1 1 1 1 1
n max 1 1
C sh 432 383
SUM C sep 1211 1155
n 1 1
C act 1211 1155
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
I I II I I
v(vph) 57 19 19 48
C m(vph) 1159 1230 1211 1155
v/c 0.05 0.02 0.02 0.04
95% queue length
Control Delay 8.3 8.0 8.0 8.3
LOS A A A A
Approach Delay 8.0 8.3
Approach LOS A A
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 0.95 0.98
✓ it 299 377
✓ i2 24 13
S 11 1700 1700
S i2 1700 1700
p* Oj 0.94 0.98
D maj left 8.3 8.0
N number major st lanes 1 1
Delay, rank 1 mvmts 0.5 0.2
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: GC
Intersection: SH 66- FRONTAGE ROAD
Count Date: EX LT AM P
Time Period: AM PM
Intersection Orientation: East-West Major St.
Vehicle Volume Data:
Movements: 1 2 3 4 5 6 7 8 9 10 11 12
Volume: 46 410 4 13 379 5 22 12 28 8 9 75
EFR: 48 432 4 14 399 5 23 13 29 8 9 79
PHF: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
PHV: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .O0
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
I Blockage:
Median Type: None
4 of vehicles: 0
Flared approach Movements:
# of vehicles: Northbound 1
# of vehicles: Southbound 1
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
Shared In volume, major th vehicles: 410 379
Shared 1n volume, major rt vehicles: 4 5
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
t c,base 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t c,hv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
P by 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c,g 0.2 0.2 0.1 0.2 0.2 0.1
G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 3, lt 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
t c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c
1 stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t f,base 2.2 2.2 3.5 4.0 3.3 3 .5 4.0 3.3
t f,HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
P by 0 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t f 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
Worksheet 6 Impedance and capacity equations
Step 1: FT from Minor St. 9 12
Conflicting Flows 434 402
Potential Capacity 626 653
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 626 653
Probability of Queue free St. 0.95 0.88
Step 2: LT from Major St. 4 1
Conflicting Flows 436 404
Potential Capacity 1135 1165
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1135 1165
Probability of Queue free St. 0.99 0.96
Maj . L Shared ln. Prob. Queue Free St. 0.98 0.95
Step 3 : TH from Minor St. 8 11
Conflicting Flows 962 962
Potential Capacity 258 258
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.93 0.93
Movement Capacity 240 240
Probability of Queue free St. 0.95 0.96
Step 4: LT from Minor St. 7 10
Conflicting Flows 1004 981
Potential Capacity 223 231
Pedestrian Impedance Factor 1.00 1.00
Maj . L, Min T Impedance factor 0.89 0.88
Maj . L, Min T Adj . Imp Factor. 0.92 0.91
Cap. Adj . factor due to Impeding mvmnt 0.81 0.87
Movement Capacity 180 200
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
II
II
II
v(vph) 23 13 29 8 9 79
Movement Capacity 180 240 626 200 240 653
Shared Lane Capacity 286 478
Worksheet 9-Computation of effect of flared minor street approaches
Movement 7 8 9 10 11 12
C sep 180 240 626 200 240 653
Volume 23 13 29 8 9 79
Delay 28.0 20.8 11 .0 23 .8 20.6 11.3
Q sep 0.18 0.07 0.09 0.06 0.05 0.25
Q sep +1 1.18 1.07 1.09 1.06 1.05 1.25
round (Osep +1) 1 1 1 1 1 1
n max _ 1
C sh 286 478
SUM C sep 1046 1093
n 1 1
C act 1046 1093
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
II
II
I II I
v(vph) 48 14 65 97
C m(vph) 1165 1135 1046 1093
v/c 0.04 0.0. 0.06 0.09
35% queue length
Control Delay 8.2 8.2 8.7 8.6
LOS A A A A
Approach Delay 8.7 8.6
Approach LOS A A
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement. 2 5
P of 0.96 0.99
✓ it 410 379
✓ i2 4 5
S it 1700 1700
S i2 1700 1700
P* Oj 0.95 0.98
D maj left 8.2 8.2
N number major st lanes 1 1
Delay, rank 1 mvmts 0.5 0.1
HCS: Unsignalized Intersections Release 3 .1b
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: GC
Intersection: CR11 & CR28
Count Date: /EX 1 ST LT O P(4
Time Period: PM
Intersection Orientation: East-West Major St.
Vehicle Volume Data:
Movements: 1 2 5 6 10 12
Volume: 0 2 10 1 2 1
HFR: 0 2 10 1 2 1
PHF: 0.95 0.95 1.00 0.95 0.95 0.95
PHV: 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
Blockage:
Median Type: None
# of vehicles: 0
Flared approach Movements:
# of vehicles: Northbound 1
# of vehicles: Southbound 1
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y N N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N Y Y N N N N N N
Channelized: N
Grade: 0.03
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N N N N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N Y N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
Shared In volume, major th vehicles: 2 0
Shared In volume, major rt vehicles: 0 0
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 10 12
t c,base 4.1 7.1 6.2
t c,hv 1.0 1.0 1.0
P by 0.00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
t 3,1t 0.0 0.7 0.0
t c,T:
1 stage 0.00 0.00 0.00
t c
1 stage 4.1 6.4 6.2
Follow Up Time Calculations:
Movement 1 10 12
t f,base 2.2 3.5 3.3
t f,HV 0.9 0.9 0.9
P by 0.00 0.00 0.00
t f 2.2 3.5 3.3
Worksheet 6 Impedance and capacity equations
Step 1: FT from Minor St. 9 12
Conflicting Flows 11
Potential Capacity 1076
Pedestrian Impedance Factor 1.00
Movement Capacity 1076
Probability of Queue free St. 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 11
Potential Capacity 1621
Pedestrian Impedance Factor 1.00
Movement Capacity 1621
Probability of Queue free St. 1.00
Maj . L Shared ln. Prob. Queue Free St. 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 13
Potential Capacity 1012
Pedestrian Impedance Factor 1.00
Maj . L, Min T Impedance factor 1.00
Maj . L, Min T Adj . Imp Factor. 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00
Movement Capacity 1012
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
II
II
II
v(vph) 2 1
Movement Capacity 1012 1076
Shared Lane Capacity 1033
Worksheet 9-Computation of effect of flared minor street approaches
Movement 10 12
C sep 1012 1076
Volume 2 1
Delay 8.6 8.3
Q sep 0.01 0.00
Q sep +1 1.01 1.00
round (Qsep +1) 1 1
n max 1 1
C sh 1033
SUM C sep 2088
1
C act 2088
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
II
II
II
v(vph) 3
C m(vph) 1621 2088
v/c 0.00
95% queue length
Control Delay 6.7
LOS A
Approach Delay 6.7
Approach LOS A
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 1.00 1.00
✓ it 2 0
✓ 12 0 0
S it 1700 1700
S i2 1700 1700
9* Oj 1.00 1.00
D maj left 0.0 0.0
N number major st lanes 1 1
Delay, rank 1 mvmts 0.0 0.0
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: GC
Intersectio CR11 & CR28
Count Date: EX T LT AM P
Time Period: PM
Intersection Orientation: East-West Major St.
Vehicle Volume Data:
Movements: 1 2 5 6 10 12
Volume: 0 3 1 2 2 1
HFR: 0 3 1 2 2 1
PHF: 0.95 0.95 1.00 0.95 0.95 0.95
PHV: 0 .00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
Blockage:
Median Type: None
k of vehicles: 0
Flared approach Movements:
# of vehicles: Northbound 1
# of vehicles: Southbound 1
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y N N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N Y Y N N N N N N
Channelized: N
Grade: 0.03
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N N N N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10, 11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N Y N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
Shared In volume, major th vehicles: 3 0
Shared In volume, major rt vehicles: 0 0
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 10 12
t c,base 4.1 7.1 6.2
t c,hv 1-0 1 .0 1.0
P hv 0.00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
t 3,1t 0.0 0.7 0.0
• c,T:
1 stage 0.00 0.00 0.00
• c
1 stage 4-1 6.4 6.2
Follow Up Time Calculations:
Movement 1 10 12
t f,base 2.2 3.5 3.3
t f,HV 0 .9 0.9 0.9
P hv 0.00 0 .00 0.00
t f 2.2 3.5 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 2
Potential Capacity 1088
Pedestrian Impedance Factor 1.00
Movement Capacity 1088
Probability of Queue free St. 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 3
Potential Capacity 1632
Pedestrian Impedance Factor 1 .00
Movement Capacity 1632
Probability of Queue free St. 1.00
Maj . L Shared ln. Prob. Queue Free St. 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 5
Potential Capacity 1022
Pedestrian Impedance Factor 1 .00
Maj . L, Min T Impedance factor 1 .00
Maj . L, Min T Adj . Imp Factor. 1.00
Cap- Adj . factor due to Impeding mvmnt 1.00
Movement Capacity 1022
worksheet 8 Shared Lane Calculations
Snared Lane Calculations
Movement 7 8 9 10 11 12
II
II
II
v(vph) 2 1
Movement Capacity 1022 1088
Shared Lane Capacity 1043
Worksheet 9-Computation of effect of flared minor street approaches
Movement 10 12
C sep 1022 1088
Volume 2 1
Delay 8.5 8.3
Q sep 0.00 0.00
Q sep +1 1.00 1.00
round (Qsep +1) 1 1
n max 1 1
C sh 1043
SUM C sep 2110
n 1
C act 2110
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
II
II
I II
v(vph) 3
C m(vph) 1632 2110
v/c 0.00
95% queue length
Control Delay 6.7
LOS A
Approach Delay 6.7
Approach LOS A
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay calculations
Movement 2 5
P of 1.00 1.00
✓ it 3 0
✓ i2 0 0
S it 1700 1700
S i2 1700 1700
p* Oj 1.00 1.00
D maj lett 0.0 0.0
N number major st lanes 1 1
Delay, rank 1 mvmts 0.0 0.0
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: GC
Intersection: CR28 ypRONTAGE RD
Count Date: EX AM PM
Time Period:
Intersection Orientation: North-South Major St.
Vehicle Volume Data:
Movements: 1 2 3 4 5 6 7 8 9 10 11 12
Volume: 4 17 5 0 48 1 3 1 1 2 1 5
HFR: 4 18 5 0 51 1 3 1 1 2 1 5
PHF: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
PHV: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.30
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
% Blockage:
Median Type: None
# of vehicles: 0
Flared approach Movements:
# of vehicles: Eastbound 0
# of vehicles: Westbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y V Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10, 11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared In volume, major th vehicles: 17 48
Shared 1n volume, major rt vehicles: 5 1
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
t c,base 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t c,hv 1 .0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
P by 0.00 0.00 0.0C 0.00 0.00 0.00 0.00 0.00
t c,g 0.2 0.2 0.1 0.2 0.2 0.1
G 0 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 3,1t 0.0 0.0 0.C 0.0 0.0 0.0 0.0 0.0
t c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c
1 stage 4.1 4.1 7.1 6 .5 6.2 7.1 6.5 6.2
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t f,base 2.2 2.2 3 .5 4.0 3 .3 3 .5 4.0 3.3
t f,HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
P by 0 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t f 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
Worksheet 6 Impedance and capacity equations
Step 1 : FT from Minor St. 9 12
Conflicting Flows 21 51
Potential Capacity 1063 1023
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1063 1023
Probability of Queue free St. 1.00 0.99
Step 2: LT from Major St. 4 1
Conflicting Flows 23 52
Potential Capacity 1605 1567
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1605 1567
Probability of Queue free St. 1.00 1.00
Maj . L Shared In. Prob. Queue Free St. 1.00 1.00
Step 3 : TH from Minor St. 8 11
Conflicting Flows 81 83
Potential Capacity 814 811
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 811 809
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 83 81
Potential Capacity 909 912
Pedestrian Impedance Factor 1.00 1.00
Maj . L, Min T Impedance factor 1.00 1.00
Maj . L, Min T Adj . Imp Factor. 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.99 1.00
Movement Capacity 901 908
Worksheet 8 Shared. Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
I II
I II
II
v(vph) 3 1 1 2 1 5
Movement Capacity 901 811 1063 908 809 1023
Shared Lane Capacity 909 961
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
I II
I II
II
v(vph) 4 5 8
C m(vph( 1567 1605 909 961
v/c 0.00 0.01 0.01
95% queue length
Control Delay 7.3 9.0 8.8
LOS A A A
Approach Delay 9.0 8.8
Approach LOS A A
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
p of 1.00 1.00
✓ ii 17 48
✓ i2 5 1
S it 1700 1700
S i2 1700 1700
P. Oj 1.00 1.00
D maj left 7 .3 0.0
N number major st lanes 1 1
Delay, rank 1 mvmts 0.0 0.0
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROLITWSC) ANALYSIS
Analyst: GC
Intersection: CR28 & FRO RD
Count Date: EX AM PPM
Time Period:
Intersection Orientation: North-South Major St.
Vehicle Volume Data:
Movements: 1 2 3 4 5 6 7 8 9 10 11 12
Volume: 3 54 1 2 20 2 0 1 2 3 2 C
HFR: 3 57 1 2 21 2 0 1 2 3 2 ..
PHF: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0. 95
PHV: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O OC
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
Blockage:
Median Type: None
# of vehicles: 0
Flared approach Movements:
# of vehicles: Eastbound 0
# of vehicles: Westbound 0
Lane usage for movements l,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y V Y N N N N N N
Channelized: N -
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared In volume, major th vehicles: 54 20
Shared in volume, major rt vehicles: 1 2
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
t c,base 4.1 4.1 7 .1 6.5 6-2 7.1 6.5 6.2
t c,hv 1 .0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
P hv 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c,g 0.2 0.2 0.1 0.2 0.2 0.1
G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 3,1t 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 0.0
t c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c
1 stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t f,base 2.2 2.2 3.5 4.0 3 .3 3.5 4.0 3 .3
t f,HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
P hv 0 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t f 2.2 2.2 3 .5 4.0 3 .3 3 .5 4.0 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 57 22
Potential Capacity 1014 1061
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1014 1061
Probability of Queue free St. 1.00 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 58 23
Potential Capacity 1559 1605
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1559 1605
Probability of Queue free St. 1.00 1.00
Maj . L Shared In. Prob. Queue Free St. 1.00 1.00
Step 3: TH from Minor St. 8 11
Conflicting Flows 91 91
Potential Capacity 803 803
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 800 801
Probability of Queue free St. 1.00 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 91 92
Potential Capacity 898 897
Pedestrian Impedance Factor 1 .00 1.00
Maj . L, Min T Impedance factor 0.99 1.00
Maj . L, Min T Adj . Imp Factor. 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 0.99
Movement Capacity 894 892
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
II
II
v(vph) 0 1 2 3 2 0
Movement Capacity 894 800 1014 892 801 1061
Shared Lane Capacity 931 853
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
I II
II
I II I
v(vph) 3 2 3 5
C m(vph) 1605 1559 931 853
v/c 0.00 0.00 0.00 0.01
95% queue length
Control Delay 7.2 7.3 8.9 9.2
LOS A A A A
Approach Delay 8.9 9.2
Approach LOS A A
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 1.00 1.00
✓ it 54 20
✓ i2 1 2
S it 1700 1700
S i2 1700 1700
P. Oj 1.00 1.00
D maj left 7.2 7.3
N number major st lanes 1 1
Delay, rank 1 mvmts 0.0 0.0
APPENDIX C
HCS : Signals Release 3 . 1b
Inter : SH 119 City/St :
Analyst : GC Proj # :
Date : 12/9/99 Period: EX ST LT ( AM / PM
E/W St : SH 119 N/S St : FRONT• ROAD �/
SIGNALIZED INTERSECTION SUMMARY
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No . Lanes 1 2 1 1 2 1 2 1 1 1 1 1
LGConfig L T R L T R L T R L T R
Volume 365 730 830 100 525 100 200 115 75 135 265 535
Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vol 200 25 25 150
Duration 0 . 25 Area Type: All other areas
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left P P NB Left P
Thru P P Thru P P
Right P P Right P P
Peds Peds
WB Left P P SB Left P P
Thru P P Thru P P
Right P P Right P P
Peds Peds
NB Right P EB Right P
SB Right P WB Right P
Green 15 . 0 30 . 0 5 . 0 10 . 0 13 . 0 5 . 0
Yellow 0 . 0 0 . 0 4 . 0 0 . 0 0 . 0 4 . 0
All Red 0 . 0 0 . 0 2 . 0 0 . 0 0 . 0 2 . 0
Cycle Length: 90 . 0 secs
Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capcity (s) v/c g/C Delay LOS Delay LOS
Eastbound
L 472 0 . 86 0 . 500 34 . 1 C
T 1805 3610 0 .45 0 . 500 15 . 3 B 19 . 7 B
R 987 1615 0 . 71 0 . 611 16 . 3 B
Westbound
L 319 0 . 35 0 . 389 23 . 2 C
T 1404 3610 0 . 42 0 . 389 20 . 9 C 20 . 6 C
R 718 1615 0 . 12 0 . 444 15 . 0 B
Northbound
L 389 3502 0 . 57 0 . 111 43 . 9 D
T 486 1900 0 . 26 0 . 256 28 . 1 C 35 . 4 D
R 610 1615 0 . 09 0 . 378 18 . 3 B
Southbound
L 285 0 . 53 0 . 200 39 .4 D
T 380 1900 0 . 77 0 . 200 48 . 3 D 34 . 7 C
R 700 1615 0 . 61 0 .433 23 . 6 C
Intersection Delay = 24 . 9 (sec/veh) Intersection LOS = C
HCS : Signals Release 3 . 1b
Phone : Fax:
E-Mail :
OPERATIONAL ANALYSIS
Intersection: SH 119
City/State :
Analyst : GC
Project No:
Time Period Analyzed: EX ST LT AM PM
Date : 12/9/99
East/West Street Name : SH 119
North/South Street Name : FRONTAGE ROAD
VOLUME DATA
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
Volume 365 730 830 100 525 100 200 115 75 135 265 535
PHF 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90
PK 15 Vol 101 203 231 28 146 28 56 32 21 38 74 149
Hi Ln Vol
Grade 0 0 0 0
Ideal Sat 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
ParkExist
NumPark
% Heavy Veh 0 0 0 0 0 0 0 0 0 0 0 0
No. Lanes 1 2 1 1 2 1 2 1 1 1 1 1
LGConfig L T R L T R L T R L T R
Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vol 200 25 25 150
Adj Flow 406 811 700 111 583 83 222 128 56 150 294 428
%InSharedLn
Prop Turns
NumPeds 0 0 0 0
NumBus 0 0 0 0 0 0 0 0 0 0 0 0
Duration 0 . 25 Area Type: All other areas
OPERATING PARAMETERS
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
Init Unmet 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0
Arriv. Type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Ext . 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0
I Factor 1 . 000 1 . 000 1 . 000 1 . 000
Lost Time 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0
Ext of g 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0
Ped Min g 0 . 0 0 . 0 0 . 0 0 . 0
PHASE DATA
Phase Combination 1 2 3 4 I 5 6 7 8
EB Left P P NB Left P
Thru P P Thru P P
Right P P Right P P
Peds Peds
WB Left P P SB Left P P
Thru P P Thru P P
Right P P Right P P
Peds Peds
NB Right P EB Right P
SB Right P WE Right P
Green 15 . 0 30 . 0 5 . 0 10 . 0 13 . 0 5 . 0
Yellow 0 . 0 0 . 0 4 . 0 0 . 0 0 . 0 4 . 0
All Red 0 . 0 0 . 0 2 . 0 0 . 0 0 . 0 2 . 0
Cycle Length: 90 . 0 secs
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop . Prop .
Appr. / Mvt Flow No. Lane Flow Rate Left Right
Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left 365 0 . 90 406 1 L 406
Thru 730 0 . 90 811 2 T 811
Right 830 0 . 90 700 1 R 200 700
Westbound
Left 100 0 . 90 111 1 L 111
Thru 525 0 . 90 583 2 T 583
Right 100 0 . 90 83 1 R 25 83
Northbound
Left 200 0 . 90 222 2 L 222
Thru 115 0 . 90 128 1 T 128
Right 75 0 . 90 56 1 R 25 56
Southbound
Left 135 0 . 90 150 1 L 150
Thru 265 0 . 90 294 1 T 294
Right 535 0 . 90 428 1 R 150 428
* Value entered by user.
SATURATION FLOW ADJUSTMENT WORKSHEET
Appr/ Ideal Adj
Lane Sat f f f f f f f f f Sat
Group Flow W HV G P BE A LU RT LT Flcw
Eastbound Sec LT Adj /LT Sat : 0 . 269 512
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 - --- 0 . 950 1805
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 0 . 95 1 . 000 1 . 000 3610
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 - - - - 1615
Westbound Sec LT Adj /LT Sat : 0 . 346 657
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 ---- 0 . 950 1805
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 0 . 95 1 . 000 1 . 000 3610
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 - - -- 1615
Northbound Sec LT Adj /LT Sat :
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 0 . 97 ---- 0 . 950 3502
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 1 . 000 1 . 000 1900
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 - - - - 1615
Southbound Sec LT Adj /LT Sat : 0 . 675 1262
L 1900 1 00 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 ---- 0 . 950 1805
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 1 . 000 1 . 000 1900
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 -- - - 1615
CAPACITY ANALYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group- -
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
Eastbound
Pri . 301 1805 0 . 17 0 . 167 301 1 . 00
Sec . 105 512 0 .21 0 . 333 171 0 . 61
Left L 406 0 . 500 472 0 . 86
Thru T 811 3610 0 . 22 0 . 500 1805 0 . 45
Right R 700 1615 0 .43 0 . 611 987 0 . 71
Westbound
Pri . 0 1805 0 . 00 0 . 056 100 0 . 00
Sec . 657 0 . 333 219
Left L 111 0 . 389 319 0 . 35
Thru T 583 3610 0 . 16 0 . 389 1404 0 . 42
Right R 83 1615 0 . 05 0 . 444 718 0 . 12
Northbound
Pri .
Sec .
Left L 222 3502 0 . 06 0 . 111 389 0 . 57
Thru T 128 1900 0 . 07 0 . 256 486 0 . 26
Right R 56 1615 0 . 03 0 . 378 610 0 . 09
Southbound
Pri . 0 1805 0 . 00 0 . 056 100 0 . 00
Sec . 1282 0 . 144 185
Left L 150 0 . 200 285 0 . 53
Thru T 294 1900 0 . 15 0 . 200 380 0 . 77
Right R 428 1615 0 . 27 0 .433 700 0 . 61
Sum (v/s) critical = 0 . 00
Lost Time/Cycle, L = 0 . 00 sec Critical v/c (X) = 0 . 00
LEVEL OF SERVICE WORKSHEET
Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
Lane Del Adj Grp Factor Del Del _
Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
L 0 . 86 0 . 500 15 . 9 1 . 000 472 0 . 50 18 . 2 0 . 0 34 . 1 C
T 0 .45 0 . 500 14 . 5 1 . 000 1805 0 . 50 0 . 8 0 . 0 15 . 3 B 19 . 7 B
R 0 . 71 0 . 611 12 . 0 1 . 000 987 0 . 50 4 . 3 0 . 0 16 . 3 B
Westbound
L 0 . 35 0 . 389 20 . 2 1 . 000 319 0 .50 3 . 0 0 . 0 23 . 2 C
T 0 . 42 0 . 389 20 . 0 1 . 000 1404 0 . 50 0 . 9 0 . 0 20 . 9 C 20 . 6 C
R 0 . 12 0 . 444 14 . 6 1 . 000 718 0 . 50 0 . 3 0 . 0 15 . 0 B
Northbound
L 0 . 57 0 . 111 38 . 0 1 . 000 389 0 . 50 6 . 0 0 . 0 43 . 9 D
T 0 . 26 0 . 256 26 . 7 1 . 000 486 0 . 50 1 . 3 0 . 0 28 . 1 C 35 . 4 D
R 0 . 09 0 . 378 18 . 0 1 . 000 610 0 . 50 0 . 3 0 . 0 18 . 3 B
Southbound
L 0 . 53 0 . 200 32 . 6 1 . 000 285 0 . 50 6 . 8 0 . 0 39 .4 D
T 0 . 77 0 . 200 34 . 1 1 . 000 380 0 . 50 14 . 2 0 . 0 48 . 3 D 34 . 7 C
R 0 . 61 0 .433 19 . 7 1 . 000 700 0 . 50 4 . 0 0 . 0 23 . 6 C
Intersection Delay = 24 . 9 (sec/veh) Intersection LOS = C
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH EB WB NB SE
Cycle Length, C 90 . 0 sec
Actual Green Time for Lane Group, G 45 . 0 35 . 0 18 . 0
Effective Green Time for Lane Group, g 30 . 00 30 . 00 13 . 00
Opposing Effective Green Time, go 35 . 0 45 . 0 23 . 0
Number of Lanes in Lane Group, N 1 1 1
Number of Opposing Lanes, No 2 2 1
Adjusted Left-Turn Flow Rate, Vlt 406 111 150
Proportion of Left Turns in Opposing Flow, Plto 0 . 00 0 . 00 C . 00
Adjusted Opposing Flow Rate, Vo 583 811 128
Lost Time for Lane Group, tl 0 . 00 6 . 00 6 . 00
Left Turns per Cycle : LTC=V1tC/3600 10 . 15 2 . 78 3 . 75
Opposing Flow per Lane, Per Cycle : Volc=VoC/3600f1uo 7 . 67 10 . 67 3 . 20
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) 1 . 00 1 . 00 1 . 00
gf= [Gexp ( - a * (LTC ** b) ) ] -tl , gfc=g 0 . 0 0 . 0 0 . 0
Opposing Queue Ratio: qro=l-Rpo (go/C) 0 . 61 0 . 50 0 . 74
gq= (4 . 943Volc**0 . 762) (gro**1 . 061) -tl , gq<=g 11 . 30 0 . 00 0 . 00
gu =g-gq if gq>=gf, =g-gf if gqcgf 18 . 70 30 . 00 13 . 00
n= (gq-gf) /2, n>=0 5 . 65 0 . 00 0 . 00
Ptho=1-Plto 1 . 00 1 . 00 1 . 00
Pl*=Plt [l+{ (N-1) g/ (gf+gu/E11+4 . 24) ) ) 1 . 00 1 . 00 1 . 00
Ell (Figure 9-7) 2 . 31 2 . 89 1 . 48
E12= (1-Ptho**n) /Plto, E12>=1 . 0 1 . 00 1 . 00 1 . 00
fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g 0 . 13 0 . 13 0 . 3L
gdiff=max (gq-gf, 0) 0 . 00 0 . 00 0 . 00
fm= [gf/g] + [gu/g] [1/{1+Pl (E11-1) } ] , (min=fmin;max=1 . 00) 0 . 27 0 . 35 0 . 67
flt=fm= [gf/g] +gdiff [1/{1+P1t (E12-1) } ]
+ [gu/g] [1/ (l+Plt (E11-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0 . 91 (N-1) ] /N**
flt 0 . 269 0 . 346 0 . 675
For special case of single-lane approach opposed by multilane approach,
see text .
* If Pl>=1 for shared left-turn lanes with N>l, then assume de-facto
left-turn lane and redo calculations .
** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text .
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB WB NB SB
Cycle Length, C 90 . 0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left-Turn Flow Rate, Vlt
Proportion of Left Turns in Lane Group, Pit
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle : LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600f1uo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp ( - a * (LTC ** b) ) ] -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo (go/C)
gq= (4 . 943Vo1c**0 . 762) (gro**1 . 061) -tl, gq<=g
gu =g-gq if gq>=gf, =g-gf if gqcgf
n= (gq-gf) /2 , n>=0
Ptho=1-Plto
P1*=Plt [l+{ (N- 1) g/ (gf+gu/E11+4 . 24) ) )
Ell (Figure 9- 7)
E12= (1-Ptho**n) /Plto, E12>=1 . 0
fmin=2 (1+Plt) /g or fmin=2 ( 1+P1) /g
gdiff=max(gq-gf, 0)
fm= [gf/g] + [gu/g] [1/{1+Pl (E11-1) } ] , (min=fmin;max=1 . 00)
flt=fm= [gf/g] +gdiff [1/{1+Plt (E12-1) } ]
+ [gu/g] [1/ (l+Plt (E11-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0 . 91 (N-1) ] /N**
flt Primary
For special case of single-lane approach opposed by multilane approach,
see text .
* If Pl>=1 for shared left-turn lanes with N>l, then assume de-facto
left-turn lane and redo calculations .
** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text .
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
EBLT WBLT NBLT SELT
Adj . LT Vol from Vol Adjustment Worksheet, v 406 111 150
v/c ratio from Capacity Worksheet, X 0 . 61
Primary phase effective green, g 30 . 00 30 . 00 13 . 00
Secondary phase effective green, gq 11 . 30 0 . 00 0 . 00
(From Supplemental Permitted LT Worksheet) , gu 18 . 70 30 . 00 13 . 00
Cycle length, C 90 . 0 Red = (C-g-gq-gu) , r 45 . 0 55 . 0 72 . 0
Arrivals : v/ (3600 (max(X, 1 . 0) ) ) , qa 0 . 11 0 . 03 0 . 04
Primary ph. departures : s/3600, sp 0 . 501 0 . 501 0 . 501
Secondary ph. departures : s (gq+gu) / (gu*3600) , ss 0 . 23 0 . 18 0 . 36
XPerm 0 . 79 0 . 48 0 . 77
XProt 0 . 90
XCase 1 4 4
Queue at beginning of green arrow, Qa 5 . 07 0 . 00 0 . 00
Queue at beginning of unsaturated green, Qu 1 .27 1 . 70 3 . 00
Residual queue, Qr 0 . 00 0 . 00 0 . 00
Uniform Delay, dl 15 . 9 20 . 2 32 . 6
DELAY/LOS WORKSHEET WITH INITIAL QUEUE _
Initial Dur. Uniform Delay Initial Final Initial Lane
Appr/ Unmet Unmet Queue Unmet Queue Group
Lane Demand Demand Unadj . Adj . Param. Demand Delay Delay
Group Q veh t hrs . ds dl sec u Q veh d3 sec d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 24 . 9 sec/veh Intersection LOS C
ERROR MESSAGES
No errors to report .
HCS : Signals Release 3 . 1b
Inter: SH 119 City/St :
Analyst : GC Proj # :
Date : 12/9/99 Period: EX ST LT AM PM
E/W St : SH 119 N/S St : FRONTA ROAD
SIGNALIZED INTERSECTION SUMMARY
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes 1 2 1 1 2 1 2 1 1 1 1 1
LGConfig L T R L T R L T R L T R
Volume 330 770 240 95 885 100 650 255 260 155 225 575
Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vol 60 25 65 145
Duration 0 . 25 Area Type : All other areas
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left P P NB Left P
Thru P P Thru P P
Right P P Right P P
Peds Peds
WB Left P P SB Left P P
Thru P P Thru P P
Right P P Right P P
Peds Peds
NB Right P EB Right P
SB Right P WB Right P
Green 17 . 0 20 . 0 5 . 0 20 . 0 11 . 0 5 . 0
Yellow 0 . 0 0 . 0 4 . 0 0 . 0 0 . 0 4 . 0
All Red 0 . 0 0 . 0 2 . 0 0 . 0 0 . 0 2 . 0
Cycle Length: 90 . 0 secs
Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capcity (s) v/c g/C Delay LOS Delay LOS
Eastbound
L 425 0 . 82 0 . 411 48 . 2 D
T 1484 3610 0 . 55 0 .411 12 . 2 B 20 . 2 C
R 1023 1615 0 . 20 0 . 633 3 . 8 A
Westbound
L 246 0 .43 0 . 278 33 .4 C
T 1003 3610 0 . 93 0 . 278 39 .3 D 37 . 4 D
R 538 1615 0 . 15 0 . 333 21 . 7 C
Northbound
L 778 3502 0 . 88 0 . 222 48 . 7 D
T 654 1900 0 .43 0 . 344 24 . 8 C 36 . 9 D
R 754 1615 0 . 29 0 .467 15 . 7 B
Southbound
L 236 0 . 73 0 . 178 53 . 8 D
T 338 1900 0 . 74 0 . 178 48 . 6 D 35 . 7 D
R 700 1615 0 . 65 0 .433 21 . 8 C
Intersection Delay = 32 . 9 (sec/veh) Intersection LOS = C
HCS : Signals Release 3 . 1b
Phone : Fax:
E-Mail :
OPERATIONAL ANALYSIS _
Intersection: SH 119
City/State :
Analyst : GC
Project No:
Time Period Analyzed: EX ST LT AM PM
Date : 12/9/99
East/West Street Name : SH 119
North/South Street Name : FRONTAGE ROAD
VOLUME DATA
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
Volume 330 770 240 95 885 100 650 255 260 155 225 575
PHF 0 . 95 0 . 95 0 . 90 0 . 90 0 . 95 0 . 90 0 . 95 0 . 90 0 . 90 0 . 90 0 . 90 0 . 95
PK 15 Vol 87 203 67 26 233 28 171 71 72 43 63 151
Hi Ln Vol
Grade 0 0 0 0
Ideal Sat 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
ParkExist
NumPark
Heavy Veh 0 0 0 0 0 0 0 0 0 0 0 0
No. Lanes 1 2 1 1 2 1 2 1 1 1 1 1
LGConfig L T R L T R L T R L T R
Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vol 60 25 65 145
Adj Flow 347 811 200 106 932 83 684 283 217 172 250 453
°%InSharedLn
Prop Turns
NumPeds 0 0 0 0
NumBus 0 0 0 0 0 0 0 0 0 0 0 0
Duration 0 . 25 Area Type : All other areas
OPERATING PARAMETERS _
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
Init Unmet 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0
Arriv. Type 4 5 4 3 5 3 4 3 3 3 3 4
Unit Ext . 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0
I Factor 1 . 000 1 . 000 1 . 000 1 . 000
Lost Time 2 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0
Ext of g 2 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0
Ped Min g 0 . 0 0 . 0 0 . 0 0 . 0
PHASE DATA
Phase Combination l 2 3 4 1 5 6 7 8
EB Left P P NB Left P
Thru P P Thru P P
Right P P Right P P
Peds Peds
WB Left P P SB Left P P
Thru P P Thru P P
Right P P Right P P
Peds Peds
NB Right P EB Right P
SB Right P WB Right P
Green 17 . 0 20 . 0 5 . 0 20 . 0 11 . 0 5 . 0
Yellow 0 . 0 0 . 0 4 . 0 0 . 0 0 . 0 4 . 0
All Red 0 . 0 0 . 0 2 . 0 0 . 0 0 . 0 2 . 0
Cycle Length: 90 . 0 secs
VOLUME ADJUSTMENT WORKSHEET _
Adjusted Prop. Prop .
Appr. / Mvt Flow No . Lane Flow Rate Left Right
Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left 330 0 . 95 347 1 L 347
Thru 770 0 . 95 811 2 T 811
Right 240 0 . 90 200 1 R 60 200
Westbound
Left 95 0 . 90 106 1 L 106
Thru 885 0 . 95 932 2 T 932
Right 100 0 . 90 83 1 R 25 83
Northbound
Left 650 0 . 95 684 2 L 684
Thru 255 0 . 90 283 1 T 283
Right 260 0 . 90 217 1 R 65 217
Southbound
Left 155 0 . 90 172 1 L 172
Thru 225 0 . 90 250 1 T 250
Right 575 0 . 95 453 1 R 145 453
* Value entered by user.
SATURATION FLOW ADJUSTMENT WORKSHEET
Appr/ Ideal Adj
Lane Sat f f f f f f f f f Sat
Group Flow W HV G P BB A LU RT LT Flow
Eastbound Sec LT Adj /LT Sat : 0 . 200 380
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 --- - 0 . 950 1805
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 0 . 95 1 . 000 1 . 000 3610
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 - --- 1615
Westbound Sec LT Adj /LT Sat : 0 . 346 657
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 ---- 0 . 950 1805
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 0 . 95 1 . 000 1 . 000 3610
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 -- - - 1615
Northbound Sec LT Adj /LT Sat :
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 0 . 97 ---- 0 . 950 3502
T 1900 1 00 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 1 . 000 1 . 000 1900
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 --- - 161.5
Southbound Sec LT Adj /LT Sat : 0 . 586 1114
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 - --- 0 . 950 1805
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 1 . 000 1 . 000 1900
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 --- - 1615
CAPACITY ANALYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group--
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
Eastbound
Pri . 341 1805 0 . 19 0 . 189 341 1 . 00
Sec . 6 380 0 . 02 0 . 222 84 0 . 07
Left L 347 0 .411 425 0 . 82
Thru T 811 3610 0 .22 0 .411 1484 0 . 55
Right R 200 1615 0 . 12 0 . 633 1023 0 . 20
Westbound
Pri . 0 1805 0 . 00 0 . 056 100 0 . 00
Sec . 657 0 . 222 146
Left L 106 0 . 278 246 0 .43
Thru T 932 3610 0 .26 0 . 278 1003 0 . 93
Right R 83 1615 0 . 05 0 . 333 538 0 . 15
Northbound
Pri .
Sec .
Left L 684 3502 0 . 20 0 . 222 778 0 . 88
Thru T 283 1900 0 . 15 0 . 344 654 0 . 43
Right R 217 1615 0 . 13 0 . 467 754 0 . 29
Southbound
Pri . 36 1805 0 . 02 0 . 056 100 0 . 36
Sec . 1114 0 . 122 136
Left L 172 0 . 178 236 0 . 73
Thru T 250 1900 0 . 13 0 . 178 338 0 . 74
Right R 453 1615 0 . 28 0 . 433 700 0 . 65
Sum (v/s) critical = 0 . 00
Lost Time/Cycle, L = 0 . 00 sec Critical v/c (X) = 0 . 00
LEVEL OF SERVICE WORKSHEET
Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
Lane Del Adj Grp Factor Del Del
Grp v/c g/C dl Fact. Cap k d2 d3 Delay LOS Delay LOS
Eastbound
L 0 . 82 0 .411 36 . 7 0 . 882 425 0 . 50 15 . 8 0 . 0 48 . 2 D
T 0 . 55 0 . 411 20 . 1 0 . 535 1484 0 . 50 1 . 5 0 . 0 12 . 2 B 20 . 2 C
R 0 . 20 0 . 633 6 . 9 0 .488 1023 0 .50 0 .4 0 . 0 3 . 8 A
Westbound
L 0 . 43 0 . 278 28 . 0 1 . 000 246 0 . 50 5 .4 0 . 0 33 .4 C
T 0 . 93 0 . 278 31 . 6 0 . 744 1003 0 . 50 15 . 8 0 . 0 39 . 3 D 37 .4 D
R 0 . 15 0 . 333 21 . 1 1 . 000 538 0 . 50 0 . 6 0 . 0 21 . 7 C
Northbound
L 0 . 88 0 . 222 33 . 8 1 . 040 778 0 . 50 13 . 5 0 . 0 48 . 7 D
T 0 . 43 0 . 344 22 . 7 1 . 000 654 0 .50 2 . 1 0 . 0 24 . 8 C 36 . 9 D
R 0 . 29 0 . 467 14 . 8 1 . 000 754 0 . 50 1 . 0 0 . 0 15 . 7 B
Southbound
L 0 . 73 0 . 178 35 . 9 1 . 000 236 0 . 50 17 . 9 0 . 0 53 . 8 D
T 0 . 74 0 . 178 35 . 0 1 . 000 338 0 . 50 13 . 6 0 . 0 48 . 6 D 35 . 7 D
R 0 . 65 0 .433 20 . 1 0 . 857 700 0 . 50 4 . 6 0 . 0 21 . 8 C
Intersection Delay = 32 . 9 (sec/veh) Intersection LOS = C
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH EB WB NB SE
Cycle Length, C 90 . 0 sec
Actual Green Time for Lane Group, G 37 . 0 25 . 0 16 . 0
Effective Green Time for Lane Group, g 20 . 00 20 . 00 11 . 00
Opposing Effective Green Time, go 25 . 0 37 . 0 31 . 0
Number of Lanes in Lane Group, N 1 1 1
Number of Opposing Lanes, No 2 2 1
Adjusted Left-Turn Flow Rate, Vlt 347 106 172
Proportion of Left Turns in Opposing Flow, Plto 0 . 00 0 . 00 0 . 00
Adjusted Opposing Flow Rate, Vo 932 811 283
Lost Time for Lane Group, tl 0 . 00 6 . 00 6 . 00
Left Turns per. Cycle: LTC=V1tC/3600 8 . 68 2 . 65 4 . 30
Opposing Flow per Lane, Per Cycle : Volc=VoC/3600f1uo 12 . 26 10 . 67 7 . 07
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) 1 . 67 1 . 67 1 . 00
gf= [Gexp ( - a * (LTC ** b) ) ] -tl , gf<=g 0 . 0 0 . 0 0 . 0
Opposing Queue Ratio: qro==1-Rpo (go/C) 0 . 54 0 . 31 0 . 66
gq= (4 . 943Voic**0 . 762) (gro**1 . 061) -tl, gq<=g 20 . 00 0 . 00 0 . 00
gu =g-gq if gq>=gf , =g-gf if gq<gf 0 . 00 20 . 00 11 . 00
n= (gq-gf) /2 , n>=0 10 . 00 0 . 00 0 . 00
Ptho=1-Plto 1 . 00 1 . 00 1 . 0C
P1*=Plt [l+{ (N--1) g/ (gf+gu/E11+4 . 24) ) ) 1 . 00 1 . 00 1 . 00
Ell (Figure 9--7) 3 . 26 2 . 89 1 . 71
E12= (1-Ptho**n) /P1to, E12>=1 . 0 1 . 00 1 . 00 1 . 0C
fmin=2 (l+Plt) /g or fmin=2 (1+P1) /g 0 . 20 0 .20 0 . 36
gdiff=max (gq-gf, 0) 0 . 00 0 . 00 0 . 00
fm= [gf/g] + [gu/g] [1/{1+P1 (E11-1) } ] , (min=fmin;max=1 . 00) 0 . 20 0 . 35 0 . 59
flt=fm= [gf/g] +gdiff [1/{1+Plt (E12-1) } ]
+ [gu/g] [1/ (l+Plt (E11-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0 . 91 (N-1) ] /N**
flt 0 . 200 0 . 346 0 . 586
For special case of single-lane approach opposed by multilane approach,
see text .
* If P1>=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations .
** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text .
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB WB NB SE
Cycle Length, C 90 . 0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left-Turn Flow Rate, Vlt
Proportion of Left Turns in Lane Group, Plt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle : LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle : Volc=VoC/3600f1uo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp ( - a * (LTC ** b) ) ] -tl, gf<=g
Opposing Queue Ratio: qro=1-Rpo (go/C)
gq= (4 . 943Volc**0 . 762) (gro**1 . 061) -tl, gqc=g
gu =g-gq if gq>=gf, =g-gf if gq<gf
n= (gq-gf) /2 , n>=0
Ptho=1-Plto
P1*=Plt [l+{ (N-1) g/ (gf+gu/E11+4 . 24) ) )
Ell (Figure 9-7)
E12= (1-Ptho**n) /Plto, E12>=1 . 0
fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g
gdiff=max (gq-gf, 0)
fm= [gf/g] + [gu/g] [1/{l+Pl (E11-1) } ] , (min=fmin;max=1 . 00)
fit=fm= [gf/g] +gdiff [1/{1+Plt (E12-1) } ]
+ [gu/g] [1/ (1+Plt (E11-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0 . 91 (N-1) ] /N**
flt Primary
For special case of single-lane approach opposed by multilane approach,
see text .
* If Pl>=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations .
** For permitted left-turns with multiple exclusive left-turn lanes , flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text .
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
EBLT WELT NBLT SBLT
Adj . LT Vol from Vol Adjustment Worksheet, v 347 106 172
v/c ratio from Capacity Worksheet, X 0 . 07
Primary phase effective green, g 20 . 00 20 . 00 11 . 0C
Secondary phase effective green, gq 20 . 00 0 . 00 0 . 00
(From Supplemental Permitted LT Worksheet) , gu 0 . 00 20 . 00 11 . 00
Cycle length, C 90 . 0 Red = (C-g-gq-gu) , r 53 . 0 65 . 0 74 . 0
Arrivals : v/ (3600 (max (X, 1 . 0) ) ) , qa 0 . 10 0 . 03 0 . 05
Primary ph. departures : s/3600, sp 0 . 501 0 . 501 0 . 501
Secondary ph. departures : s (gq+gu) / (gu*3600) , ss 20 . 00 0 . 18 0 . 31
XPerm 9 . 99 0 . 69 1 . 19
XProt 0 . 79
XCase 3 4 5
Queue at beginning of green arrow, Qa 7 . 04 0 . 00 0 . 66
Queue at beginning of unsaturated green, Qu 1 . 93 1 . 91 3 . 54
Residual queue, Qr 1 . 93 0 . 00 0 . 00
Uniform Delay, dl 36 . 7 28 . 0 35 . 9
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay Initial Final Initial Lane
Appr/ Unmet Unmet Queue Unmet Queue Group
Lane Demand Demand Unadj . Adj . Param. Demand Delay Delay
Group Q veh t hrs . ds dl sec u Q veh d3 sec d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 32 . 9 sec/veh Intersection LOS C
ERROR MESSAGES
No errors to report .
HCS : Signals Release 3 . 1b
Inter: SH 66 City/St :
Analyst : GC Proj # : J
Date : 12/9/99 Period: ST LT AM PM
E/W St : SH 1-}9O(o N/S St : INTAGE ROAD
SIGNALIZED INTERSECTION SUMMARY
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes 1 1 1 1 1 1 1 1 1 1 1 1
LGConfig L T R L T R L T R L T R
Volume 75 375 200 35 400 25 130 15 25 40 30 35
Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vol 50 5 5
Duration 0 . 25 Area Type : All other areas
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left P P NB Left P P
Thru P P Thru P P
Right P P Right P P
Peds Peds
WB Left P SB Left P
Thru P Thru P
Right P Right P
Peds Peds
NB Right EB Right
SB Right WB Right
Green 6 . 0 32 . 0 15 . 0 11 . 0
Yellow 0 . 0 3 . 0 0 . 0 4 . 0
All Red 0 . 0 2 . 0 0 . 0 2 . 0
Cycle Length: 75 . 0 secs
Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capcity (s) v/c g/C Delay LOS Delay LOS
Eastbound
L 368 0 .23 0 . 507 12 . 0 B
T 963 1900 0 .43 0 .507 10 . 3 B 10 . 6 B
R 818 1615 0 .20 0 . 507 10 . 7 B
Westbound
L 420 985 0 . 09 0 . 427 13 . 3 B
T 811 1900 0 .55 0 . 427 16 . 6 B 16 . 1 B
R 689 1615 0 . 03 0 . 427 12 . 6 B
Northbound
L 522 0 . 28 0 . 347 18 . 7 B
T 659 1900 0 . 03 0 . 347 16 . 2 B 18 . 2 B
R 560 1615 0 . 04 0 . 347 16 . 4 B
Southbound
L 208 1418 0 . 21 0 . 147 30 . 5 C
T 279 1900 0 . 12 0 . 147 28 . 7 C 29 . 7 C
R 237 1615 0 . 00 0 . 147 27 . 3 C
Intersection Delay = 14 . 5 (sec/veh) Intersection LOS = B
HCS : Signals Release 3 . 1b
Phone : Fax:
E-Mail :
OPERATIONAL ANALYSIS
Intersection: SH 66
City/State :
Analyst : GC
Project No :
Time Period Analyzed: ST LT AM PM
Date : 12/9/99
East/West Street Name : SH 119
North/South Street Name : FRONTAGE ROAD
VOLUME DATA
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
Volume 75 375 200 35 400 25 130 15 25 40 30 35
PHF 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90
PK 15 Vol 21 104 56 10 111 7 36 4 7 11 8 10
Hi Ln Vol
96 Grade 0 0 0 0
Ideal Sat 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
ParkExist
NumPark
Heavy Veh 0 0 0 0 0 0 0 0 0 0 0 0
No. Lanes 1 1 1 1 1 1 1 1 1 1 1 1
LGConfig L T R L T R L T R L T R
Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vol 50 5 5
Adj Flow 83 417 167 39 444 22 144 17 22 44 33 0
oInSharedLn
Prop Turns
NumPeds 0 0 0 0
NumBus 0 0 0 0 0 0 0 0 0 0 0 0
Duration 0 . 25 Area Type : All other areas
OPERATING PARAMETERS
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
Init Unmet 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0 0 . 0
Arriv. Type 3 4 3 3 4 3 3 3 3 3 3 3
Unit Ext . 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0 3 . 0
I Factor 1 . 000 1 . 000 1 . 000 1 . 000
Lost Time 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0
Ext of g 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0
Ped Min g 0 . 0 0 . 0 0 . 0 0 . 0
PHASE DATA
Phase Combination 1 2 3 4 I 5 6 7 8
EB Left P P NB Left P P
Thru P P Thru P P
Right P P Right P P
Peds Peds
WB Left P SB Left P
Thru P Thru P
Right P Right P
Peds Peds
NB Right EB Right
SB Right WB Right
Green 6 . 0 32 . 0 15 . 0 11 . 0
Yellow 0 . 0 3 . 0 0 . 0 4 . 0
All Red 0 . 0 2 . 0 0 . 0 2 . 0
Cycle Length: 75 . 0 secs
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop. Prop .
Appr. / Mvt Flow No. Lane Flow Rate Left Right
Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left 75 0 . 90 83 1 L 83
Thru 375 0 . 90 417 1 T 417
Right 200 0 . 90 167 1 R 50 167
Westbound
Left 35 0 . 90 39 1 L 39
Thru 400 0 . 90 444 1 T 444
Right 25 0 . 90 22 1 R 5 22
Northbound
Left 130 0 . 90 144 1 L 144
Thru 15 0 . 90 17 1 T 17
Right 25 0 . 90 22 1 R 5 22
Southbound
Left 40 0 . 90 44 1 L 44
Thru 30 0 . 90 33 1 T 33
Right 35 0 . 90 0 1 R 0
* Value entered by user.
SATURATION FLOW ADJUSTMENT WORKSHEET
Appr/ Ideal Ad_
Lane Sat f f f f f f f f f Sat
Group Flow W HV G P BB A LU RT LT Flow
Eastbound Sec LT Adj /LT Sat : 0 . 334 634
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 -- -- 0 . 950 1805
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 1 . 000 1 . 000 1900
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 -- - - 16:_5
Westbound Sec LT Adj /LT Sat :
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 ---- 0 . 518 985
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 1 . 000 1 . 000 1900
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 -- -- 16:L5
Northbound Sec LT Adj /LT Sat : 0 . 677 1286
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 -- -- 0 . 950 1805
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 1 . 000 1 . 000 1900
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 - - - - 1615
Southbound Sec LT Adj /LT Sat :
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 ---- 0 . 746 1418
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 1 . 000 1 . 000 1900
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 - --- 1615
CAPACITY ANALYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group--
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
Eastbound
Pri . 72 1805 # 0 . 04 0 . 040 72 1 . 00
Sec . 11 634 0 . 02 0 .467 296 0 . 04
Left L 83 0 . 507 368 0 . 23
Thru T 417 1900 0 . 22 0 . 507 963 0 . 43
Right R 167 1615 0 . 10 0 . 507 818 0 . 20
Westbound
Pri .
Sec .
Left L 39 985 0 . 04 0 .427 420 0 . 09
Thru T 444 1900 # 0 . 23 0 . 427 811 0 . 55
Right R 22 1615 0 . 01 0 .427 689 0 . 03
Northbound
Pri . 144 1805 # 0 . 08 0 . 147 265 0 . 54
Sec . 0 1286 0 . 00 0 .200 257 0 . 00
Left L 144 0 . 347 522 0 . 28
Thru T 17 1900 0 . 01 0 . 347 659 0 . 03
Right R 22 1615 0 . 01 0 . 347 560 0 . 04
Southbound
Pri .
Sec .
Left L 44 1418 # 0 . 03 0 . 147 208 0 . 21
Thru T 33 1900 0 . 02 0 . 147 279 0 . 12
Right R 0 1615 0 . 00 0 . 147 237 0 . 00
Sum (v/s) critical = 0 . 38
Lost Time/Cycle, L = 22 . 00 sec Critical v/c (X) = 0 . 54
LEVEL OF SERVICE WORKSHEET
Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
Lane Del Adj Grp Factor Del Del
Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
L 0 . 23 0 . 507 10 . 6 1 . 000 368 0 . 50 1 . 4 0 . 0 12 . 0 B
T 0 .43 0 . 507 11 . 7 0 . 756 963 0 . 50 1 . 4 0 . 0 10 . 3 B 10 . 6 B
R 0 .20 0 . 507 10 . 2 1 . 000 818 0 . 50 0 . 6 0 . 0 10 . 7 B
Westbound
L 0 . 09 0 . 427 12 . 8 1 . 000 420 0 . 50 0 .4 0 . 0 13 . 3 B
T 0 . 55 0 . 427 16 . 1 0 . 865 811 0 . 50 2 . 7 0 . 0 16 . 6 B 16 . 1 B
R 0 . 03 0 . 427 12 . 5 1 . 000 689 0 . 50 0 . 1 0 . 0 12 . 6 B
Northbound
L 0 . 28 0 . 347 17 .4 1 . 000 522 0 . 50 1 . 3 0 . 0 18 . 7 B
T 0 . 03 0 . 347 16 . 2 1 . 000 659 0 . 50 0 . 1 0 . 0 16 . 2 B 18 . 2 B
R 0 . 04 0 . 347 16 . 2 1 . 000 560 0 . 50 0 . 1 0 . 0 16 . 4 B
Southbound
L 0 . 21 0 . 147 28 . 2 1 . 000 208 0 . 50 2 . 3 0 . 0 30 . 5 C
T 0 . 12 0 . 147 27 . 8 1 . 000 279 0 . 50 0 . 9 0 . 0 28 . 7 C 29 . 7 C
R 0 . 00 0 . ].47 27 . 3 1 . 000 237 0 . 50 0 . 0 0 . 0 27 . 3 C
Intersection Delay = 14 . 5 (sec/veh) Intersection LOS = B
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH EB WB NB SD
Cycle Length, C 75 . 0 sec
Actual Green Time for Lane Group, G 38 . 0 32 . 0 26 . 0 11 . 0
Effective Green Time for Lane Group, g 35 . 00 32 . 00 15 . 00 11 . 00
Opposing Effective Green Time, go 32 . 0 38 . 0 11 . 0 26 . 0
Number of Lanes in Lane Group, N 1 1 1 1
Number of Opposing Lanes, No 1 1 1 1
Adjusted Left-Turn Flow Rate, Vlt 83 39 144 44
Proportion of Left Turns in Opposing Flow, Plto 0 . 00 0 . 00 0 . 00 0 . 00
Adjusted Opposing Flow Rate, Vo 444 417 33 17
Lost Time for Lane Group, tl 5 . 00 5 . 00 6 . 00 6 . 00
Left Turns per Cycle : LTC=V1tC/3600 1 . 73 0 . 81 3 . 00 0 . 92
Opposing Flow per Lane, Per Cycle : Volc=VoC/3600f1uo 9 .25 8 . 69 0 . 69 0 . 35
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) 1 . 33 1 . 33 1 . 00 1 . 00
gf= [Gexp (- a * (LTC ** b) ) ] -tl, gf<=g 0 . 0 0 . 0 0 . 0 0 . 0
Opposing Queue Ratio: qro=1-Rpo (go/C) 0 . 43 0 . 32 0 . 85 0 . 65
gq= (4 . 943Volc**0 . 762) (gro**1 . 061) -tl , gqc=g 11 . 88 0 . 00 1 . 20 0 . 00
gu =g-gq if gq>=gf, =g-gf if gqcgf 23 . 12 32 . 00 13 . 80 11 . 00
n= (gq-gf) /2, n>=0 5 . 94 0 . 00 0 . 60 0 . 00
Ptho=1-Plto 1 . 00 1 . 00 1 . 00 1 . 00
P1*=Plt [1+{ (N-1) g/ (gf+gu/E11+4 . 24) ) ) 1 . 00 1 . 00 1 . 00 1 . 00
Ell (Figure 9-7) 1 . 98 1 . 93 1 . 36 1 . 34
E12= (1-Ptho**n) /Plto, E12>=1 . 0 1 . 00 1 . 00 1 . 00 1 . 00
fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g 0 . 11 0 . 13 0 . 27 0 . 36
gdiff=max (gq-gf, 0) 0 . 00 0 . 00 0 . 00 0 . 00
fm= [gf/g] + [gu/g] [1/{1+Pl (E11-1) } ] , (min=fmin;max=1 . 00) 0 . 33 0 . 52 0 . 68 0 . 75
flt=fm= [gf/g] +gdiff [1/{1+Plt (E12-1) } ]
+ [9u/g] [1/ (1+Plt (E11-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0 . 91 (N-1) ] /N**
flt 0 . 334 0 . 518 0 . 677 0 . 746
For special case of single-lane approach opposed by multilane approach,
see text .
* If P1>=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations .
** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text .
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB WB NB SE
Cycle Length, C 75 . 0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left-Turn Flow Rate, Vlt
Proportion of Left Turns in Lane Group, Plt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle : LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle : Volc=VoC/3600f1uo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp (- a * (LTC ** b) ) ] -tl , gf<=g
Opposing Queue Ratio: qro=1-Rpo (go/C)
gq= (4 . 943Volc**0 . 762) (gro**1 . 061) -tl , gq<=g
gu =g-gq if gq>=gf, =g-gf if gq<gf
n= (gq-gf) /2 , n>=0
Ptho=1-Plto
P1*=Plt [1+{ (N-1) g/ (gf+gu/E11+4 . 24) ) )
Ell (Figure 9-7)
El2= (1-Ptho**n) /Plto, E12>=1 . 0
fmin=2 (l+Plt) /g or fmin=2 (1+P1) /g
gdiff=max (gq-gf, 0)
fm= [gf/g] + [gu/g] [1/{1+Pl (E11-1) } ] , (min=fmin;max=1 . 00)
flt=fm= [gf/g] +gdiff [1/{l+Plt (E12-1) } ]
+ [gu/g] [1/ (l+Plt (Ell-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0 . 91 (N-1) ] /N**
flt Primary
For special case of single-lane approach opposed by multilane approach,
see text .
* If Pl>=1 for shared left-turn lanes with N>l, then assume de-facto
left-turn lane and redo calculations .
** For permitted left-turns with multiple exclusive left-turn lanes , flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text .
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
EBLT WELT NBLT SBLT
Adj . LT Vol from Vol Adjustment Worksheet, v 83 144
v/c ratio from Capacity Worksheet, X 0 . 04 0 . 00
Primary phase effective green, g 35 . 00 15 . 00
Secondary phase effective green, gq 11 . 88 1 . 20
(From Supplemental Permitted LT Worksheet) , gu 23 . 12 13 . 80
Cycle length, C 75 . 0 Red = (C-g-gq-gu) , r 37 . 0 49 . 0
Arrivals : v/ (3600 (max(X, 1 . 0) ) ) , qa 0 . 02 0 . 04
Primary ph. departures : s/3600 , sp 0 . 501 0 . 501
Secondary ph. departures : s (gq+gu) / (gu*3600) , ss 0 . 27 0 . 39
XPerm 0 . 13 0 . 11
XProt 0 . 61 0 . 44
XCase 1 1
Queue at beginning of green arrow, Qa 0 . 85 1 . 96
Queue at beginning of unsaturated green, Qu 0 . 27 0 . 05
Residual queue, Qr 0 . 00 0 . 00
Uniform Delay, dl 10 . 6 17 . 4
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay Initial Final Initial Lane
Appr/ Unmet Unmet Queue Unmet Queue Group
Lane Demand Demand Unadj . Adj . Param. Demand Delay Delay
Group Q veh t hrs . ds dl sec u Q veh d3 sec d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 14 . 5 sec/veh Intersection LOS B
ERROR MESSAGES
No errors to report .
HCS : Signals Release 3 . 1b
Inter: SH 66 City/St :
Analyst : GC Proj # :
Date : 12/9/99 Period: ST LT AM PM
E/W St : SH ±-1-91.0(e N/S St : FR NTAGE ROAD
SIGNALIZED INTERSECTION SUMMARY
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
No. Lanes 1 1 1 1 1 1 1 1 1 1 1 1
LGConfig L T R L T R L T R L T R
Volume 25 550 140 45 555 10 205 25 60 35 40 105
Lane Width 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0 12 . 0
RTOR Vol 50 5 20 75
Duration 0 . 25 Area Type : All other areas
Signal Operations
Phase Combination 1 2 3 4 5 6 7 8
EB Left P P NB Left P P
Thru P P Thru P P
Right P P Right P P
Peds Peds
WB Left P SB Left P
Thru P Thru P
Right P Right P
Peds Peds
NB Right EB Right
SB Right WB Right
Green 6 . 0 32 . 0 15 . 0 11 . 0
Yellow 0 . 0 3 . 0 0 . 0 4 . 0
All Red 0 . 0 2 . 0 0 . 0 2 . 0
Cycle Length: 75 . 0 secs
Intersection Performance Summary _
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group Flow Rate
Grp Capcity (s) v/c g/C Delay LOS Delay LOS
Eastbound
L 231 0 . 12 0 . 507 13 . 2 B
T 963 1900 0 . 63 0 . 507 13 .4 B 12 . 9 B
R 818 1615 0 . 12 0 . 507 10 . 0+ B
Westbound
L 306 718 0 . 16 0 .427 14 . 4 B
T 811 1900 0 . 76 0 .427 22 . 4 C 21 . 7 C
R 689 1615 0 . 01 0 .427 12 .4 B
Northbound
L 512 0 .45 0 .347 21 . 1 C
T 659 1900 0 . 04 0 . 347 16 .4 B 20 . 0+ C
R 560 1615 0 . 08 0 .347 16 . 7 B
Southbound
L 206 1404 0 . 19 0 . 147 30 . 1 C
T 279 1900 0 . 16 0 . 147 29 . 2 C 29 . 5 C
R 237 1615 0 . 14 0 . 147 29 . 1 C
Intersection Delay = 18 . 2 (sec/veh) Intersection LOS = B
VOLUME ADJUSTMENT WORKSHEET
Adjusted Prop . Prop.
Appr. / Mvt Flow No . Lane Flow Rate Left Right
Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns
Eastbound
Left 25 0 . 90 28 1 L 28
Thru 550 0 . 90 611 1 T 611
Right 140 0 . 90 100 1 R 50 100
Westbound
Left 45 0 . 90 50 1 L 50
Thru 555 0 . 90 617 1 T 617
Right 10 0 . 90 6 1 R 5 6
Northbound
Left 205 0 . 90 228 1 L 228
Thru 25 0 . 90 28 1 T 28
Right 60 0 . 90 44 1 R 20 44
Southbound
Left 35 0 . 90 39 1 L 39
Thru 40 0 . 90 44 1 T 44
Right 105 0 . 90 33 1 R 75 33
* Value entered by user.
SATURATION FLOW ADJUSTMENT WORKSHEET
Appr/ Ideal Adj
Lane Sat f f f f f f f f f Sat
Group Flow W HV G P BE A LU RT LT Flow
Eastbound Sec LT Adj /LT Sat : 0 . 180 341
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 ---- 0 . 950 1805
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 1 . 000 1 . 000 1900
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 - - -- 1615
Westbound Sec LT Adj/LT Sat :
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 ---- 0 . 378 713
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 1 . 000 1 . 000 1900
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 ---- 1615
Northbound Sec LT Adj /LT Sat : 0 . 650 1236
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 - -- - 0 . 950 1805
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 1 . 000 1 . 000 1900
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 - --- 1615
Southbound Sec LT Adj/LT Sat :
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 ---- 0 . 739 1404
T 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 1 . 000 1 . 000 1900
R 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 --- - 1615
CAPACITY ANALYSIS WORKSHEET
Adj Adj Sat Flow Green --Lane Group--
Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c
Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio
Eastbound
Pri . 28 1805 # 0 . 02 0 . 040 72 0 . 39
Sec . 0 341 0 . 00 0 . 467 159 0 . 00
Left L 28 0 . 507 231 0 . 12
Thru T 611 1900 0 . 32 0 . 507 963 0 . 63
Right R 100 1615 0 . 06 0 . 507 818 0 . 12
Westbound
Pri .
Sec .
Left L 50 718 0 . 07 0 . 427 306 0 . 16
Thru T 617 1900 # 0 . 32 0 . 427 811 0 . 76
Right R 6 1615 0 . 00 0 .427 689 0 . 01
Northbound
Pri . 228 1805 # 0 . 13 0 . 147 265 0 . 86
Sec . 0 1236 0 . 00 0 . 200 247 0 . 00
Left L 228 0 . 347 512 0 . 45
Thru T 28 1900 0 . 01 0 . 347 659 0 . 04
Right R 44 1615 0 . 03 0 . 347 560 0 . 08
Southbound
Pri .
Sec .
Left L 39 1404 # 0 . 03 0 . 147 206 0 . 19
Thru T 44 1900 0 . 02 0 . 147 279 0 . 16
Right R 33 1615 0 . 02 0 . 147 237 0 . 14
Sum (v/s) critical = 0 . 49
Lost Time/Cycle, L = 22 . 00 sec Critical v/c (X) = 0 . 70
LEVEL OF SERVICE WORKSHEET
Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach
Lane Del Adj Grp Factor Del Del
Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS
Eastbound
L 0 . 12 0 . 507 12 . 1 1 . 000 231 0 . 50 1 . 1 0 . 0 13 . 2 B
T 0 . 63 0 .507 13 . 5 0 . 756 963 0 . 50 3 . 2 0 . 0 13 .4 B 12 . 9 B
R 0 . 12 0 . 507 9 . 7 1 . 000 818 0 . 50 0 . 3 0 . 0 10 . 0+ B
Westbound
L 0 . 16 0 . 427 13 . 3 1 . 000 306 0 . 50 1 . 1 0 . 0 14 .4 B
T 0 . 76 0 .427 18 . 3 0 . 865 811 0 . 50 6 . 6 0 . 0 22 .4 C 21 . 7 C
R 0 . 01 0 .427 12 . 4 1 . 000 689 0 . 50 0 . 0 0 . 0 12 . 4 B
Northbound
L 0 . 45 0 . 347 18 . 3 1 . 000 512 0 . 50 2 . 8 0 . 0 21 . 1 C
T 0 . 04 0 . 347 16 . 2 1 . 000 659 0 . 50 0 . 1 0 . 0 16 .4 B 20 . 0+ C
R 0 . 08 0 . 347 16 . 5 1 . 000 560 0 . 50 0 . 3 0 . 0 16 . 7 B
Southbound
L 0 . 19 0 . 147 28 . 1 1 . 000 206 0 . 50 2 . 0 0 . 0 30 . 1 C
T 0 . 16 0 . 147 28 . 0 1 . 000 279 0 . 50 1 . 2 0 . 0 29 .2 C 29 . 5 C
R 0 . 14 0 . 147 27 . 9 1 . 000 237 0 . 50 1 . 2 0 . 0 29 . 1 C
Intersection Delay = 18 . 2 (sec/veh) Intersection LOS = B
SUPPLEMENTAL PERMITTED LT WORKSHEET
for exclusive lefts
APPROACH EB WB NB SB
Cycle Length, C 75 . 0 sec
Actual Green Time for Lane Group, G 38 . 0 32 . 0 26 . 0 11 . 0
Effective Green Time for Lane Group, g 35 . 00 32 . 00 15 . 00 11 . 00
Opposing Effective Green Time, go 32 . 0 38 . 0 11 . 0 26 . 0
Number of Lanes in Lane Group, N 1 1 1 1
Number of Opposing Lanes, No 1 1 1 1
Adjusted Left--Turn Flow Rate, Vlt 28 50 228 39
Proportion of Left Turns in Opposing Flow, Plto 0 . 00 0 . 00 0 . 00 0 . 00
Adjusted Opposing Flow Rate, Vo 617 611 44 28
Lost Time for Lane Group, tl 5 . 00 5 . 00 6 . 00 6 . 00
Left Turns per Cycle : LTC=V1tC/3600 0 . 58 1 . 04 4 . 75 0 . 81
Opposing Flow per Lane, Per Cycle : Volc=VoC/3600f1uo 12 . 85 12 . 73 0 . 92 0 . 58
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) 1 . 33 1 . 33 1 . 00 1 . 00
gf= [Gexp (- a * (LTC ** b) ) ] -tl, gf<=g 0 . 0 0 . 0 0 . 0 0 . 0
Opposing Queue Ratio : qro==1-Rpo (go/C) 0 .43 0 . 32 0 . 85 0 . 65
gq= (4 . 943Vo1c**0 . 762) (gro**1 . 061) -tl, gq<=g 20 .41 4 . 09 1 . 60 0 . 00
gu =g-gq if gq>=gf, =g-gf if gq<gf 14 . 59 27 . 91 13 .40 11 . 00
n= (gq-gf) /2 , n>=0 10 . 21 2 . 04 0 . 80 0 . 00
Ptho=1-Plto 1 . 00 1 . 00 1 . 00 1 . 00
P1*=Plt [1+{ (N -1) g/ (gf+gu/E11+4 . 24) ) ) 1 . 00 1 . 00 1 . 00 1 . 00
Ell (Figure 9--7) 2 . 32 2 . 31 1 . 37 1 . 35
E12= (1-Ptho**n) /Plto, E12>=1 . 0 1 . 00 1 . 00 1 . 00 1 . 00
fmin=2 (l+Plt) /g or fmin=2 (1+P1) /g 0 . 11 0 . 13 0 . 27 0 . 36
gdiff=max (gq-gf, 0) 0 . 00 0 . 00 0 . 00 0 . 00
fm= [gf/g] + [gu/g] [1/{1+P1 (E11-1) } ] , (min=fmin;max=1 . 00) 0 . 18 0 .38 0 . 65 0 . 74
flt=fm= [gf/g] +gdiff [1/ {1+Plt (E12-1) } ]
+ [gu/g] [1/ (1+Plt (E11-l) ] , (min=fmin;max=1 . 0) or flt= [fm+0 . 91 (N-1) ] /N**
flt 0 . 180 0 . 378 0 . 650 0 . 739
For special case of single-lane approach opposed by multilane approach,
see text .
* If Pl>=1 for shared left-turn lanes with N>1, then assume de-facto
left-turn lane and redo calculations .
** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text .
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB WB NB SE
Cycle Length, C 75 . 0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
Number of Lanes in Lane Group, N
Number of Opposing Lanes, No
Adjusted Left-Turn Flow Rate, Vlt
Proportion of Left Turns in Lane Group, Plt
Proportion of Left Turns in Opposing Flow, Plto
Adjusted Opposing Flow Rate, Vo
Lost Time for Lane Group, tl
Left Turns per Cycle : LTC=V1tC/3600
Opposing Flow per Lane, Per Cycle : Volc=VoC/3600f1uo
Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7)
gf= [Gexp ( - a * (LTC ** b) ) ] -tl , gf<=g
Opposing Queue Ratio : qro=1-Rpo (go/C)
gq= (4 . 943Volc**0 . 762) (gro**1 . 061) -tl, gq<=g
gu =g-gq if gq>=gf, =g-gf if gq<gf
n= (gq-gf) /2 , n>=0
Ptho=1-Plto
P1*=Plt [l+{ (N-1) g/ (gf+gu/E11+4 .24) ) )
Ell (Figure 9-7)
El2= (1-Ptho**n) /Plto, E12>=1 . 0
fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g
gdiff=max (gq-gf, 0)
fm= [gf/g] + [gu/g] [1/{1+Pl (E11-1) } ] , (min=fmin;max=1 . 00)
flt=fm= [gf/g] +gdiff [1/{1+Plt (E12-1) } ]
+ [gu/g] [1/ (1+Plt (E11-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0 . 91 (N-1) ] /N**
flt Primary
For special case of single-lane approach opposed by multilane approach,
see text .
* If Pl>=1 for shared left-turn lanes with N>l, then assume de-facto
left-turn lane and redo calculations .
** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm.
For special case of multilane approach opposed by single-lane approach
or when gf>gq, see text .
SUPPLEMENTAL UNIFORM DELAY WORKSHEET
EBLT WELT NBLT SBLT
Adj . LT Vol from Vol Adjustment Worksheet, v 28 228
v/c ratio from Capacity Worksheet, X 0 . 00 0 . 00
Primary phase effective green, g 35 . 00 15 . 00
Secondary phase effective green, gq 20 .41 1 . 60
(From Supplemental Permitted LT Worksheet) , gu 14 . 59 13 . 40
Cycle length, C 75 . 0 Red = (C-g-gq-gu) , r 37 . 0 49 . 0
Arrivals : v/ (3600 (max (X, 1 . 0) ) ) , qa 0 . 01 0 . 06
Primary ph. departures : s/3600, sp 0 . 501 0 . 501
Secondary ph. departures : s (gq+gu) / (gu*3600) , ss 0 . 23 0 . 38
XPerm 0 . 08 0 . 18
XProt 0 . 21 0 . 69
XCase 1 1
Queue at beginning of green arrow, Qa 0 . 29 3 . 10
Queue at beginning of unsaturated green, Qu 0 . 16 0 . 10
Residual queue, Qr 0 . 00 0 . 00
Uniform Delay, dl 12 . 1 18 . 3
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur. Uniform Delay Initial Final Initial Lane
Appr/ Unmet Unmet _ Queue Unmet Queue Group
Lane Demand Demand Unadj . Adj . Param. Demand Delay Delay
Group Q veh t hrs . ds dl sec u Q veh d3 sec d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 18 . 2 sec/veh Intersection LOS B
ERROR MESSAGES
No errors to report .
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: GC
Intersectio CRll & CR��/�`��
Count Date: ST LT PM
Time Period:
intersection Orientation: East-West Major St.
Vehicle Volume Data:
Movements: 1 2 3 4 5 6 7 8 9 10 11 12
Volume: 5 125 1 5 125 10 25 5 1 5 1 35
HFR: 5 132 1 5 132 11 26 5 1 5 1 37
PHF: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
PHV: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
Blockage:
Median Type: None
# of vehicles: 0
Flared approach Movements:
# of vehicles: Northbound 1
# of vehicles: Southbound 1
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channeiized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Ohannelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y Y N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
Shared in volume, major th vehicles: 125 125
Shared ln volume, major rt vehicles: 1 10
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
t c,base 4.1 4 .1 7.1 6.5 6.2 7.1 6.5 6.2
o c,hv 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
P by 0. 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c,g 0.2 0.2 0.1 0.2 0.2 0.1
G 0. 00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 3,10 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
t c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c
1 stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t f,base 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3 .3
t f,EV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
P by 0 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t f 2.2 2.2 3.5 4.0 3 .3 3.5 4.0 3 .3
Worksheet 6 Impedance and capacity equations
Step 1 : FT from Minor St. 9 12
Conflicting Flows 132 137
Potential Capacity 923 917
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 923 917
Probability of Queue free St. 1.00 0.96
Step 2: LT from Major St. 4 1
Conflicting Flows 133 142
Potential Capacity 1465 1453
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1465 1453
Probability of Queue free St. 1.00 1.00
Maj . L Shared ln. Prob. Queue Free St. 1.00 1.00
Worksheet 7a - Computation of the effect of Two-stage gap acceptance
Step 3: TH from Minor St. 8 11
Part 1- First Stage
Conflicting Flows 111 355
Potential Capacity 808 633
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj factor due to Impeding mvmnt 0.99 0.94
Movement Capacity 799 598
Probability of Queue free St. 0.99 0.99
Part 2- Second Stage
Conflicting Flows 358 121
Potential Capacity 631 799
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj factor due to Impeding mvmnt 0.94 0.99
Movement Capacity 596 790
Part 3- Single Stage
Conflicting Flows 468 476
Potential Capacity 496 490
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj factor due tc Impeding mvmnt 0.93 0.93
Movement Capacity 463 458
Result for 2 stage process:
a 0.91 0.91
2.85 0 .56
C t 502 500
Probability of Queue free St. 0.99 0.99
Worksheet 7b - Computation of the effect of Two-stage gap acceptance
Step 4: LT from Minor St. 7 10
Part 1- First Stage
Conflicting Flows 111 355
Potential Capacity 900 666
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.99 0.94
Movement Capacity 889 629
Part 2- Second Stage
Conflicting Flows 361 166
Potential Capacity 662 841
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.93 0.88
Movement Capacity 616 738
Part 3- Single Stage
Conflicting Flows 471 521
Potential Capacity 506 469
Pedestrian Impedance Factor 1.0D 1.00
Maj . L, Min T Impedance factor 0.92 0.92
Maj . L, Min T Adj . Imp Factor. 0.94 0.94
Cap. Adj . factor due to Impeding mvmnt 0.94 0.84
Movement Capacity 474 395
Result for 2 stage process:
a 0.91 0.91
y 3.29 0.91
C t 521 473
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
I II
I II
I II I
v(vph) 84 5 105 5 5 5
Movement Capacity 521 502 987 473 500 860
Shared Lane Capacity 520 486
worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
II I
I II
I II I
v(vph) 16 84 89 105 11 5
C m(vph) 1397 1519 520 987 486 860
v/c 0.01 0.06 0.17 0.11 0.02 0.01
95% queue length
Control Delay 7.6 7.5 13.4 9.1 12.6 9.2
LOS A A B A B A
Approach Delay 11.0 11.5
Approach LOS B B
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: GC
Intersection FRONTAGE ROAD & CR28
Count Date: S LT AM PM
Time Period:
Intersection Orientation: North-South Major St.
Vehicle Volume Data:
Movements: 1 2 3 4 5 6 7 8 9 10 11 12
Volume: 15 265 50 110 120 5 80 5 85 5 5 5
HER: 16 279 53 116 126 5 84 5 89 5 5 5
PHF: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
PEW: 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
Blockage:
Median Type: TWLTL
# of vehicles: 1
Flared approach Movements:
# of vehicles: Eastbound 0
# of vehicles: Westbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
I N N N Y Y N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N N N Y Y N N N
Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y N N N Y N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y N N N Y N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared In volume, major th vehicles: 0 0
Shared In volume, major rt vehicles: 0 0
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
t c,base 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t c,hv 1.0 1 .0 1.0 1.0 1.0 1.0 1.0 1.0
P by 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t c,g 0.2 0.2 0.1 0.2 0.2 0 .1
G 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t 3, 1t 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
t c,T:
1 stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2 stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
t c
1 stage 4.1 4 .1 7.1 6.5 6.2 7.1 6.5 6 .2
2 stage 4 .1 4.1 6.1 5.5 6.2 6.1 5.5 6.2
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t f,base 2.2 2.2 3.5 4.0 3.3 3 .5 4.0 3.3
t f,HV 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
P by 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t f 2.2 2.2 3.5 4.0 3 .3 3.5 4.0 3.3
Worksheet 6 Impedance and capacity equations
Step 1: FT from Minor St. 9 12
Conflicting Flows 305 129
Potential Capacity 739 926
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 739 926
Probability of Queue free St. 0.88 0.99
Step 2: LT from Major St. 4 1
Conflicting Flows 332 132
Potential Capacity 1239 1466
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1239 1466
Probability of Queue free St. 0.91 0.99
Worksheet 7a - Computation of the effect of Two-stage gap acceptance
Step 3: TH from Minor St. 8 11
Part 1- First Stage
Conflicting Flows 337 361
Potential Capacity 645 630
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.99 0.91
Movement Capacity 638 571
Probability of Queue free St. 0.99 0.99
Part 2- second Stage
Conflicting Flows 363 363
Potential Capacity 628 628
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.91 0.99
Movement Capacity 569 621
Part 3- Single Stage
Conflicting Flows 700 724
Potential Capacity 366 355
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj factor due to Impeding mvmnt 0.90 0.90
Movement Capacity 328 318
Result for 2 stage process:
a 0.91 0.91
y 1.37 1.35
C t 419 389
Probability of Queue free St. 0.99 0.99
Worksheet 7b - Computation of the effect of Two-stage gap acceptance
Step 4: LT from Minor St. 7 10
Part 1- First Stage
Conflicting Flows 337 361
Potential Capacity 682 662
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.99 0.91
Movement Capacity 674 600
Part 2- Second Stage
Conflicting Flows 366 384
Potential Capacity 658 643
Pedestrian Impedance Factor 1 .00 1.00
Cap. Ad- . factor due to Impeding mvmnt 0.89 0.86
Movement Capacity 587 554
Part 3- Single Stage
Conflicting Flows 703 745
Potential Capacity 355 333
Pedestrian Impedance Factor 1 .00 1.00
Maj . L, Min T Impedance factor 0.88 0.89
Maj . L, Min T Adj . Imp Factor. 0.91 0.91
Cap. Adj . factor due to Impeding mvmnt 0.91 0.80
Movement Capacity 322 267
Result for 2 stage process:
a 0.91 0.91
y 1.41 1.94
C t 427 347
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
III I
I II I
v(vph) 84 5 89 5 5 5
Movement Capacity 427 419 739 347 389 926
Shared Lane Capacity 427 367
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
I III I
v(vph) 16 116 89 89 11 5
C m(vph) 1466 1239 427 739 367 926
v/c 0.01 0.09 0.21 0.12 0.03 0.01
95% queue length
Control Delay 7.5 8.2 15.7 10.5 15.1 8.9
LOS A A C B C A
Approach Delay 13 .1 13 .0
Approach LOS B B
HCS: Unsignalized Intersections Release 3 .1b
TWO-WAY STOP CONTROLITWSC) ANALYSIS
Analyst: GC
IntersectionThFRONTAGE & ACCESS
Count Date:l SD' LT AM PM
Time Period:
Intersection Orientation: North-South Major St.
Vehicle Volume Data:
Movements: 2 3 4 5 7 9
Volume: 190 240 60 125 310 35
HFR: 200 253 63 132 326 37
PHF: 0.95 0.95 0.95 0.95 0.95 0.95
PHV: 0.0C 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
Blockage:
Median Type: TWLTL
# of vehicles: 1
Flared approach Movements:
# of vehicles: Eastbound 0
* of vehicles: Westbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N N N N Y N N N Y
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N N N Y N N N N
Channelized: Y
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N N N N Y N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
T R L T R L T R
N N N N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared In volume, major th vehicles: 0 0
Shared In volume, major rt vehicles: 0 0
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 4 7 9
t c,base 4.1 7.1 6.2
t c,hv 1.0 1.0 1.0
P hv 0.00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
t 3,1t 0.0 0.7 0 .0
t c,T:
1 stage 0.00 0.00 0.00
2 stage 0.00 1.00 0.00
t c
1 stage 4.1 6.4 6.2
2 stage 4.1 5.4 6.2
Follow Up Time Calculations:
Movement 4 7 9
t f,base 2.2 3.5 3.3
t f,HV 0.9 0.9 0.9
P hv 0.00 0.00 0.00
t f 2.2 3.5 3.3
worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 200
Potential Capacity 846
Pedestrian Impedance Factor 1.00
Movement Capacity 846
Probability of Queue free St. 0.96
Step 2: LT from Major St. 4 1
Conflicting Flows 453
Potential Capacity 1119
Pedestrian Impedance Factor 1.00
Movement Capacity 1119
Probability of Queue free St. 0.94
Worksheet 7a - Computation of the effect of Two-stage gap acceptance
Step 3 : TH from Minor St. 8 11
Part 1- First Stage
Conflicting Flows 200 258
Potential Capacity 739 698
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 0.94
Movement. Capacity 739 659
Probability of Queue free St. 1.00 1.00
Part 2- Second Stage
Conflicting Flows 258 453
Potential Capacity 698 574
Pedestrian Impedance Factor 1.00 1.00
Cap. Adi . factor due to Impeding mvmnt 0.94 1.00
Movement Capacity 659 574
Part 3- Single Stage
Conflicting Flows 458 711
Potential Capacity 502 361
Pedestrian Impedance Factor 1 .00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.94 0.94
Movement Capacity 474 340
Result for 2 stage process:
a 0.91 0.91
y 1.44 1.87
C t 532 412
Probability of Queue free St. 1.00 1.00
Worksheet 7b - Computation of the effect of Two-stage gap acceptance
Step 4: LT from Minor St. 7 10
Part 1- First Stage
Conflicting Flows 200 258
Potential Capacity 838 790
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 0.94
Movement Capacity 838 745
Part 2- Second Stage
Conflicting Flows 258 345
Potential Capacity 790 722
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.94 0.96
Movement Capacity 745 690
Part 3- Single Stage
Conflicting Flows 458 603
Potential Capacity 565 466
Pedestrian Impedance Factor 1 .00 1.00
Maj . L, Min T Impedance factor 0.94 0.94
Maj . L, Min T Adj . Imp Factor. 0.96 0.96
Cap. Adj . factor due to Impeding mvmnt 0.96 0.92
Movement Capacity 540 426
Result for 2 stage process:
a 0.91 0.91
y 1.45 1.59
C t 604 502
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
II
I II I
I II I
v(vph) 63 326 37
C m(vph) 1119 604 846
v/c 0.06 0.54 0.04
95% queue length
Control Delay 8.4 17.7 9.4
LOS A C A
Approach Delay 16.9
Approach LOS C
FICS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: GC
Intersection. FRONTAGE ROAD CCESS
Count Date: ST LT AM PM
Time Period:
Intersection Orientation: North-South Major St.
Vehicle Volume Data:
Movements: 2 3 4 5 7 9
Volume: 280 365 70 240 320 80
HFR: 295 384 74 253 337 84
PHF: 0.95 0.95 0.95 0.95 0.95 0.95
PHV: 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
Blockage:
Median Type: TWLTL
# of vehicles: 1
Flared approach Movements:
# of vehicles: Eastbound 0
# of vehicles: Westbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N N N N Y N N N Y
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N N N Y N N N N
Channelized: Y
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N N N N Y N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N N N N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared In volume, major th vehicles: 0 0
Shared In volume, major rt vehicles: 0 0
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 4 7 9
t c,base 4.1 7.1 6.2
t c,hv 1.0 1.0 1.0
P by 0 .00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
t 3,1t 0.0 0.7 0.0
t c,T:
1 stage 0.00 0.00 0.00
2 stage 0.00 1.00 0.00
t c
1 stage 4.1 6.4 6.2
2 stage 4.1 5.4 6.2
Follow Up Time Calculations:
Movement 4 7 9
t f,base 2.2 3.5 3.3
t f,HV 0.9 0.9 0.9
P by 0.00 0.00 0.00
t f 2.2 3.5 3.3
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 295
Potential Capacity 749
Pedestrian Impedance Factor 1.00
Movement Capacity 749
Probability of Queue free St. 0.89
Step 2: LT from Major St. 4 1
Conflicting Flows 679
Potential Capacity 923
Pedestrian Impedance Factor 1.00
Movement Capacity 923
Probability of Queue free St. 0.92
Worksheet 7a - Computation of the effect of Two-stage gap acceptance
Step 3: TH from Minor St. 8 11
Part 1- First Stage
Conflicting Flows 295 400
Potential Capacity 673 605
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1 .00 0.92
Movement Capacity 673 557
Probability of Queue free St. 1 .00 1.00
Part 2- Second Stage
Conflicting Flows 400 679
Potential Capacity 605 454
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.92 1.00
Movement Capacity 557 454
Part 3- Single Stage
Conflicting Flows 695 1079
Potential Capacity 368 220
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.92 0.92
Movement Capacity 339 203
Result for 2 stage process:
a 0.91 0.91
y 1.53 1.99
C t 430 293
Probability of Queue free St. 1.00 1.00
Worksheet 7b - Computation of the effect of Two-stage gap acceptance
Step 4: LT from Minor St. 7 10
Part 1- First Stage
Conflicting Flows 295 400
Potential Capacity 760 681
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 0.92
Movement Capacity 760 627
Part 2- Second Stage
Conflicting Flows 400 529
Potential Capacity 681 595
Pedestrian Impedance Factor 1.00 1 .00
Cap. Adj . factor due to Impeding mvmnt 0.92 0.89
Movement Capacity 627 528
Part 3- Single Stage
Conflicting Flows 695 929
Potential Capacity 411 300
Pedestrian Impedance Factor 1.00 1.00
Maj . L, Min T Impedance factor 0.92 0.92
Maj . L, Min T Adj . Imp Factor. 0.94 0.94
Cap. Adj . factor due to Impeding mvmnt 0.94 0.83
Movement Capacity 386 250
Result for 2 stage process:
a 0.91 0.91
y 1.55 1.84
C t 486 349
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
II
I II
II I
v(vph) 74 337 84
C m(vph) 923 486 749
v/c 0.08 0.69 0.11
95% queue length
Control Delay 9.2 27.5 10.4
LOS A D B
Approach Delay 24.0
Approach LOS C
HCS: Unsignalized Intersections Release 3.1b
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: GC
Intersectio CR26 & ACCE$5
Count Date: LT AM PM
Time Period:
Intersection Orientation: East-West Major St.
Vehicle Volume Data:
Movements: 2 3 4 5 7 9
Volume: 100 5 5 155 30 1
HFR: 105 5 5 163 32 1
PHF: 0.95 0.95 0.95 0.95 0.95 0.95
PHV: 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
Blockage:
Median Type: None
# of vehicles: 0
Flared approach Movements:
# of vehicles: Northbound 0
# of vehicles: Southbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y N N N N N N N
Channelized: Y
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N N N N Y N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N N N N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
Shared in volume, major th vehicles: 0 155
Shared In volume, major rt vehicles: 0 0
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0 .25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 4 7 9
t c,base 4.1 7.1 6.2
t c,hv 1.0 1.0 1.0
P hv 0.00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
t 3,It 0.0 0.7 0.0
t c,T:
1 stage 0..00 0.00 0.00
t c
1 stage 4.1 6.4 6.2
Follow Up Time Calculations:
Movement 4 7 9
t f,base 2.2 3 .5 3.3
t f,HV 0.9 0.9 0.9
P hv 0.00 0.00 0.00
t f 2.2 3.5 3.3
Worksheet 6 Impedance and capacity' equations
Step 1 : RT from Minor St. 9 12
Conflicting Flows 108
Potential Capacity 951
Pedestrian Impedance Factor 1.00
Movement Capacity 951
Probability of Queue free St. 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 111
Potential Capacity 1492
Pedestrian Impedance Factor 1 .00
Movement Capacity 1492
Probability of Queue free St. 1.00
Maj . L Shared ln. Prob. Queue Free St. 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 282
Potential Capacity 713
Pedestrian Impedance Factor 1.00
Maj . L, Min T Impedance factor 1.00
Maj . L, Min T Adj . Imp Factor. 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00
Movement Capacity 711
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
II
II
II
v(vph) _ 32 1
C m(vph) 1492 711 951
v/c 0.00 0.04 0.00
95% queue length
Control Delay 7.4 10.3 8.8
LOS A B A
Approach Delay 10.3
Approach LOS B
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 1.00 1.00
✓ i1 0 155
✓ i2 0 0
S it 1700 1700
S 12 1700 1700
P* 0j 1.00 1.00
D maj left 0.0 7.4
N number major st lanes 1 1
Delay, rank 1 mvmts 0.0 0.0
HCS: Unsignalized Intersections Release 3 .1b
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: GC
Iount Date: LT
& ACCESS M
Count Date: S LT AM PM
Time Period:
Intersection Orientation: East-West Major St.
Vehicle Volume Data:
Movements: 2 3 4 5 7 9
Volume: 150 15 5 165 5 1
HFR: 158 16 5 174 5 1
PHF: 0.95 0.95 0.95 0.95 0.95 0 .95
PHV: 0.00 0.00 0.00 0.00 0.00 0 .00
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
Blockage:
Median Type: None
# of vehicles: 0
Flared approach Movements:
# of vehicles: Northbound 0
# of vehicles: Southbound 0
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R. L T R
N Y Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y Y N N N N N N N
Channelized: Y
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N N N N Y N N N
Channelized: N
Grade: 0.00
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
N N N N N N N N N
Channelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
Shared In volume, major th vehicles: 0 165
Shared In volume, major rt vehicles: 0 0
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
Critical Gap Calculations:
Movement 4 7 9
t c,base 4.1 7.1 6.2
t c,hv 1.0 1.0 1.0
P hv 0.00 0.00 0.00
t c,g 0.2 0.1
0.00 0.00 0.00
t 3,1t 0.0 0.7 0.0
t c,T:
1 stage 0.00 0.00 0.00
t c
1 stage 4.1 6.4 6.2
Follow Up Time Calculations:
Movement 4 7 9
t f,base 2.2 3 .5 3 .3
t f,HV 0.9 0.9 0.9
P hv 0 .00 0.00 0.00
t f 2.2 3 .5 3.3
Worksheet 6 Impedance and capacity equations
Step 1: FT from Minor St. 9 12
Conflicting Flows 166
Potential Capacity 884
Pedestrian Impedance Factor 1.00
Movement Capacity 884
Probability of Queue free St. 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 174
Potential Capacity 1415
Pedestrian Impedance Factor 1.00
Movement Capacity 1415
Probability of Queue free St. 1.00
Maj . L Shared In. Prob. Queue Free St. 1.00
Step 4: LT from Minor St. 7 10
Conflicting Flows 350
Potential Capacity 651
Pedestrian Impedance Factor 1.00
Maj . L, Min T Impedance factor 1.00
Maj . L, Min T Adj . Imp Factor. 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00
Movement Capacity 649
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
I
II
II
v(vph) 5 5 1
C m(vph) 1415 649 884
v/c 0.00 0.01 0.00
95% queue length
Control Delay 7.6 10.6 9.1
LOS A B A
Approach Delay 10.3
Approach LOS B
Worksheet 11 Shared Major LT Impedance and Delay
Rank 1 Delay Calculations
Movement 2 5
P of 1.00 1.00
✓ it 0 165
✓ i2 0 0
S it 1700 1700
S i2 1700 1700
P* Oj 1.00 1.00
D maj left 0 .0 7.6
N number major st lanes 1 1
Delay, rank 1 mvmts 0.0 0.0
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