HomeMy WebLinkAbout992140.tiff f n
DEPARTMENT OF PLANNING SERVICES
Weld County Administrative Offices, 1400 N. 17th Avenue, Greeley, CO 80631
Phone (970) 353-6100. Ext. 3540, Fax (970)N-6 1211n�,/ p�atlCl�ltn �� t
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USE BY SPECIAL REVIEW APPLICATION
Application Fee Paid ut//(J7) .W Lai
" 3 DateAN 1 b `19
Recording Fee Paid Receipt#
Application Reviewed by:
TO BE COMPLETED BY APPLICANT: (Please print or type, except for necessary signature)
LEGAL DESCRIPTION OF SPECIAL REVIEW PERMIT AREA: Lois
3iocL I
PARCEL NUMBER: Li a. S 3 Q Q_a n__C>(12 digit number-found on Tax I.D.
Information or obtained at the Assessor's Office Section I (e, . T .5 N. R to(e VV
- Total Acreage B• 55 Zone District (`pp
--\ Overlay ZonePI$
Property Address (if available) k;ckr an- (`n,n I s` Ya e , 1 8 ' k e(
Proposed Use (' h(krch huH td 'no,
SURFACE FEE (PROPERTY OWNERS) OF AREA PROPOSED FOR THE SPECIAL REVIEW
PERMIT
Name: icci-k k 1c. flccc le CflurchAddress: Po Rn LII
City/State/Zip:()re e ley Cu 801.3j-lome Telephone: `I54-31iin Business Telephone =:3ti- 3;7 g
Name: Address: _
City/State/Zip: _ Home Telephone: _ Business Telephone
APPLICANT OR AUTHORIZED AGENT (if different than above)
Name: n non, Peccye,.i
Address: I3�.4 k Ih)CR Th City/State/Zip: (,rpele,i On 8o(�zi
Home Telephone: Gno - cI54L- 3iinn Business Telephone: Ct-Ic9 339 -3s7k
DEPARTMENT OF PLANNING SERVICES USE ONLY
Case#
Floodplain: c Yes 1%No Geologic Hazard: ❑ Yes X No
O&l1c. q- l'c
I hereby state that all statements and plans submitted with the application are true and correct to the best of
my knowledge. > .�
-
Rev: 1-27-97 Signature:. wner or Autho
pa M.g`(ZcN I b 5
992140 a
USE BY SPECIAL REVIEW QUESTIONAIRE ANSWERES
1. Explain, in detail,the proposed use of the property. Church building for use for regular services
Sunday,Wednesday,Friday.
2. Explain how this proposal is consistent with the intent of the Weld County Comprehensive Plan.
Providing existing residential areas with needs of worship.This is zoned agriculture,but we are not
taking out of agriculture product plan.
3. Explain how this proposal is consistent with the intent of the Weld County Zoning Ordinance and the
zone district in which it is located. According to Sec.31.4.5 churches are permitted by use of special
review.
4. What type of uses surround the site? Explain how the proposed use is consistent and compatible with
surrounding land uses. Residential housing on small acreage lots. Joining property is currently
residential and much of agriculture area is being developed residential,therefore it is consistent
to have a community place of worship.
5. Describe, in detail,the following.
a. How many people will use this site? 150-200
b. How many employees are proposed to be employed at this site? 2
c. What are hours of operation? Church Service times are Sunday Morning 10:00,Sunday
evening 6:00,Wednesday 7:30,Friday Youth Service 7:30, Church Office hours Monday,
Wednesday and Friday 9:30-2:30
d. What type and how many structures will be erected(built)on this site? Church building for .
capacity for approx.200. Steel building with brick/stucco. Long term possible-parsonage
e. What type and how many animals,if any,will be on this site? None
f. What kind(type,size, weight)of vehicles will access this site and how often? Regular passenger
cars,and passenger vans during regular church services.
g. Who will provide fue protection to the site? Milliken Fire District
h. What is the water source on the property?(Both domestic and irrigation). City of Greeley will
provide water use to site.
i. What is the sewage disposal system on the properly? (Existing and Proposed). A proposed
commercial septic system.
j. If storage or warehousing is proposed,what type of items will be stored? Lawn maintenance
equipment.
6. Explain the proposed landscaping for the site. The landscaping shall be separately submitted as a
landscape plan map as part of the application submittal. Adequate landscaping-grass area,trees,
shrubs,flowers etc.
7. Explain any proposed reclamation procedures when termination of the Use by Special Review activity
occurs. Not applicable
8. Explain how the storm water drainage will be handled on the site. Site plan shows water flow to
drain to detention pond to be built on NE corner of land by guidelines set forth by county.
9. Explain how long it will take to construct this site and when construction and landscaping is scheduled
to begin. It will take approximately 8 mo-lyr to construct. We are planning to start as soon as
will have a building permit.
10. Explain where storage and/or stockpile of wastes will occur on this site. We will use a commercial
trash company with dumpster in rear of building.
SEP 2 1 1999
RECEIVED
Traffic Impact Study
FAITH TABERNACLE
Weld County, Colorado
Traffic Impact Study
FAITH TABERNACLE
Weld County, Colorado
Prepared For:
Faith Tabernacle
P.O. Box 3412
Greeley, CO 80633
Prepared By:
Eugene G. Coppola
P. O. Box 260027
Littleton, CO 80127 oot-
303-792-2450 .... ono,;'
C
September 2, 1999
Table of Contents
I. INTRODUCTION 1
II. AGENCY DISCUSSIONS 3
III. EXISTING CONDITIONS 4
A). Existing Road Network 4
B). Existing Traffic Conditions 6
C). Surrounding Land Uses 8
IV. DEVELOPMENT ISSUES 9
A). Current Church Operations 9
B). Development Assumptions 9
C). Site Traffic 10
D).Trip Distribution 12
E). Background Traffic Volumes 12
F). Future Roadway System. 16
V. TRAFFIC IMPACTS 22
A). Auxiliary Lanes and Traffic Controls 22
B). Initial Phase 24
C). Short-Term 26
D). Long-Term 28
VI. CONCLUSIONS 30
List of Figures
Figure 1 Vicinity Map 2
Figure 2 Current Roadway Geometry 5
Figure 3 Current Peak Hour Traffic 7
Figure 4 Concept Plan 11
Figure 5 Site Traffic Distribution 13
Figure 6 Phase I Site Traffic 14
Figure 7 Build Out Site Traffic 15
Figure 8 Phase I Total Traffic 17
Figure 9 Short-Term Total Traffic 18
Figure 10 Long-Term Total Traffic 19
Figure 11 Phase I Roadway Geometry 20
Figure 12 Short-Term Roadway Geometry 21
Figure 13 Long-Term Roadway Geometry 23
I. INTRODUCTION
Faith Tabernacle is a development consisting of church uses. As currently proposed,
it will have a sanctuary in the initial phase with an expanded sanctuary, an adminis-
trative building, a family life center and support amenities when fully built.
The site is generally located along the east side of 71st Avenue, north of the U.S. 34
Bypass in Weld County, Colorado. A vicinity map is presented in Figure 1
This traffic impact study assesses the planned development. It contains the inves-
tigations and analyses typically contained in a full traffic study. Key steps undertaken
as part of this study are defined below.
• Obtain current traffic and roadway data in the immediate area of the site.
• Evaluate current traffic operations to establish baseline conditions.
• Determine site generated traffic volumes and distribute this traffic to the nearby
street system.
• Estimate roadway traffic volumes for the initial development phase, the short-
term (project buildout) and the long-term,
• Evaluate traffic operations for the time frame associated with each project
phase and under long-term conditions.
• Identify areas of potential deficiencies.
• Recommend measures to mitigate the impact of site generated traffic as ap-
propriate.
HurnCh. Gates
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CopYngrit 0 19138.1997,Microsoft Corporation and/or its suppliers.All rights reserved. Please Asa our web site et ftttp.lmaps.expeais.com. VICINITY MAP
2
II. AGENCY DISCUSSIONS
Weld County and the City of Greeley were contacted at the onset of this study. Kim
Ogle with Weld County Planning and Don Carroll with Weld County Engineering were
contacted, as was Bill Andrews with the City of Greeley. Kim Ogle deferred to Don
Carroll regarding the parameters of this study. Don Carroll, in turn, deferred to Chris
Fasching of Felsburg, Holt & Ullevig. Mr. Fasching and Mr. Andrews had the follow-
ing comments regarding study elements, parameters, and assumptions.
1. A normal impact study was deemed reasonable for this development.
2. Mr. Fasching asked that a peak hour analysis be conducted coinciding
with peak activity at Faith Tabernacle. It was agreed that peak hour op-
erations relating to Sunday morning would be assessed.
3. Weekday activity was deemed best addressed on a daily traffic basis.
4. Colorado Department of Transportation (CDOT) growth factors were con-
sidered appropriate for the U.S. 34 Bypass. On 71st Avenue, however,
growth rates are more subjective. Mr. Fasching felt that local develop-
ment activity might give the best indication of short-term growth. He sug-
gested that some research be conducted. Over the long-term, an annual
growth rate of 5 percent was discussed. This was deemed to be a rather
aggressive growth rate for the next 20 years considering development
activity in the near term past.
5. It was determined that the U.S. 34 (Bypass) — 71st Avenue, 71st Avenue —
28th Street, and site access intersections need to be investigated in this
study.
6. The City (Bill Andrews) was contacted regarding current development ac-
tivity along 71st Avenue. He mentioned that the most recent study that he
had reviewed addressed the Cedarwoods Subdivision in the area of 71st
3
Avenue and 20th Street. A copy of the traffic study for that development
was provided. It addressed normal weekday peak hour conditions.
7. Mr. Andrews also suggested that the Greeley Comprehensive Transpor-
tation Plan be reviewed for purposes of this study.
The above comments and determinations form the basis of this study.
III. EXISTING CONDITIONS
A). Existing Road Network
The site is bordered on the west by 71st Avenue and on the south by 28th Street.
These roadways are under Weld County and Colorado Department of Transportation
(CDOT) control. The area is included in the Greeley Comprehensive Transportation
Plan.
The U.S. 34 Bypass is a four-lane expressway. It has two lanes in each direction and
a posted speed limit of 55 miles per hour. At 71st Avenue (CR 29), right turn and left
turn acceleration and deceleration lanes currently exist. A frontage road (28th Street)
parallels U.S. 34 along its north side. This is located some 60 feet to the north of the
Bypass.
Seventy-first Avenue extends north and south of U.S. 34. It is a two-lane roadway
with a posted speed limit of 45 miles per hour. It spans significant distances to the
north of U.S. 34 with limited length to the south of U.S. 34. It is a minor arterial street
north of the Bypass
The U.S. 34 Bypass — 71st Avenue intersection is presently under stop sign control.
Current roadway geometry, as applicable to this study, is shown on Figure 2.
4
Frontage Road
Air
—,
F—
U.S. 34 Bypass
INtft
—110
—ta
ai rn
> N
N cr
U
Figure 2
5 CURRENT ROADWAY GEOMETRY
B). Existing Traffic Conditions
Recent Sunday morning peak hour traffic counts in the area of the Faith Tabernacle
site were collected as part of this study. The time frames associated with these traffic
counts are consistent with the start and end times of the peak Sunday worship serv-
ice. The one hour period starting at 9:15 AM is consistent with the start of services
while the hour starting at 11:00 AM represents the end of services. Daily traffic
counts were either collected from the City or extracted from published information.
Traffic volumes are shown on Figure 3.
The U.S. 34 13ypass and 28th Street intersections with 71st Avenue were evaluated
using current traffic loadings and roadway geometry. For evaluation purposes, desir-
able operations are defined as level-of-service "D" or better under peak hour condi-
tions at signalized locations. At unsignalized locations, level-of-service "E/F" is
considered acceptable for critical left turn movements. Other movements should
operate at level-of-service "D" or better. These levels-of-service are considered
normal at stop sign controlled intersections during peak-hour conditions. At off-peak
times, significantly better operating conditions can be expected. Since the time
frames investigated in this study are off-peak, level of service 'C' was determined to
be desirable. Church peak hour periods were analyzed using capacity analyses
procedures resulting in the operating levels-of-service (LOS) indicated in the following
table. All traffic movements operate at level-of-service "A" and overall intersection
operations are at level-of-service "A" overall during both church peak hour periods.
6
\kr
0
N
o 2/0
N
I lc 0/0
`� Frontage Road
(28th Street)
1 (T'
't t M
N O
N
co
11/15
o t—451/652
,e.) cs lc4/1
U.S. 34 Bypass
1/2 -9 ' 1 ('
406/573 o
0/1 o o m
> rn
<
U
n
LEGEND: 9:15-10:15/11:00- 12:00
Figure 3
7 CURRENT SUNDAY TRAFFIC
CURRENT OPERATING CONDITIONS
Movement/ Level of Service
Intersection Control Direction Start Hour End Hour
U.S. 34 Bypass — 71sf Stop EB LT A A
WBLT A A
NB LT A A
NB TH/RT A A
SB LT A A
SB TH/RT A A
Overatl A A
71st Avenue--28t" Street Stop SB LT A A
WB LT A A
WB RT A A
Overall A A
Capacity analyses work sheets are included in Appendix A.
C). Surrounding Land Uses
Faith Tabernacle will be constructed on ground that is undeveloped. The site is
bordered by vacant ground/agricultural uses in the north, south, and west. To the
east, several residences and veterinary related businesses exist.
8
IV. DEVELOPMENT ISSUES
A). Current Church Operations
Faith Tabernacle currently has 120 members at its location in Evans. Its primary
Sunday service starts at 10:00 A.M. Per Church sources, this service typically gener-
ates some 30 —40 vehicles. A second Sunday service starts at 6:00 P.M. Weeknight
services are scheduled on Wednesdays and Fridays at 7:30 P.M. and are much
smaller than the Sunday morning service. Typically 20 — 30 vehicles are normal for
the smaller services. The Friday night service is youth oriented, and normally gener-
ates 10 vehicles. Bus/van service is also provided by the Church for services and is
typically used by children.
Occasionally, a wedding or other such special event will occur at the Church. These
events typically occur randomly and are considered an exceptional occurrence. One
or two events of this type are anticipated on a monthly basis.
B). Development Assumptions
The current schedule anticipates groundbreaking as soon as possible with Phase I of
development completed and operational in 2000. This phase involves construction of
a 14,200 square foot sanctuary plus a small basement. Access to the site will be via
two driveways. One is planned along 28th Street some 300 feet east of 71st Avenue
while the other driveway accesses 71st Avenue about 460 feet north of 28th Street.
Both are planned to be full movement access points.
Phase II of development expands the Faith Tabernacle facility to include a new
14,500 square foot sanctuary, a 2,000 square foot parsonage, a 21,000 square foot
family life center, and miscellaneous support facilities such as a pavilion, a garage,
and miscellaneous storage areas. The family life center will include athletic facilities.
9
Supplemental access is planned in conjunction with Phase II. It is proposed some
280 feet north of the initial access to 71 st Avenue. The Phase I sanctuary will be
converted to an administrative, Sunday school, etc. facility when the Phase II sanctu-
ary becomes available. All facilities will be for Church member use only.
At build out, Faith Tabernacle estimates it will have about two and one-half times its
current membership. A concept plan for Faith Tabernacle is presented on Figure 4.
C). Site Traffic
Phase I of Faith Tabernacle is expected to largely replicate current demands and
usage. With Phase II, representing site build out, a doubling of vehicular demand is
anticipated. These estimates were developed in conjunction with Faith Tabernacle. It
should be noted that vehicular demand is not a direct ratio to the number of Church
members. It is typically less, given the number of children and the use of buses.
Estimates of future demand are presented below. It should be noted that these
represent the number of vehicles expected at each service. Trip ends, the unit com-
monly used by traffic engineers, would be twice these numbers representing a site
arrival and a site departure. Typically, arrival and departure times would riot occur
during the same one hour period.
SUNDAY SUNDAY WEDNESDAY FRIDAY MON.-SAT.
10:00 A.M. 6:00 P.M. 7:30 P.M. 7:30 P.M. Miscellaneous
Service Service Service Service
PhaseI 35 25 25 10 10
Build Out 70 50 50 20 20
Build out site traffic assumes a 100 —150% increase in the number of members over
current conditions. This is the premise for the design of the Faith Tabernacle facili-
ties.
10
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A comparison with Institute of Transportation Engineers (ITE) generated trips for this
type of facility was conducted. For the Sunday peak hour time frame, ITE establishes
a trip generation rate of 9.49 trips per 1,000 square feet. With a build out sanctuary of
14,500 square feet, ITE generation rates would indicate some 138 trip ends. This
compares favorably with the 140 trip ends estimated above (70 x 2).
Average daily traffic was estimated for Faith Tabernacle when fully built. This as-
sumed the above noted activities, routine daily mail, rubbish, and other such functions
at the Church, and normal activity at the parsonage. For assessment purposes, one
wedding and one funeral were assumed per month. These were estimated to be
comparable on average with a mid-range church service. This resulted in the deter-
mination that 50 vehicles per day would enter and exit the Faith Tabernacle site. This
is equivalent to 100 trip ends per day.
D). Trip Distribution
Trip distribution is a function of the origin and destination of site users. In this case,
the primary trip origin and destination points are Faith Tabernacle and the residences
of its members. Since it is an established Church, these points can be estimated
based upon current membership demographics. Site traffic distributions were devel-
oped in conjunction with the Church. This resulted in the distribution shown on Figure
5. While this may evolve over time, any changes are not considered significant.
Resultant site traffic is presented on Figures 6 and 7 for the initial phase and build out
conditions, respectively.
E). Background Traffic Volumes
Background traffic volumes corresponding to the first phase of development (2000),
the short-term (2008) representing site build out and the generally accepted long-term
12
0
M
0
N
SITE
U.S. 34 Bypass
15% - 20% 55% - 60%
1
+I
V
> NQ N
U
Figure 5
13 SITE TRAFFIC DISTRIBUTION
LEGEND: 9:15-10:15/11:00- 12:00
nom = nominal
NOTE: Rounded to Nearest 5 Vehicles.
E
E 0
c p
E
0 0 t- nom/10
nom/20
♦ South Access
E E
C E N
N
N 0
C 0
NC NC
c CI nom/nom c c
!Ivy lc nom/5 a k— nom/nom
_Frontage Road
1 (28th Street)
nom/nom
E E
0 0
c c
N E
E
00
in_ -E
E E E
0 0 0
c NI!
(c
k— 20/nom
U.S. 34 Bypass
5/nom 1 1
E
0
C
0
c
> rn
Q N
Vl UEs
Figure 6
SUNDAY MORNING
PHASE I SITE TRAFFIC
(2000)
14
o E
c 0
N nom/5
IC • nom/5
North Access
o E
N 0
o LEGEND: 9:15-10:15/11:00- 12:00
c
nom = nominal
NOTE: Rounded to Nearest 5 Vehicles.
o
E
c N IC nom/20
Cj— nom/40
South Access
r"
EE
C C
Eo y
• ^ d
C U
E
O O 0
O
EE EE
c c L nom/nom cc cc
I • nom/10 c L nom/nom
Frontage Road
(28th Street)
rir nom/nom —11
E E
O 0
c c
N E
E c
o c o
E E E
0 0 0
C C C
40/nom
U.S. 34 Bypass
10/nom -
E
0
E
0
c
Q N Figure 7
Cl) U SUNDAY MORNING
BUILD OUT SITE TRAFFIC
15
planning horizon of 2020 were developed. This was undertaken using annual growth
rates consistent with the earlier documented discussions and published data. Traffic
growth in the range of 5 percent annually on 71st Avenue was used. This approxi-
mates traffic estimates in the Greeley Comprehensive Transportation Plan. On the
U.S. 34 Bypass, CDOT published 20 year growth rates were used to develop an
annual growth rate. This was found to be in the range of 2%— 3% percent per year.
These growth rates compare favorably to the traffic estimates presented in the Ce-
darwoods Traffic Study which is located to the north of the Faith Tabernacle site along
71st Avenue.
Phase I total traffic is shown on Figure 8 with short-term total traffic ( site buildout )
presented on Figure 9. Total traffic is the combination of site traffic and background
traffic. Long-term total traffic is illustrated on Figure 10.
F). Future Roadway System.
The future roadway system was estimated for the initial phase, short-term, and long-
term evaluation years. The assumed roadway geometry is described below.
Initial Phase No improvements.
Short-term No improvements
Long-Term Widening 7151 Avenue to a three lane section (one lane
each direction with a shared center left turn lane).
Traffic signal installation at the U.S. 34 Bypass — 71st Ave-
nue intersection.
Roadway geometry anticipated with the initial phase of Faith Tabernacle is presented
on Figure 11 . Short-term roadway geometry is shown on Figure 12. Long-term
16
ft
LEGEND: 9:15-10:15/11:00- 12:00
nom=nominal
NOTE: Rounded to Nearest 5 Vehicles.
o
E
C o L nom/10
1 C 0— nom/20
* South Access
i,
O E
0
C
Lc) 0)
N a)
U
0
U
E E
v) c
vE EE
0/0 c °c
nom/5 C
!IFI lc IC nom/nom
4-- 0/0
Frontage Road
(28th Street)
rir
nom/nom
0/0 —►
00
N
N
M
O
in O in I -30/15
:6 o t— 460/665
A) 1 1 lc 5/0
U.S. 34 Bypass
5/51
415/585 --fr o 0 0
0/0 — o o u�
rn
> N
o 6
U
Figure 8
SUNDAY MORNING
PHASE I TOTAL TRAFFIC
(2000)
17 —
III
o E
M o
C
a in nom/5
Cnom/5
North Access
ti'
E
o
Nc
NLa LEGEND: 9:15-10:15/11:00- 12:00
nom =nominal
NOTE: Rounded to Nearest 5 Vehicles.
E
v> 0
M C
M N L nom/20
nom/40
♦ South Access
1i'
E
o
M 0 N
N N
U
0
Q
0 o c
LnE EE
,o, 5/nom c° c° L nom/nom
j— nom/10 Ad ck 4_-.- nom/nom
Frontage Road
t (28th Street)
nom/nom
nom/nom -P
— E
0
r a
O
E C
0
C
� o
Ln E t 60/25
o
n C N 4— 600/870
5/15
U.S. 34 Bypass
15/nom t
510/715
nom/nom 0 0 0
C C �
E E
c Figure 9
> rn
Q N SUNDAY MORNING
w U SHORT-TERM TOTAL TRAFFIC
r (2008)
18
%IF
o E
N O
in nom/5
j- nom/5
North Access
1
N E
o
o �
'fl 1° LEGEND: 9:15-10:15/11:00- 12:00
nom = nominal
NOTE: Rounded to Nearest 5 Vehicles.
E
N 0
N C
in
N 01 k nom/20
r nom/40
♦ * South Access
lir
• E
o 0
c
• o y
N N
U
U
E o 0
° c
m E E E
,'r co 5/nom c c
I j- nom/10 nom/nom
.17 nom/nom
Frontage Road
(28th Street)
nom/nom -1
nom/nom —t
� 0
C
r-
E
0
E C
0
C
u� E o k- 70/40
855/1240
5/nom
U.S. 34 Bypass
5/5 I
695/975 —0. N
nom/nom —4 0 0 In
C C r
EE
0 0
co c c
> c`' Figure 10
y ES SUNDAY MORNING
LONG-TERM TOTAL TRAFFIC
19
(0I South Access
C
ir
to
co
N
C,
U
Frontage Road
(28th Street)
r
4-
4--
U.S. 34 Bypass
— T
1
> m
Q
Co CC
n C.) Figure 11
PHASE I ROADWAY GEOMETRY
20 —
�1 North Access
South Access
en
Cr)
N
U
1klb ALAS
Frontage
Road(28th Street)
f
AP 1110
U.S. 34 Bypass
—► Y
rn Figure 12
a N
u U SHORT-TERM ROADWAY
GEOMETRY
21
geometry is illustrated on Figure 13. Site specific improvements related to Faith
Tabernacle will be addressed in the following sections of this report.
V. TRAFFIC IMPACTS
In order to assess operating conditions with Faith Tabernacle fully developed, high-
way capacity analysis procedures were utilized at each key intersection. Analyses
were undertaken for the initial phase, the short-term and the long-term conditions. At
the onset of these undertakings, traffic volumes were reviewed at each location to
identify the need for auxiliary lanes. Findings are indicated in the following section.
A). Auxiliary Lanes and Traffic Controls
Traffic volumes were reviewed at the site access points to adjacent streets. This
review was conducted using NCHRP Report 279, "Intersection Channelization Design
Guide" criteria and CDOT's State Highway Access Code. It resulted in the following
findings.
Initial Phase No improvements needed.
Short-term No improvements needed.
Long-term No improvements needed.
Traffic volumes at the U.S. 34 Bypass — 71st Avenue intersection were also reviewed.
At this location, however, all applicable auxiliary lanes are currently available. Given
the times of day and days of week that the Church will be operational, no additional
storage or other improvements were deemed necessary. Any future improvements
22
1 lk
1
lirCk• l North Access
r
Tly y
1401 South Access
r
ir
N)
N
a)
U
U
Q
~_Frontage Road
Il �► (28th Street)
C
AP 110
44 l - t—
y
t� U.S. 34 Bypass
—► r
—►
> N Figure 13
U LONG-TERM ROADWAY
GEOMETRY
23 —
such as roadway widening and traffic signal installation will be driven and warranted
by background traffic.
B). Initial Phase
To assess operations with the initial phase of Faith Tabernacle fully operational,
capacity analyses were conducted using traffic volumes from Figure 8 and the road-
way geometry from Figure 11. This resulted in the levels of service illustrated below.
24
PHASE I OPERATING CONDITIONS
Movement/ Level of Service
Intersection Control Direction Start End
U.S. 34 Bypass — 715t Stop EB LT A A
WB LT A A
NB LT A A
NB TH/RT A A
SB LT A A
SB TH/RT A A
Overall A A
28`h Street — Access Stop EB LT A A
SB LT A A
SB RT A A
Overall A A
71 St Avenue —28`" Street Stop SB LT A A
WB LT A A
WBRT A A
Overall A A
North Access — 71SI Stop SB LT A ...� A
WB LT A A
WB RT A A
Overall A A
South Access — 71 st Stop SB LT A A
WBLT A A
WB RT A A
Overall A A
As shown, all traffic movements and intersections will operate acceptably. Capacity
work sheets are in Appendix B.
25
C). Short-Term
To assess short-term operations, capacity analyses were conducted at key intersec-
tions. These analyses utilized the traffic volumes shown on Figure 9 (reflecting site
build out) and the roadway geometry shown on Figure 12. This resulted in the levels-
of-service shown below.
26
SHORT-TERM OPERATING CONDITIONS
(SITE BUILDOUT)
Movement/ Level of Service
Intersection Control Direction Start Hour End Hour
U.S. 34 Bypass — 71st Stop EB LT A A
WB LT A A
NB LT A — A
NB TH/RT A A
SB LT A B
SB TH/RT A B
Overall A A
28`h Street —Access Stop EB LT A — A
SB LT A A
SB RT A A
Overall A A
71st Avenue —28th Street Stop SB LT A A
WB LT A A
WB RT A A
Overall A A
North Access — 71st Stop SB LT A _ A
WB LT A A
WBRT A A
Overall A A
South Access — 71; Stop SB LT A A
WB LT A A
WB RT A A
Overall A — A
27
As indicated above, all traffic movements and locations are expected to operate
acceptably with Faith Tabernacle fully built and occupied. Capacity work sheets are
presented in Appendix C.
D). Lono-Term
Traffic volume projections as shown on Figure 10 and the roadway geometry consis-
tent with the long-term (Figure 13) were used to estimate long-term operating condi-
tions at key intersections. Resultants levels-of-service are indicated below.
28
LONG-TERM OPERATING CONDITIONS
Movement/ Level of Service
Intersection Control Direction Start Hour L End Hour
U.S. 34 Bypass — 715t Signal EB A A
WB A B
NB C C
SB C C
Overall A B
U.S. 34 Bypass — 71s` Stop EB LT B B
WB LT A A
NB LT A A
NB TH/RT A A
SB LT A C
SB TH/RT A A
Overall A A
28th Street —Access Stop EB LT A A
SB LT A A
SB RT A A
Overall A A
71 st Avenue —28'h Street Stop SB LT A A W
WB LT A A
WB RT A A
Overall A A
North Access — 71st Stop SB LT A A
WB LT A A
WBRT A A
Overall A r A
South Access — 715t Stop SB LT A A
WB LT A A
WB RT A A
Overall A I A
29
As shown, the existing and planned roadway system will facilitate acceptable operat-
ing conditions for the foreseeable future. Capacity work sheets are provided in Ap-
pendix D.
To illustrate the impact of Faith Tabernacle traffic on normal weekday operations, site
traffic was compared to daily long-term traffic estimates on the nearby streets. Site
traffic is the average of all days of the week and therefore, may be somewhat over-
stated. U.S. 34 Bypass traffic was estimated using CDOT growth rates while 715c
Avenue traffic was determined in collaboration with Bill Andrews (City of Greeley).
ROADWAY SITE BACKGROUND % SITE
U.S. 34 Bypass 100 30,000 0.33%
71stAvenue 100 12,500 0.8094)
As shown above, site traffic is less than one percent of the estimated future daily
traffic. This is considered negligible.
VI. CONCLUSIONS
Based on the analyses and investigations described above, the following can be
concluded:
• Current operating conditions are acceptable in the area of the Faith Tabernacle
site.
• Faith Tabernacle will add some 140 Sunday morning trips. These are ex-
pected to be distributed over two hourly periods representing the ingress and
egress time frames for the primary Sunday service. These trips are considered
very manageable.
30
• On an average day, site traffic will account for less than one percent of the traf-
fic using the adjacent streets. This is considered negligible.
• No roadway improvements are needed in conjunction with the Faith Taberna-
cle development.
• Site generated traffic can be easily absorbed and accommodated by the exist-
ing and planned street system. Site traffic is not expected to adversely impact
traffic operations on the nearby streets.
• Long-term roadway improvements particularly those associated with the wid-
ening of 71 S` Avenue and traffic signal installation at the U.S. 34 Bypass — 71 st
Avenue intersection will be driven by background traffic.
In summary, acceptable traffic operations can be achieved and maintained in the
vicinity of the Faith Tabernacle development for the foreseeable future.
31
APPENDIX A
HCS: Unsignalized Intersections Release 3.1a
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: GC
tersection: US 34 BYPASS - 71ST AVE
aunt Date: E FP ST LT
Time Period: 9 11
Intersection Orientation: East-West Major St.
Vehicle Volume Data:
Movements: 1 2 3 4 5 6 7 8 9 10 11 12
Volume: 1 406 0 4 451 11 0 0 6 15 0 5
HFR: 1 427 0 4 475 12 0 0 6 16 0 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 .02 0.00 0.00 0.02 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
-fared approach Movements
# of vehicles: Northbound 1
# of vehicles: Southbound 1
Lane usage for movements :.,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N N N Y N N Y N
Channelized: Y
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 Y 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 Y Y N N N N N N
Lhannelized: 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
.iannelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
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: 2 2
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 7.5 6.5 6.9 7.5 6.5 6.9
t c,hv 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
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
3, 1t 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
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 7.5 6.5 6.9 7.5 6.5 6.9
2 stage 4.1 4. 1 6.5 5.5 6.9 6.5 5.5 6.9
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 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 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 214 243
Potential Capacity 798 764
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 798 764
Probability of Queue free St. 0.99 0.99
Step 2: LT from Major St. 4 1
^onflicting Flows 427 486
,tential Capacity 1143 1087
redestrian Impedance Factor 1.00 1.00
Movement Capacity 1143 1087
Probability of 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
inflicting Flows 429 489
Potential Capacity 587 553
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 587 551
Probability of Queue free St. 1.00 1.00
Part 2- Second Stage
Conflicting Flows 495 429
Potential Capacity 549 587
Pedestrian Impedance Factor 1 .00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 547 587
Part 3- Single Stage
Conflicting Flows 924 918
Potential Capacity 271 274
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 270 272
Result for 2 stage process:
a 0.91 0.91
1.15 0.90
381 382
erobability 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 429 489
Potential Capacity 579 535
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 579 533
Part 2- Second Stage
Conflicting Flows 246 216
Potential Capacity 742 772
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.99 0.99
Movement Capacity 734 765
Part 3- Single Stage
Conflicting Flows 675 705
Potential Capacity 344 327
destrian Impedance Factor 1.00 1.00
..aj . 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 0.99
Movement Capacity 340 324
Result for 2 stage process:
a 0.91 0.91
v 0.61 0.48
t 446 424
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
I II I
v(vph) 0 0 6 16 0 5
Movement Capacity 446 381 798 424 382 764
Shared Lane Capacity 798 477
Worksheet 9-Computation of effect of flared minor street approaches
Movement 7 8 9 10 11 12
C sep 446 381 798 424 382 764
Volume 0 0 6 16 0 5
Delay 12 .1 14.4 9 .5 13.8 14.4 9.7
Q sep 0.00 0.00 0.02 0.06 0.00 0.01
Q sep +1 1.00 1.00 1.02 1.06 1.00 1.01
round (Qsep +1) 1 1 1 1 1 1
n max 1 1
C sh 798 477
'TM C sep 1625 1571
1 1
C act 1625 1571
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
II
v(vph) 1 4 6 21
C m(vph) 1087 1143 1625 1571
v/c 0 .00 0.00 0.00 0.01
95% queue length
Control Delay 8.3 8.2 7.2 7.3
LOS A A A A
Approach Delay 7.2 7.3
Approach LOS A A
HCS: Unsignalized Intersections Release 3 .1a
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: GC
Itersectio \US 34 BYPASS - 71ST AVE
Junt Date: E F_ ST LT
Time Period: 9 11
Intersection Orientation: East-West Major St.
Vehicle Volume Data:
Movements: 1 2 3 4 5 6 7 8 9 10 11 12
Volume: 2 573 1 1 652 15 0 0 1 18 0 2
HFR: 2 603 1 1 686 16 0 0 1 19 0 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 0.02 0.00 0.00 0.02 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
'ared 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 N N N Y N N Y N
Channelized: Y
Grade: 0.00
Lane usage for movements 5:,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 Y 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 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
.iannelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
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: 2 2
Length of study period, hra: 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 7.5 6.5 6.9 7.5 6.5 6.9
t c,hv 2.0 2. ) 2.0 2.0 2.0 2.0 2.0 2.0
P hv 0.00 0.0) 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 0.0) 0.00 0.00 0.00 0.00 0.00 0.00
3, 1t 0 .0 0. 7 0.0 0.0 0.0 0.0 0.0 0.0
c,T:
1 stage 0.00 0.0) 0.00 0.00 0.00 0.00 0.00 0.00
2 stage 0.00 0.07 1.00 1.00 0.00 1.00 1.00 0.00
t c
1 stage 4 .1 4. 1 7.5 6.5 6.9 7.5 6.5 6.9
2 stage 4 .1 4. 1 6.5 5.5 6.9 6.5 5.5 6.9
Follow Up Time Calculations:
Movement 1 ? 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 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 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 302 351
Potential Capacity 700 651
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 700 651
Probability of Queue free St. 1.00 1.00
Step 2: LT from Major St. 4 1
^onflicting Flows 604 702
,tential Capacity 983 905
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 983 905
Probability of 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
onflicting Flows 608 696
Potential Capacity 489 446
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 488 446
Probability of Queue free St. 1.00 1.00
Part 2- Second Stage
Conflicting Flows 704 608
Potential Capacity 442 489
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 442 488
Part 3- Single Stage
Conflicting Flows 1312 1305
Potential Capacity 160 162
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 1.00
Movement Capacity' 159 161
Result for 2 stage process:
a 0.91 0.91
1.17 0.87
t 284 286
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 608 696
Potential Capacity 455 403
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 454 402
Part 2- Second Stage
Conflicting Flows 345 306
Potential Capacity 649 685
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 646 682
Part 3- Single Stage
Conflicting Flows 953 1002
Dotential Capacity' 217 200
destrian 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 215 199
Result for 2 stage process:
a 0.91 0.91
y 0.56 0.42
t 336 312
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
I I
I I 1
I I 1
v(vph) 0 0 1 19 0 2
Movement Capacity 336 284 700 312 286 651
Shared Lane Capacity 700 329
Worksheet 9-Computation of effect of flared minor street approaches
Movement 7 8 9 10 11 12
C sep 336 284 700 312 286 651
Volume 0 0 1 19 0 2
Delay 15.7 17.7 10.2 17.3 17.6 10.5
Q sep 0.00 0.00 0.00 0.09 0.00 0.01
Q sep +1 1.00 1.00 1.00 1.09 1.00 1.01
round (Qsep +1) 1 1 1 1 1 1
n max 1 1
C sh 700 329
'•JM C sep 1320 1249
1 1
C act 1320 1249
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
I I
I I
v(vph) 2 1 1 21
C m(vph) 905 983 1320 1249
v/c 0.00 0.00 0.00 0.02
95% queue length
Control Delay 9.0 8.7 7.7 7.9
LOS A A A A
Approach Delay 7.7 7.9
Approach LOS A A
HCS: Unsignalized Intersections Release 3.1a
TWO-WAS' STOP CONTROL(TWSC) ANALYSIS
Analyst: GC
tersection. FRONTAGE RD - 71ST AVE
_punt Date: FP ST LT
Time Period: 9 11
Intersection Orientation: North-South Major St.
Vehicle Volume Data:
Movements: 2 3 4 5 7 9
Volume: 12 0 3 20 0 2
HFR: 13 0 3 21 0 2
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
'ared approach Movements:
# of vehicles: Eastbound 0
# of vehicles: Westbound 1
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: 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 N Y N N N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 1C ,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
aannelized: N
Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared ln volume, major th vehicles: 0 20
Shared ln 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, hro: 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 0.03 0.00
3,1t 0 .0 0. 7 0.0
c,T:
1 stage 0.00 0.0D 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 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 13
Potential Capacity 1074
Pedestrian Impedance Factcr 1.00
Movement Capacity 1074
Probability of Queue free St. 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 13
'otential Capacity 1619
edestrian Impedance Factor 1.00
Movement Capacity 1619
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 40
Potential Capacity 977
Pedestrian Impedance Factor 1.00
aj . L, Min T Impedance factor 1.00
aj . L, Min T Adj . Imp Factor. 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00
Movement Capacity 975
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
I I
I I
v(vph) 0 2
Movement Capacity 975 1074
Shared Lane Capacity 1074
Worksheet 9-Computation of effect of flared minor street approaches
Movement 7 9
C sep 975 1074
Volume 0 2
Delay 8.7 8.4
Q sep 0.00 0.00
Q sep +1 1.00 1.00
round (Qsep +1) 1 1
max 1 1
C sh 1074
SUM C sep 2903
n 0
C act 1074
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
I I
I I
I I
v(vph) 3 2
C m(vph) 1619 1074
v/c 0.00 0.00
95% queue length
Control Delay 7.2 8.4
LOS A A
Approach Delay 8.4
Approach LOS A
Worksheet 11 Shared Major LT Impedance and Delay
mk 1 Delay Calculations
movement 2 5
P of 1.00 1.00
✓ it 0 20
✓ i2 0 0
S it 1700 1700
S i2 1700 1700
p+ Oj 1.00 1.00
D maj left 0.0 7.2
N number major st lanes 1 1
play, rank 1 mvmts 0.0 0.0
r
HCS: Unsignalized Intersections Release 3.1a
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: GC
'"ntersection: FRONTAGE RD .. 71ST AVE
punt Date: FP S^. LT
• Time Period. 11
Intersection Orientation: North-South Major St.
r, Vehicle Volume Data:
Movements: 2 3 4 5 7 9
r., Volume: 14 3 0 20 0 0
HFR: 15 3 0 21 0 0
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:
r
Median Type: None
# of vehicles: 0
,..,i'clared approach Movements:
# of vehicles: Eastbound 0
# of vehicles: Westbound 1
r
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: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
em- L T R L T R L T R
�.,` Y N Y N N N N N N
r• 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
nannelized: N
,�. Grade: 0.00
r, Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared ln volume, major th vehicles: 0 20
- 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, h:rs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
r, 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
r,r\ 3,1t 0.0 0.7 0.0
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 by 0.00 0.00 0.00
t f 2.2 3.5 3.3
r• Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 16
Potential Capacity 1069
Pedestrian Impedance Factor 1.00
Movement Capacity 1069
mm Probability of Queue free St. 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 18
.-ptential Capacity 1612
:destrian Impedance Factor 1.00
r- Movement Capacity 1612
Probability of Queue free St. 1.00
Maj. L Shared ln. Prob. Queue Free St. 1.00
r,
r
Step 4: LT from Minor St. 7 10
Conflicting Flows 37
r-- Potential Capacity 980
Pedestrian Impedance Factor 1.00
L, Min T Impedance factor 1.00
.aj . L, Min T Adj. Imp Factor. 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00
Movement Capacity 980
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
r Movement 7 8 9 10 11 12
I II I
I II I
I II
v(vph) 0 0
Movement Capacity 980 1069
Shared Lane Capacity
.-a
Worksheet 9-Computation of effect of flared minor street approaches
Pak Movement 7 9
C sep 980 1069
Volume 0 0
'.. Delay 8.7 8.4
Q sep 0.00 0.00
Q sep +1 1.00 1.00
round (Qsep +1) 1 1
max 1 1
C sh 0
SUM C sep 2908
r n 0
C act 0
Worksheet 10 delay,queue length, and LOS
n. Movement 1 4 7 8 9 10 11 12
I II I
I II I
v(vph)
C m(vph) 1612
v/c
.-+ 95% queue length
Control Delay
LOS
Approach Delay
Approach LOS
Worksheet 11 Shared Major LT Impedance and Delay
ink 1 Delay Calculations
r Movement 2 5
P of 1.00 1.00
✓ it 0 20
V i2 0 0
r
$ it 1700 1700
S i2 1700 1700
P* Oj 1.00 1.00
�.. D maj left 0.0 0.0
N number major at lanes 1 1
je eelay, rank 1 mvmts 0.0 0.0
r+
r,
r..
r+
r.*
r^�
r,.
r-
r^
r
APPENDIX B
r
I.
s^,
r
HCS: Unsignalized Intersections Release 3.1a
TWO-WAY STOP CONTROLITWSC) ANALYSIS
Analyst: GC
""litersection: US 34 YPASS - 71ST AVE
Junt Date: Et5 F ST LT
00 Time Period: 11
11
Intersection Orientation: East-West Major St.
„,, Vehicle Volume Data:
Movements: 1 2 3 4 5 6 7 8 9 10 11 12
.-„ Volume: 5 415 0 5 460 30 0 0 5 15 0 5
HFR: 5 437 0 5 484 32 0 0 5 16 0 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 0.02 0.00 0.00 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
r
Movements:
Flow:
Lane width:
Walk speed:
t Blockage:
Median Type: TWLTL
# of vehicles: 1
0.,/glared approach Movements:
# of vehicles: Northbound 1
# of vehicles: Southbound 1
0-4
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
r, L T R L T R L T R
Y N N N Y N N Y N
Channelized: Y
Grade: 0.00
0. Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
r, Y N N N Y N N Y N
Channelized: Y
Grade: 0.00
ram.
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
." L T R L T R L T R
,0,.. Y Y Y N N N N N N
0.- cnannelized: 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
.nannelized: N
r^ Grade: 0.00
r^ Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
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: 2 2
0-
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
t Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
t c,base 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9
r• t c,hv 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
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
es.n 3,1t 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
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
r^ t c
1 stage 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9
2 stage 4.1 4.1 6.5 5.5 6.9 6.5 5.5 6.9
Follow Up Time Calculations:
Movement 1 4 7 8 9 10 11 12
t £,base 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
•, t f,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 f 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
r+
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 218 258
Potential Capacity 792 747
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 792 747
Probability of Queue free St. 0.99 0.99
Step 2: LT from Major St. 4 1
,r^onflicting Flows 437 516
,tential Capacity 1134 1060
r• Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1134 1060
Probability of Queue free St. 1.00 1.00
r
Worksheet 7a - Computation of the effect of Two-stage gap acceptance
r- Step 3: TH from Minor St. 8 11
Part 1- First Stage
inflicting Flows 447 511
✓ Potential Capacity 577 541
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 574 538
✓ Probability of Queue free St. 1.00 1.00
Part 2- second Stage
r-
Conflicting Flows 526 447
Potential Capacity 532 577
Pedestrian Impedance Factor 1.00 1.00
✓ Cap. Adj . factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 529 574
r., Part 3- Single Stage
Conflicting Flows 974 958
Potential Capacity 254 259
✓ Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.99 0.99
Movement Capacity 251 257
r
Result for 2 stage process:
a 0.91 0.91
rr" 1.18 0.90
t 364 369
Probability of Queue free St. 1.00 1.00
r
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 447 511
✓ Potential Capacity 566 519
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 563 517
r
Part 2- Second Stage
r" Conflicting Flows 253 229
Potential Capacity 735 759
Pedestrian Impedance Factor 1.00 1.00
cap. Adj . factor due to Impeding mvmnt 0.99 0.99
✓ Movement Capacity 727 750
Part 3- Single Stage
r
Conflicting Flows 700 739
frhgtential Capacity 330 309
destrian Impedance Factor 1.00 1.00
✓ Maj . L, Min T Impedance factor 0.99 0.99
Maj . L, Min T Adj . Imp Factor. 0.99 0.99
Cap. Adj . factor due to Impeding mvmnt 0.99 0.99
Movement Capacity 325 305
r
Result for 2 stage process:
,.. a 0.91 0.91
y 0.60 0.48
^\t 432 409
r
Worksheet 8 Shared Lane Calculations
r,,, Shared Lane Calculations
Movement 7 8 9 10 11 12
I I I
I I
I II I
v(vph) 0 0 5 16 0 5
Movement Capacity 432 364 792 409 369 747
',,, Shared Lane Capacity 792 461
Worksheet 9-Computation of effect of flared minor street approaches
r
Movement 7 8 9 10 11 12
C sep 432 364 792 409 369 747
r,,, Volume 0 0 5 16 0 5
Delay 13 .3 14.9 9.6 14.2 14.7 9.9
Q sep 0.00 0.00 0.01 0.06 0.00 0.01
Q sep +1 1.00 1.00 1.01 1.06 1.00 1.01
r., round (Qsep +1) 1 1 1 1 1 1
n max 1 1
C sh 792 461
,.,,.acM C sep 1589 1525
1 1
C act 1589 1525
r
Worksheet 10 delay,queue length, and LOS
rk
Movement 1 4 7 8 9 10 11 12
I I
I.
I I I
v(vph) 5 5 5 21
C m(vph) 1060 1134 1589 1525
r., v/c 0.00 0.00 0.00 0.01
95% queue length
Control Delay 8.4 8.2 7.3 7.4
LOS A A A A
p. Approach Delay 7.3 7.4
Approach LOS A A
I`
r
I.
r
HCS: Unsigralized Intersections Release 3.1a
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
r
Analyst: GC
'.1`Nrtersection: US 34 BYPASS - 71ST AVE
aunt Date: EX ST LT
r• Time Period: 9 11
Intersection Orientation: East-West Major St.
r. Vehicle Volume Data:
Movements: 1 2 3 4 5 6 7 8 9 10 11 12
... Volume: 5 585 0 0 665 15 0 0 0 40 0 5
HFR: 5 616 0 0 700 16 0 0 0 42 0 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 0.02 0.00 0.00 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00
r-
Pedestrian Volume Data:
r
Movements:
r^ Flow:
Lane width:
Walk speed:
% Blockage:
r.
Median Type: TWLTL
# of vehicles: 1
... dared approach Movements:
# of vehicles: Northbound 1
# of vehicles: Southbound 1
r•
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
r• L T R L T R L T R
Y N N N Y N N Y N
r. Channelized: Y
Grade: 0.00
r. Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
r• Y N N N Y N N Y N
Channelized: Y
Grade: 0.00
r.
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
.. L T R L T R L T R
/ 1 Y Y Y N N N N N N
r• Channelized: N
Grade: 0.00
r•
r.
Lane usage for movements 10,11E12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
re.
Y Y Y N N N N N N
.iannelized: N
P. Grade: 0.00
r. Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
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: 2 2
Pm
Length of study period, his: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
r- Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
t c,base 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9
r" t c,hv 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
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
✓ ' "` 3,1t 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
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
r, t c
1 stage 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9
2 stage 4.1 4.1 6.5 5.5 6.9 6.5 5.5 6.9
ram. 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
rr t f,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 f 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
r+
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
r_ Conflicting Flows 308 358
Potential Capacity 694 644
Pedestrian Impedance Factor 1.00 1.00
r^ Movement Capacity 694 644
Probability of Queue free St. 1.00 0.99
r^ Step 2: LT from Major St. 4 1
,^onflicting Flows 616 716
.tential Capacity 974 894
r- Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 974 894
Probability of Queue free St. 1.00 0.99
ri.
.-
Worksheet 7a - Computation of the effect of Two-stage gap acceptance
r• Step 3: TH from Minor St. 8 11
Part 1- First Stage
onflicting Flows 626 708
r• Potential Capacity 480 441
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.99 1.00
Movement Capacity 477 441
r" Probability of Queue free St. 1.00 1.00
Part 2- Second Stage
r
Conflicting Flows 716 626
Potential Capacity 437 480
Pedestrian Impedance Factor 1.00 1.00
r„ Cap. Adj . factor due to Impeding mvmnt 1.00 0.99
Movement Capacity 437 477
r Part 3- Single Stage
Conflicting Flows 1342 1334
Potential Capacity 154 155
.-. Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.99 0.99
Movement Capacity 153 154
r"`
Result for 2 stage process:
a 0.91 0.91
r„r 1.16 0.89
t 276 279
Probability of Queue free St. 1.00 1.00
Worksheet 7b - Computation of the effect of Two-stage gap acceptance
r, Step 4: LT from Minor St. 7 10
Part 1- First Stage
Conflicting Flows 626 708
r, Potential Capacity 443 396
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.99 1.00
Movement Capacity 441 396
Part 2- Second Stage
r, Conflicting Flows 350 318
Potential Capacity 645 673
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.99 0.99
r., Movement Capacity 640 669
Part 3- Single Stage
1"
Conflicting Flows 976 1026
iaotential Capacity 208 192
:destrian Impedance Factor 1.00 1.00
•- Maj . L, Min T Impedance factor 0.99 0.99
Maj . L, Min T Adj . Imp Factor. 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.99 1.00
Movement Capacity 206 191
0
Result for 2 stage process:
.'m a 0.91 0.91
y 0.55 0.43
N t 326 305
r•
Worksheet 8 Shared Lane Calculations
.•. Shared Lane Calculations
Movement 7 8 9 10 11 12
I I I
I I I
v(vph) 0 0 0 42 0 5
Movement Capacity 326 276 694 305 279 644
r Shared Lane Capacity 324
Worksheet 9-Computation of effect of flared minor street approaches
Movement 7 8 9 10 11 12
C sep 326 276 694 305 279 644
. . Volume 0 0 0 42 0 5
Delay lE .0 18.0 10.2 18.7 17.9 10.6
Q sep 0.00 0.00 0.00 0.22 0.00 0.02
Q sep +1 1.00 1.00 1.00 1.22 1.00 1.02
,., round (Qsep +1) 1 1 1 1 1 1
n max 1 1
C sh 0 324
. ../'KcM C sep 1297 1229
1 1
C act 1297 1229
em-
Worksheet 10 delay,queue length, and LOS
.-.
Movement 1 4 7 8 9 10 11 12
I I I
I II
v(vph) 5 47
C m(vph) E94 974 1297 1229
,� v/c 0.01 0.04
95% queue length
Control Delay 5 .1 8.0
LOS A A
Approach Delay 8.0
Approach LOS A
...
,T`
r,
HCS: Unsigr.alized Intersections Release 3.1a
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
r..
Analyst: GC
'tersection: FRONTAGE RD - 71ST AVE
aunt Date: EX F® ST LT
r+ Time Period:0 11
Intersection Orientation: North-South Major St.
r+ Vehicle Volume Data:
Movements: 2 3 4 5 7 9
r-. Volume: 35 0 0 15 0 0
HFR: 37 0 0 16 0 0
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
F. '
Pedestrian Volume Data:
Movements:
Flow:
Lane width:
Walk speed:
1 Blockage:
or
Median Type: None
# of vehicles: 0
.-dared approach Movements:
# of vehicles: Eastbound 0
# of vehicles: Westbound 1
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
r, Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
r, Y Y N N N N N N N
Channelized: N
Grade: 0.00
r-
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
r' L T R L T R L T R
r^. Y N Y N N N N N N
r- Channelized: N
Grade: 0.00
h^
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
aannelized: N
.. Grade: 0.00
'.. Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared In volume, major th vehicles: 0 15
'... 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
t hv 0.00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
• 3,1t 0.0 0.7 0.0
c,T:
1 stage 0.00 0.00 0.00
✓ t c
1 stage 4.1 6.4. 6.2
Follow Up Time Calculations:
r-, Movement 4 7 9
t f,base 2.2 3.5 3.3
t f,HV 0.9 0.9 0.9
es+ P hv 0.00 0.00 0.00
t f 2.2 3.5 3.3
r Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
.+ Conflicting Flows 37
Potential Capacity 1041
Pedestrian Impedance Factor 1.00
Movement Capacity 1041
.+ Probability of Queue free St. 1.00
Step 2: LT from Major St. 4 1
r
Conflicting Flows 37
/00Ntential Capacity 1587
destrian Impedance Factor 1.00
• Movement Capacity 1587
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 53
n Potential Capacity 961
Pedestrian Impedance Factcr 1.00
L, Min T Impedance factor 1.00
aj . L, Min T Adj . Imp Factor. 1.00
.. Cap. Adj . factor due to Impeding mvmnt 1.00
Movement Capacity 961
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
�,.., Movement 7 8 9 10 11 12
v(vph) 0 0
Movement Capacity 961 1041
Shared Lane Capacity
Worksheet 9-Computation of effect of flared minor street approaches
-. Movement 7 9
C sep 961 1041
Volume 0 0
Delay 8.7 8.5
Q sep 0.00 0.00
Q sep +1 1.00 1.00
round (Qsep +1) 1 1
max 1 1
C sh 0
SUM C sep 2845
• n 0
C act 0
Worksheet 10 delay,queue length, and LOS
✓ Movement 1 4 7 8 9 10 11 12
II
v(vph)
C m(vph) 1587
v/c
r. 951 queue length
Control Delay
LOS
Approach Delay
ra Approach LOS
Worksheet 11 Shared Major LT Impedance and Delay
r\nk 1 Delay Calculations
r- Movement 2 5
P of 1.00 1.00
✓ i1 0 15
0^ V i2 0 0
Poi
S i1 1700 1700
S i2 1700 1700
p* of 1.00 1.00
— D maj left 0.0 0.0
N number major at lanes 1 1
d ee1ay, rank 1 mvmts 0.0 0.0
n
..
HCS: Unsignalized Intersections Release 3.1a
TWO-WAY STOP CONTROLITWSC) ANALYSIS
Analyst: GC
"intersection: FRONT E RD - 71ST AVE
ount Date: EX 0 ST LT
r.. Time Period: 9
Intersection Orientation: North-South Major St.
r., Vehicle Volume Data:
Movements: 2 3 4 5 7 9
,.. Volume: 20 0 0 40 5 0
HFR: 21 0 0 42 5 0
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:
r— Flow:
Lane width:
Walk speed:
% Blockage:
n
Median Type: None
# of vehicles: 0
r•.i'¢lared approach Movements
# of vehicles: Eastbound 0
# of vehicles: Westbound 1
r�
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
r- L T R L T R L T R
N Y Y N N N N N N
r. 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: N
Grade: 0.00
r-
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
.- L T R L T R L T R
r^ Y N Y N N N N N N
• Channelized: N
Grade: 0.00
r
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
nannelized: N
.m Grade: 0.00
r.. Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared ln volume, major th. vehicles: 0 40
r. 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
Pea
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
,.ft t c,by 1.0 1.0 1.0
t hv 0.00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
• 3,1t 0.0 0.7 0.0
c,T:
1 stage 0.00 0.00 0.00
r. t c
1 stage 4.1 6.4 6.2
Follow Up Time Calculatior..s:
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 21
Potential Capacity 1062
Pedestrian Impedance Factor 1.00
Movement Capacity 1062
Probability of Queue free St. 1.00
Step 2: LT from Major St. 4 1
Pm
Conflicting Flows 21
rptential Capacity 1608
_destrian Impedance Factor 1.00
r' Movement Capacity 1608
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 63
.-+ Potential Capacity 948
Pedestrian Impedance Factor 1.00
"%aj . L, Min T Impedance factor 1.00
Aj . L, Min T Adj . Imp Factor. 1.00
+� Cap. Adj . factor due to Impeding mvmnt 1.00
Movement Capacity 948
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
,,... Movement 7 8 9 10 11 12
I H
v(vph) 5 0
Movement Capacity 948 1062
Shared Lane Capacity 948
Worksheet 9-Computation of effect of flared minor street approaches
Movement 7 9
C sep 948 1062
Volume 5 0
— Delay 8.8 8.4
Q sep 0 ,01 0.00
Q sep +1 1..01 1.00
round (Qsep +1) 1 1
max 1 1
C sh 948
SUM C Sep 2842
r• n 0
C act 948
Worksheet 10 delay,queue Length, and LOS
I► Movement 1 4 7 8 9 10 11 12
I II
v(vph) 5
C m(vph) 1608 948
v/c 0.01
95% queue length
Control Delay 8.8
LOS A
Approach Delay 8.8
0" Approach LOS A
Worksheet 11 Shared Major LT Impedance and Delay
.nk 1 Delay Calculations
• Movement 2 5
P of 1.00 1.00
✓ it 0 40
- V i2 0 0
S i1 1700 1700
S i2 1700 1700
P• of 1.00 1.00
.- D maj left 0.0 0.0
N number major at lanes 1 1
''elay, rank 1 mvmts 0.0 0.0
S
S
S
n
S
S
S
00
r
01
Me
01
HCS: Unsignalized Intersections Release 3.1a
TWO-WAY STOP CONTROLITWSC) ANALYSIS
r••
Analyst: GC
' ltersection: SOUTH ACCESS - 71ST AVE
Junt Date: aST LT
ow' Time Period:i9 11
Intersection Orientation: North-South Major St.
— Vehicle Volume Data:
Movements: 2 3 4 5 7 9
,... Volume: 10 25 10 15 0 0
HFR: 11 26 11 16 0 0
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:
r-.
Movements:
..I Flow:
Lane width:
Walk speed:
t Blockage:
—
Median Type: TWLTL
# of vehicles: 0
.•rs.ared approach Movements
# of vehicles: Eastbound 0
# of vehicles: Westbound 1
r•
Lane usage for movements :.,2&3 approach:
Lane 1 Lane 2 Lane 3
r•. L T R L T R L T R
N Y Y N N N N N N
r^ Channelized: N
Grade: 0.00
r, 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: 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 N Y N N N N N N
^" Channelized: N
Grade: 0.00
ram.
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
.iannelized: N
'.. Grade: 0.00
p., Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared In volume, major th vehicles: 0 15
P,, 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
r^
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
r., t c,hv 1.0 1.0 1.0
t hv 0.00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
• 3,1t 0.0 0.7 0.0
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.:) 0.9
r-+ 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
en. Conflicting Flows 24
Potential Capacity 1059
Pedestrian Impedance Factor 1.00
Movement Capacity 1059
►. Probability of Queue free St. 1.00
Step 2: LT from Major St. 4 1
conflicting Flows 37
p.ptential Capacity 1587
.destrian Impedance Factor 1.00
P^ Movement Capacity 1587
Probability of Queue free St. 0.99
Maj . L Shared In. Prob. Queue Free St. 0.99
Step 4: LT from Minor St. 7 10
Conflicting Flows 61
P., Potential Capacity 951
Pedestrian Impedance Factor 1.00
L, Min T Impedance factor 0.99
aj . L, Min T Adj . Imp Factor. 0.99
r+ Cap. Adj. factor due to Impeding mvmnt 0.99
Movement Capacity 946
r+
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
✓ Movement 7 8 9 10 11 12
v(vph) 0 0
Movement Capacity 946 1059
Shared Lane Capacity
r+
Worksheet 9-Computation of effect of flared minor street approaches
.. Movement 7 9
C sep 946 1059
Volume 0 0
r. Delay 8 .8 8.4
Q sep 0.00 0.00
Q sep +1 1.00 1.00
round (Qsep +1) 1 1
max 1 1
C sh 0
SUM C sep 2834
r• n 0
C act 0
.+
Worksheet 10 delay,queue length, and LOS
r+ Movement 1 4 7 8 9 10 11 12
✓ I II
v(vph) 11
C m(vph) 1587
v/c 0.01
r+ 95% queue length
Control Delay 7.3
LOS A
Approach Delay
r• Approach LOS
r-
Worksheet 11 Shared Major LT Impedance and Delay
ink 1 Delay Calculations
r- Movement 2 5
P of 1.00 0.99
✓ it 0 15
es" V i2 0 0
S it 1700 1700
S i2 1700 1700
p• Oj 1.00 0.99
— D maj left 0.0 7.3
N number major at lanes 1 1
.."%elay, rank 1 mvmts 0.0 0.0
Pis
0
'a
'a
PS
HCS: Unsignalized Intersections Release 3.1a
TWO-WAY STOP CONTROLITWSC) ANALYSIS
F-
Analyst: GC
"intersection: SOUT ACCESS - 71ST AVE
ount Date: EX F ST LT
r. Time Period: 9 1
Intersection Orientation: North-South Major St.
r. Vehicle Volume Data:
Movements: 2 3 4 5 7 9
r., Volume: 20 0 0 20 20 10
HFR: 21 0 0 21 21 11
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:
r
Movements:
p... Flow:
Lane width:
Walk speed:
6 Blockage:
F-
Median Type: TWLTL
# of vehicles: 0
�i"44ared approach Movements
# of vehicles: Eastbound 0
# of vehicles: Westbound 1
e.
Lane usage for movements :L,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
ri+ 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
r+ Y Y N N N N N N N
Channelized: N
Grade: 0.00
F-
Lane usage for movements '7,8&9 approach:
Lane 1 Lane 2 Lane 3
I, L T R L T R L T R
r Y N Y N N N N N N
F- Channelized: N
Grade: 0.00
F-
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
-01
N N N N N N N N N
jannelized: N
p. Grade: 0.00
p. Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared ln volume, major th vehicles: 0 20
- Shared ln 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
r^
Length of study period, hrs: 0.25
r
Worksheet 4 Critical Gap and Follow-up time calculation.
_ Critical Gap Calculations:
Movement 4 7 9
t c,base 4.1 7.:L 6.2
,., t c,by 1.0 1.0 1.0
t hv 0.00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
r/\ 3,1t 0.0 0.7 0.0
c,T:
1 stage 0.00 0.00 0.00
,s t c
1 stage 4.1 6.4 6.2
Follow Up Time Calculations:
r 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
P- Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
r" Conflicting Flows 21
Potential Capacity 1062
Pedestrian Impedance Factor 1.00
Movement Capacity 1062
+^ Probability of Queue free St. 0.99
Step 2: LT from Major St. 4 1
Conflicting Flows 21
/0^49tential Capacity 1608
destrian Impedance Factor 1.00
r" Movement Capacity 1608
Probability of Queue free St. 1.00
Maj . L Shared In. Prob. Queue Free St. 1.00
r^
• Step 4: LT from Minor St. 7 10
Conflicting Flows 42
^ Potential Capacity 974
Pedestrian Impedance Factor 1.00
L, Min T Impedance factor 1.00
aj . L, Min T Adj . Imp Factor. 1.00
✓ Cap. Adj . factor due to Impeding mvmnt 1.00
Movement Capacity 974
r^
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
r^ Movement 7 8 9 10 11 12
I I
I I
.., I I I
v(vph) 21 11
Movement Capacity 974 1062
Shared Lane Capacity 1002
Worksheet 9-Computation of effect of flared minor street approaches
i... Movement 7 9
C sep 974 1062
Volume 21 11
.. Delay 8.8 8.4
Q sep 0.05 0.02
Q Sep +1 1.05 1.02
round (Qsep +1) 1 1
max 1 1
C sh 1002
SUM C sep 2890
.. n 0
C act 1002
Worksheet 10 delay,queue length, and LOS
• Movement 1 4 7 8 9 10 11 12
I I
I I
r. II
v(vph) 32
C m(vph) 1608 1002
v/c 0.03
O 95% queue length
Control Delay 8.7
LOS A
Approach Delay 8.7
^ Approach LOS A
PO
Worksheet 11 Shared Major LT Impedance and Delay
�mk 1 Delay Calculations
r' Movement 2 5
P of 1.00 1.00
✓ it 0 20
^ V i2 0 0
S it 1700 1700
S i2 1700 1700
P• of 1.00 1.00
D maj left 0.0 0.0
N number major st lanes 1 1
4"."Nulay, rank 1 mvmts 0.0 0.0
r-
r—
r^
I^
r
/^
rr�
r^
v^
t
r-
r
r
r^
HCS: Unsignalized Intersections Release 3.1a
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
11.4
Analyst: GC
^'htersection: ACCESS - FRONTAGE RD
aunt Date: FP ST LT
.. Time Period:(9 11
Intersection Orientation: East-West Major St.
.n, Vehicle Volume Data:
Movements: 1 2 5 6 10 12
r, Volume: 0 0 0 0 0 0
HFR: 0 0 0 0 0 0
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
s.
Pedestrian Volume Data:
P.
Movements:
• Flow:
Lane width:
Walk speed:
% Blockage:
Median Type: None
it of vehicles: 0
•.,/glared approach Movements:
8 of vehicles: Northbound 0
8 of vehicles: Southbound 1
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
.a L T R L T R L T R
Y Y N N N N N N N
• Channelized: N
Grade: 0.00
r., Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
r^ N 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
N N N N N N N N N
r- Lhannelized: N
' Grade: 0.00
r".
riN
Lane usage for movements 1D,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
aannelized: N
1,,, Grade: 0.00
r. Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
Shared In volume, major th vehicles: 0 35
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
r
Length of study period, hrs: 0.25
r
Worksheet 4 Critical Gap and Follow-up time calculation.
r Critical Gap Calculations:
Movement 1 10 12
t c,base 4.1 7.1 6.2
r^ t c,hv 1.0 1. 2 1.0
t hv 0.00 0.02 0.00
t c,g 0. 2 0.1
G 0.00 0.0) 0.00
'., " 3,1t 0.0 0.7 0.0
c,T:
1 stage 0.00 0.02 0.00
r, t
1 stage 4.1 6.4 6.2
Follow Up Time Calculations:
r.. Movement 1 10 12
t f,base 2.2 3.'S 3.3
t f,HV 0.9 0. 2 0.9
i... P hv 0.00 0.0D 0.00
t f 2.2 3..5 3.3
r Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
'.. Conflicting Flows 0
Potential Capacity 1091
Pedestrian Impedance Factor 1.00
Movement Capacity 1091
r.., Probability of Queue free St. 1.00
Step 2: LT from Major St. 4 1
r
Conflicting Flows 0
ii.LQtential Capacity 1636
( destrian Impedance Factor 1.00
rr Movement Capacity 1636
Probability of Queue free St. 1.00
Maj . L Shared In. Prob. Queue Free St. 1.00
r
..
Step 4: LT from Minor St. 7 10
Conflicting Flows 0
Potential Capacity 1029
Pedestrian Impedance Factor 1.00
"'raj . L, Min T Impedance factor 1.00
aj . L, Min T Adj . Imp Factor. 1.00
r_ Cap. Adj . factor due to Impeding mvmnt 1.00
Movement Capacity 1029
4-1
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
• Movement 7 8 9 10 11 12
I I
I I
v(vph) 0 0
Movement Capacity 1029 1091
Shared Lane Capacity
Worksheet 9-Computation of effect of flared minor street approaches
�.., Movement 10 12
C sep 1029 1091
Volume 0 0
r• Delay E.5 8.3
Q sep 0.00 0.00
Q sep +1 1.00 1.00
round (Qsep +1) 1 1
max 1 1
C ah 0
SUM C sep 3019
— n 1
C act 3019
Worksheet 10 delay,queue length, and LOS
,.� Movement 1 4 7 8 9 10 11 12
II
I I
P. II
v(vph)
C m(vph) 1636 3019
v/c
.-. 95% queue length
Control Delay
LOS
Approach Delay
r- Approach LOS
Worksheet 11 Shared Major LT Impedance and Delay
.nk 1 Delay Calculations
Movement 2 5
P of 1.00 1.00
✓ if 0 35
ma V i2 0 0
S it 1700 1700
S i2 1700 1700
p• Oj 1.00 1.00
r� D maj left 0.0 0.0
N number major st lanes 1 1
'delay, rank 1 mvmts 0.0 0.0
e_
PM
n eft,
pm
...
HCS: Unsignalized Intersections Release 3.1a
TWO-WAY STOP CONTROLITWSC) ANALYSIS
r,
Analyst: GC
ntersection: ACCESS - FRONTAGE RD
punt Date: �h ST LT
Time Period: 9 �/ 'll
Intersection Orientation: East-West Major St.
.•. Vehicle Volume Data:
Movements: 1 2 5 6 10 12
Volume: 0 0 0 0 5 0
HFR: 0 0 0 0 5 0
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
...eMared approach Movements:
# of vehicles: Northbound 0
# of vehicles: Southbound 1
ea
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: 0.00
..
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
►. L T R L T R L T R
tr.. N N N N N N N N N
Channelized: N
Grade: 0.00
In
r^
Lane usage for movements 10,11E12 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
nannelized: N
r+ Grade: 0.00
.- Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
Shared In volume, major th vehicles: 0 35
^ 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
r
Length of study period, hrs: 0.25
.-•
Worksheet 4 Critical Gap and Follow-up time calculation.
...i Critical Gap Calculations:
Movement 1 10 12
t c,base 4.1 7.1 6.2
ra t c,hv 1.0 1.0 1.0
t hv 0.00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
r-r1 3,1t 0.0 0.7 0.0
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 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 0
Potential Capacity 1091
Pedestrian Impedance Factor 1.00
Movement Capacity 1091
r^ Probability of Queue free St. 1.00
Step 2: LT from Major St. 4 1
00.
Conflicting Flows 0
rftctential Capacity 1636
:destrian Impedance Factor 1.00
e. Movement Capacity 1636
Probability of Queue free St. 1.00
Maj . L Shared ln. Prob. Queue Free St. 1.00
.-
rift
Step 4: LT from Minor St. 7 10
Conflicting Flows 0
0" Potential Capacity 1029
Pedestrian Impedance Factor 1.00
L, Min T Impedance factor 1.00
aj . L, Min T Adj . Imp Factor. 1.00
^ Cap. Adj . factor due to Inpeding mvmnt 1.00
Movement Capacity 1029
r.
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
0" Movement 7 8 9 10 11 12
1 II
v(vph) 5 0
Movement Capacity 1029 1091
Shared Lane Capacity 1029
Worksheet 9-Computation of effect of flared minor street approaches
+ Movement 10 12
C Sep 1029 1091
Volume 5 0
r^ Delay 8.5 8.3
Q sep 0.01 0.00
Q sep +1 1.01 1.00
round (Qsep +1) 1 1
max 1 1
C sh 1029
SUM C Sep 3019
0' n 1
C act 3019
^
Worksheet 10 delay,queue length, and LOS
^ Movement 1 4 7 8 9 10 11 12
I I
II
v(vph) 5
C m(vph) 1636 3019
v/c 0.00
^ 954 queue length
Control Delay 6.2
LOS A
Approach Delay 6.2
'^ Approach LOS A
r-+
Worksheet 11 Shared Major LT Impedance and Delay
ank 1 Delay Calculations
Movement 2 5
P of 1.00 1.00
✓ it 0 35
^' V i2 0 0
S it 1700 1700
S i2 1700 1700
P• 0j 1.00 1.00
h D maj left 0.0 0.0
N number major st lanes 1 1
' ' lay, rank 1 mvmts 0.0 0.0
n
rr
r^
P.
I^
9-
P`
P.
P.
n
r
own
APPENDIX C
met
ass
pmo
HCS: Unsignalized Intersections Release 3.1a
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
se,
Analyst: GC
"'intersection: US 34 BYPASS�- 71ST AVE
aunt Date: EX FP +1 LT
'.. Time Period:0 11 J
Intersection Orientation: East-West Major St.
e. Vehicle Volume Data:
Movements: 1 2 3 4 5 6 7 8 9 10 11 12
r Volume: 15 510 0 5 600 60 0 0 10 25 0 5
HFR: 16 537 0 5 632 63 0 0 11 26 0 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 0.02 0.00 0.00 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Pedestrian Volume Data:
romm
Movements:
^, Flow:
Lane width:
Walk speed:
% Blockage:
r•
Median Type: TWLTL
# of vehicles: 1
,—/Vared approach Movements:
# of vehicles: Northbound 1
# of vehicles: Southbound 1
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
i.. L T R L T R L T R
Y N N N Y N N Y N
,-, Channelized: Y
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 Y N
Channelized: Y
Grade: 0.00
n
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
.^ L T R L T R L T R
r Y Y Y N N N N N N
— cnannelized: N
Grade: 0.00
r•
r.
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
dannelized: N
r-+ Grade: 0.00
r+ Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
Shared In volume, major th vehicles: 0 0
rr 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: 2 2
r•+
Length of study period, hrs: 0.25
9-
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 7.5 6.5 6.9 7.5 6.5 6.9
r+ t c,hv 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
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
r..0". 3,1t 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
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
r•. t c
1 stage 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9
2 stage 4.1 4.1 6.5 5.5 6.9 6.5 5.5 6.9
✓ 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
r^ t f,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 f 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
n
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
r+
Conflicting Flows 268 347
Potential Capacity 736 655
Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 736 655
Probability of Queue free St. 0.99 0.99
r+` Step 2: LT from Major St. 4 1
,•''pnflicting Flows 537 695
:tential Capacity 1041 910
P Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 1041 910
Probability of Queue free St. 0.99 0.98
r•
Worksheet 7a - Computation of the effect of Two-stage gap acceptance
r• Step 3: TH from Minor St. 8 11
Part 1- First Stage
onflicting Flows 568 674
re. Potential Capacity 509 457
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.98 0.99
Movement Capacity 501 454
r. Probability of Queue free St. 1.00 1.00
Part 2- Second Stage
r+
Conflicting Flows 705 568
Potential Capacity 442 509
Pedestrian Impedance Factor 1.00 1.00
r. Cap. Adj . factor due to Impeding mvmnt 0.99 0.98
Movement Capacity 440 501
.. Part 3- Single Stage
Conflicting Flows 1274 1242
Potential Capacity 169 176
- Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.98 0.98
Movement Capacity 165 172
r+
Result for 2 stage process:
a 0.91 0.91
r•/ 1.30 0.87
t 284 295
Probability of Queue free St. 1.00 1.00
Worksheet 7b - Computation of the effect of Two-stage gap acceptance
r^ Step 4: LT from Minor St. 7 10
Part 1- First Stage
Conflicting Flows 568 674
•^ Potential Capacity 480 415
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.98 0.99
Movement Capacity 471 413
Part 2- Second Stage
^ Conflicting Flows 326 300
Potential Capacity 666 690
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.99 0.97
^ Movement Capacity 657 668
Part 3- Single Stage
r+.
Conflicting Flows 895 974
rotential Capacity 239 209
destrian Impedance Factor 1.00 1.00
• Maj . L, Min T Impedance factor 0.98 0.98
Maj . L, Min T Adj . Imp Factor. 0.98 0.98
Cap. Adj . factor due to Impeding mvmnt 0.98 0.97
Movement Capacity 233 203
r•
r
Result for 2 stage process:
r' a 0.91 0.91
0.58 0.46
t 350 317
Worksheet 8 Shared Lane Calculations
r• Shared Lane Calculations
Movement 7 8 9 10 11 12
P."
I II I
v(vph) 0 0 11 26 0 5
Movement Capacity 350 284 736 317 295 655
r• Shared Lane Capacity 736 347
Worksheet 9-Computation of effect of flared minor street approaches
r
Movement 7 8 9 10 11 12
C Sep 3E0 284 736 317 295 655
✓ Volume 0 0 11 26 0 5
Delay 15.3 17.7 10.0 17.4 17.2 10.5
Q sep 0.00 0.00 0.03 0.13 0.00 0.02
Q sep +1 1.00 1.00 1.03 1.13 1.00 1.02
r. round (Qsep +1) 1 1 1 1 1 1
n max 1 1
C sh 736 347
r 4 ' 4 C sep 1370 1266
1 1
C act 1370 1266
Worksheet 10 delay,queue length, and LOS
r
Movement 1 4 7 8 9 10 11 12
r+
I I I
v(vph) 1.6 5 11 32
C m(vph) 9:.0 1041 1370 1266
✓ v/c 0.02 0.01 0.01 0.02
95% queue length
Control Delay 9 .0 8.5 7.6 7.9
LOS A A A A
P.^ Approach Delay 7.6 7.9
Approach LOS A A
I"
r
r•
HCS: Unsignalized Intersections Release 3.1a
TWO-WAY STOP CONTROLITWSC) ANALYSIS
r•
Analyst: GC
'Thtersection: US 34 BYP�-� 71ST AVE
.ount Date: EX F,p (S ST LT
rr Time Period: 9 l
Intersection Orientation: East-West Major St.
r" Vehicle Volume Data:
Movements: 1 2 3 4 5 6 7 8 9 10 11 12
r. Volume: 0 715 0 15 870 25 0 0 10 70 0 15
HFR: 0 753 0 16 916 26 0 0 11 74 0 16
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 0.02 0.00 0.00 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00
r
Pedestrian Volume Data:
r•
Movements:
r" Flow:
Lane width:
Walk speed:
I Blockage:
r
i Median Type: TWLTL
# of vehicles: 1
r./"kared approach Movements:
# of vehicles: Northbound 1
# of vehicles: Southbound 1
r^
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N N N Y N N Y N
-^ Channelized: Y
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
r^ Y N N N Y N N Y N
Channelized: Y
Grade: 0.00
r"
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
r L T R L T R L T R
i
Y Y Y N N N N N N
r Channelized: N
Grade: 0.00
r^
r
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
--N.
_.annelized: N
✓ Grade: 0.00
✓ Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
Shared In volume, major th vehicles: 0 0
r 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: 2 2
.-,
Length of study period, hru: 0.25
r
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.:L 7.5 6.5 6.9 7.5 6.5 6.9
✓ t c,hv 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
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
Peso's` 3,1t 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
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 7.5 6.5 6.9 7.5 6.5 6.9
2 stage 4.1 4..1 6.5 5.5 6.9 6.5 5.5 6.9
✓ 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 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 f 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
re"
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 376 471
Potential Capacity 627 545
Pedestrian Impedance Factor 1.00 1.00
r. Movement Capacity 627 545
Probability of Queue free St. 0.98 0.97
• Step 2: LT from Major St. 4 1
('conflicting Flows 753 942
itential Capacity 866 736
e.. Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 866 736
Probability of Queue free St. 0.98 1.00
r
r
Worksheet 7a - Computation of the effect of Two-stage gap acceptance
r Step 3: TH from Minor St. 8 11
Part 1- First Stage
.onflicting Flows 753 961
r Potential Capacity 421 337
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 0.98
Movement Capacity 421 331
•• Probability of Queue free St. 1.00 1.00
Part 2- Second Stage
Conflicting Flows 974 753
Potential Capacity 333 421
Pedestrian Impedance Factor 1.00 1.00
^^. Cap. Adj . factor due to Impeding mvmnt 0.98 1.00
Movement Capacity 327 421
r". Part 3- Single Stage
Conflicting Flows 1726 1713
Potential Capacity 90 91
✓ Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.98 0.98
Movement Capacity 88 90
Result for 2 stage process:
a 0.91 0.91
pares 1.39 0.77
t 207 207
Probability of Queue free St. 1.00 1.00
9-
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 753 961
d^ Potential Capacity 373 279
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 0.98
Movement Capacity 373 274
r
Part 2- Second Stage
r' Conflicting Flows 489 376
Potential Capacity 534 623
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.95 0.98
• Movement Capacity 509 612
Part 3- Single Stage
r
Conflicting Flows 1242 1337
r'otential Capacity 133 113
adestrian Impedance Factor 1.00 1.00
✓ Maj . L, Min T Impedance factor 0.98 0.98
Maj . L, Min T Adj. imp Factor. 0.99 0.99
Cap. Adj . factor due to Impeding mvmnt 0.96 0.97
Movement Capacity 128 110
r
Result for 2 stage process:
a 0.91 0.91
y 0.64 0.34
t 253 212
r.
Worksheet 8 Shared Lane Calculations
re• Shared Lane Calculations
Movement 7 8 9 10 11 12
I I I
I.. I I I I
I I I
v(vph) 0 0 11 74 0 16
Movement Capacity 253 207 627 212 207 545
.-. Shared Lane Capacity 627 238
Worksheet 9-Computation of effect of flared minor street approaches
Movement 7 8 9 10 11 12
C sep 253 207 627 212 207 545
r+ Volume 0 0 11 74 0 16
Delay 19.2 22.4 10.8 30.7 22.4 11.8
Q sep 0.00 0.00 0.03 0.63 0.00 0.05
Q sep +1 1.00 1.00 1.03 1.63 1.00 1.05
rft round (Qsep +1) 1 1 1 2 1 1
n max 1 2
C eh 627 238
P"AerIM C sep 1087 964
1 1
C act 1087 601
n
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
I I I
1 II I
I I
v(vph) 16 11 89
C m(vph) 136 866 1087 601
^ v/c 0.02 0.01 0.15
954 queue length
Control Delay 9.2 8.3 12.0
LOS A A B
^ Approach Delay 8.3 12.0
Approach LOS A B
r'
r
HCS: Unsignalized Intersections Release 3.la
TWO-WAY STOP CONTROLITWSC) ANALYSIS
r
Analyst: GC
Aili."77tersection: FRONTAGE RD 71ST AVE
ount Date: FP a LT
r Time Period:W9 11
Intersection Orientation: North-South Major St.
Vehicle Volume Data:
Movements: 2 3 4 5 7 9
r Volume: 75 0 0 30 0 5
HFR: 79 0 0 32 0 5
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:
r+
Movements:
r'^ Flow:
Lane width:
Walk speed:
% Blockage:
Median Type: None
# of vehicles: 0
^lared approach Movements:
# of vehicles: Eastbound 0
# of vehicles: Westbound 1
r
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
r-^ L T R L T R L T R
N Y Y N N N N N N
r' Channelized: N
Grade: 0.00
r" 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: 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
e-'\ Y N Y N N N N N N
r^ 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
r+.
N N N N N N N N N
.hannelized: N
.. Grade: 0.00
r Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared In volume, major th vehicles: 0 30
Shared In volume, major r= 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
r-.
Length of study period, h:rs: 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
'-� 3,1t 0.0 0.7 0.0
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
es 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 79
Potential Capacity 987
Pedestrian Impedance Factor 1.00
Movement Capacity 987
✓ Probability of Queue free St. 0.99
Step 2: LT from Major St. 4 1
Conflicting Flows 79
rPtential Capacity 1532
edestrian Impedance Factor 1.00
Movement Capacity 1532
Probability of Queue free St. 1.00
Maj . L Shared ln. Prob. Queue Free St. 1.00
r
Step 4: LT from Minor St. 7 10
Conflicting Flows 111
r— Potential Capacity 891
Pedestrian Impedance Factor 1.00
L, Min T Impedance factor 1.00
.aj . L, Min T Adj . Imp Factor. 1.00
✓ Cap. Adj . factor due to Impeding mvmnt 1.00
Movement Capacity 891
P•
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
r-. Movement 7 8 9 10 11 12
I I
I I
.. I II
v(vph) 0 5
Movement Capacity 891 987
Shared Lane Capacity 987
r
Worksheet 9-Computation of effect of flared minor street approaches
r. Movement 7 9
C sep 891 987
Volume 0 5
✓ Delay 9.0 8.7
Q sep 0.00 0.01
Q sep +1 1.00 1.01
round (Qsep +1) 1 1
max 1 1
C sh 987
SUM C sep 2662
✓ n 0
C act 987
Worksheet 10 delay,queue length, and LOS
• Movement 1 4 7 8 9 10 11 12
II
v(vph) 5
C m(vph) 1532 987
v/c 0.01
Pm 95% queue length
Control Delay 8.7
LOS A
Approach Delay 8.7
• Approach LOS A
Worksheet 11 Shared Major LT Impedance and Delay
ink 1 Delay Calculations
• Movement 2 5
P of 1.00 1.00
✓ it 0 30
• V i2 0 0
S 11 1700 1700
S i2 1700 1700
P* Oj 1.00 1.00
D maj left 0.0 0.0
N number major st lanes 1 1
4.1"%elay, rank 1 merits 0.0 0.0
e,
IPS
e.
e.
ra
Ire%
-a
^ HCS: Unsignalized Intersections Release 3.1a
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: GC
'\ntersection: FRONTAGE RD - 71ST AVE
ount Date: EX F� el LT
^ Time Period: 9 1
Intersection Orientation: North-South Major St.
^ Vehicle Volume Data:
Movements: 2 3 4 5 7 9
,,... Volume: 25 0 0 75 10 0
HFR: 26 0 0 79 11 0
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:
pm Flow:
Lane width:
Walk speed:
% Blockage:
Median Type: None
# of vehicles: 0
.../"Glared approach Movements:
# of vehicles: Eastbound 0
# of vehicles: Westbound 1
^
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
r+ 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: N
Grade: 0.00
n
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
^ L T R L T R L T R
/0•.. Y N Y N N N N N N
^ Channelized: N
Grade: 0.00
r•+
r-
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
p
N N N N N N N N N
_nannelized: N
••" Grade: 0.00
r" Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared In volume, major th vehicles: 0 75
r' 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
r'
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
0" t c,hv 1.0 1.0 1.0
t by 0.00 0.0) 0.00
t c,g 0. 2 0.1
G 0.00 0.00 0.00
r"."` 3,1t 0.0 0.7 0.0
c,T:
1 stage 0.00 0.00 0.00
0" t c
1 stage 4.1 6.4 6.2
Follow Up Time Calculations:
01' Movement 4 7 9
t f,base 2.2 3.5 3.3
t f,HV 0.9 0.9 0.9
r' 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 26
Potential Capacity 1055
Pedestrian Impedance Factor 1.00
Movement Capacity 1055
• Probability of Queue free St. 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 26
/' 'otential Capacity 1601
adestrian Impedance Factor 1.00
• Movement Capacity 1601
Probability of Queue free St. 1.00
Maj . L Shared ln. Prob. Queue Free St. 1.00
r",
r
Step 4: LT from Minor St. 7 10
Conflicting Flows 105
►'^ Potential Capacity 897
edestrian Impedance Factor 1.00
tj . L, Min T Impedance factor 1.00
.aj . L, Min T Adj . Imp Factor. 1.00
I" Cap. Adj . factor due to Impeding mvmnt 1.00
Movement Capacity 897
I.
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
r I II I
v(vph) 11 0
Movement Capacity 897 1055
Shared Lane Capacity 897
/is„
Worksheet 9-Computation of effect of flared minor street approaches
4" Movement 7 9
C sep 897 1055
Volume 11 0
n Delay 9.1 8.4
Q sep 0.03 0.00
Q sep +1 1.03 1.00
round (Qsep +1) 1 1
ram/"".
max 1 1
C sh 897
SUM C sep 2741
9's n 0
C act 897
Worksheet 10 delay,queue length, and LOS
r' Movement 1 4 7 8 9 10 11 12
f^ I I I I
v(vph) 11
C m(vph) 1601 897
v/c 0.01
^ 95% queue length
Control Delay 9.1
LOS A
Approach Delay 9.1
re. Approach LOS A
Worksheet 11 Shared Major LT Impedance and Delay
(r.‘ank 1 Delay Calculations
I" Movement 2 5
P cj 1.00 1.00
✓ it 0 75
✓ V i2 0 0
r
S it 1700 1700
S i2 1700 1700
p. 0j 1.00 1.00
r D maj left 0.0 0.0
N number major st lanes 1 1
^flay, rank 1 mvmts 0.0 0.0
r^
r^
•
r+/1
...
r^
r"
HCS: Unsignalized Intersections Release 3.1a
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: GC
'intersection: NORTH ACCESS - 71ST AVE
ount Date: 1 FP /S'1� LT
r" Time Period: 11 `/
Intersection Orientation: .North-South Major St.
r• Vehicle Volume Data:
' Movements: 2 3 4 5 7 9
r'' Volume: 25 5 5 45 0 0
HFR: 26 5 5 47 0 0
PHF: 0.95 0.95 0.95 0.95 Q.95 0.95
PHV: 0.00 0.00 0.00 0.00 0.00 0.00
P..
Pedestrian Volume Data:
r.+
Movements:
r+ Flow:
Lane width:
Walk speed:
% Blockage:
r"
Median Type: TWLTL
# of vehicles: 0
r+rlared approach Movements:
# of vehicles: Eastbound 0
# of vehicles: Westbound 1
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
0+ L T R L T R L T R
N Y Y N N N N N N
r' 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: N
Grade: 0.00
v
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
r" L T R L T R L T R
rel.'', Y N Y N N N N N N
i
r' Channelized: N
Grade: 0.00
r
Lane usage for movements 17,11&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
^••
aannelized: N
✓ Grade: 0.00
✓ Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared In volume, major th vehicles: 0 45
r. Shared In volume, major rt vehicles: 0 0
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt venicles: 1700 1700
Number of major street through lanes: 1 1
Length of study period, hrs: 0.25
t-`
Worksheet 4 Critical Gap and Follow-up time calculation.
i... Critical Gap Calculations:
Movement 4 7 9
t c,base 4.1 7.1 6.2
rti t c,hv 1.0 1.0 1.0
t hv 0.00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
• 3,1t 0.0 0.7 0.0
c,T:
1 stage 0.00 0.00 0.00
+, t c
1 stage 4.1 6.4 6.2
Follow Up Time Calculations:
r. Movement 4 7 9
t f,base 2.2 3.5 3.3
t f,HV 0.9 0.9 0.9
r- 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
P.' Conflicting Flows 29
Potential Capacity 1052
Pedestrian Impedance Factor 1.00
Movement Capacity 1052
• Probability of Queue free St. 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 32
,rcptential Capacity 1594
edestrian Impedance Factor 1.00
r- Movement Capacity 1594
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 87
e Potential Capacity 919
Pedestrian Impedance Factcr 1.00
^Nj . L, Min T Impedance factor 1.00
aj . L, Min T Adj. Imp Factor. 1.00
P Cap. Adj . factor due to Impeding mvmnt 1.00
Movement Capacity 917
r,
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
r, Movement 7 8 9 10 11 12
11 1
I I
I II 1
v(vph) 0 0
Movement Capacity 917 1052
Shared Lane Capacity
ram,
Worksheet 9-Computation of effect of flared minor street approaches
r m. Movement 7 9
C sep 917 1052
Volume 0 0
— Delay 8.9 8.4
Q sep 0.00 0.00
Q sep +1 1.00 1.00
round (Qsep +1) 1 1
—.n
max 1 1
C sh 0
SUM C sep 2773
n 0
C act 0
pum
Worksheet 10 delay,queue length, and LOS
r• Movement 1 4 7 8 9 10 11 12
11 1
11 1
I II 1
v(vph) 5
C m(vph) 1594
v/c 0.00
I"• 95% queue length
Control Delay 7.3
LOS A
Approach Delay
^ Approach LOS
Worksheet 11 Shared Major LT Impedance and Delay
nk 1 Delay Calculations
✓ Movement 2 5
P of 1.00 1.00
✓ it 0 45
+" V i2 0 0
S i1 1700 1700
S i2 1700 1700
e+ 0j 1.00 1.00
r, D maj left 0.0 7.3
N number major et lanes 1 1
"'elay, rank 1 mvmte 0.0 0.0
r
0'
r
r
r
r
n
I^
r
.Y'\
I^
HCS: Unsignalized Intersections Release 3.1a
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
P-
Analyst: GC
^ntersection: NORTH ACCES 71ST AVE
aunt Date: EX F ') LT
... Time Period: 9 11
Intersection Orientation: North-South Major St.
I Vehicle Volume Data:
Movements: 2 3 4 5 7 9
P„. Volume: 45 0 0 30 5 5
HFR: 47 0 0 32 5 5
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: 0
0.4cared approach Movements:
# of vehicles: Eastbound 0
# of vehicles: Westbound 1
Lane usage for movements ].,2E3 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: 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 Y N N N N N N
e- Channelized: N
Grade: 0.00
r•.
1 !7 7
Lane usage for movements ].0,11&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
aannelized: N
,^.. Grade: 0.00
^., Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared ln volume, major th vehicles: 0 30
• Shared ln 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
r-
Length of study period, hrs: 0.25
r
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
t 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
.. 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
r� 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
r-' Conflicting Flows 47
Potential Capacity 1027
Pedestrian Impedance Factor 1.00
Movement Capacity 1027
• Probability of Queue free St. 0.99
Step 2: LT from Major St. 4 1
Conflicting Flows 47
1,0-Cotential Capacity 1573
ndestrian Impedance Factor 1.00
• Movement Capacity 1573
Probability of Queue free St. 1.00
Maj . L Shared In. Prob. Queue Free St. 1.00
PS
'a
Step 4: LT from Minor St. 7 10
Conflicting Flows 79
,.. Potential Capacity 929
Pedestrian Impedance Factor 1.00
r"4j . L, Min T Impedance factor 1.00
aj . L, Min T Adj. Imp Factor. 1.00
— Cap. Adj . factor due to Impeding mvmnt 1.00
Movement Capacity 929
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
^ Movement 7 8 9 10 11 12
^ v(vph) I 5 5
Movement Capacity 929 1027
Shared Lane Capacity 976
Worksheet 9-Computation of effect of flared minor street approaches
- Movement 7 9
C sep 929 1027
Volume 5 5
es, Delay 6.9 8.5
Q sep 0.01 0.01
Q sep +1 1.01 1.01
round (Qsep +1) 1 1
max 1 1
C sh 976
SUM C sep 2771
r n 0
C act 976
Worksheet 10 delay,queue length, and LOS
T Movement 1 4 7 8 9 10 11 12
II
v(vph) 11
C m(vph) 1573 976
v/c 0.01
• 95% queue length
Control Delay 8.7
LOS A
Approach Delay 8.7
.ak Approach LOS A
Worksheet 11 Shared Major LT Impedance and Delay
Ark
.nk 1 Delay Calculations
' Movement 2 5
P of 1.00 1.00
✓ it 0 30
r` V i2 0 0
S it 1700 1700
S i2 1700 1700
P* of 1.00 1.00
_._ D maj left 0.0 0.0
N number major st lanes 1 1
^elay, rank 1 mvmts 0.0 0.0
r
0
r
In
e^
HCS: Unsignalized Intersections Release 3.1a
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: GC
"ntersection: SOUTH ACC7)- 71ST AVE
)unt Date: E FP CJ LT
r• Time Period: 11
Intersection Orientation:.. North-South Major St.
r, Vehicle Volume Data:
Movements: 2 3 4 5 7 9
_., Volume: 30 50 20 30 0 0
HER: 32 53 21 32 0 0
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
r,
Pedestrian Volume Data:
r,
Movements:
r, Flow:
Lane width:
Walk speed:
% Blockage:
P1
Median Type: TWLTL
# of vehicles: 0
,..dared approach Movements:
# of vehicles: Eastbound 0
# of vehicles: Westbound 1
...--
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
0, L T R L T R L T R
N Y Y N N N N N N
r, Channelized: N
Grade: 0.00
r• 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: N
Grade: 0.00
r-
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
a L T R L T R L T R
r.., Y N Y N N N N N N
✓ Channelized: N
Grade: 0.00
r
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
.iannelized: N
r. Grade: 0.00
„ Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared In volume, major th vehicles: 0 30
• 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, hr3: 0.25
r
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
r t c,hv 1.0 1.0 1.0
t hv 0.00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
-i • ' 3,1t 0.0 0. 7 0.0
c,T:
1 stage 0.00 0.00 0.00
p.. 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
0" Conflicting Flows 58
Potential Capacity 1014
Pedestrian Impedance Factor 1.00
Movement Capacity 1014
r- Probability of Queue free St. 1.00
Step 2: LT from Major St. 4 1
^
Conflicting Flows 84
.' ctential Capacity 1525
:destrian Impedance Factor 1.00
r^ Movement Capacity 1525
Probability of Queue free St. 0.99
Maj . L Shared ln. Prob. Queue Free St. 0.99
Imo
Step 4: LT from Minor St. 7 10
Conflicting Flows 132
^. Potential Capacity 867
Pedestrian Impedance Factor 1.00
"^*aj . L, Min T Impedance factor 0.99
Aj . L, Min T Adj. Imp Factor. 0.99
^ Cap. Adj . factor due to Impeding mvmnt 0.99
Movement Capacity 858
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
1 11 1
It
,. � 1
v(vph) 0 0
Movement Capacity 858 1014
Shared Lane Capacity
Worksheet 9-Computation of effect of flared minor street approaches
,,.. Movement 7 9
C sep 858 1014
Volume 0 0
„••• Delay 9.2 8.6
Q sep 0.00 0.00
Q sep +1 1.00 1.00
round (Qsep +1) 1 1
a—A mac
max 1 1
C sh 0
SUM C sep 2624
-, n 0
C act 0
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
11 1
11 1
1 II 1
v(vph) 21
C m(vph) 1525
v/c 0.01
95% queue length
Control Delay 7.4
LOS A
Approach Delay
• Approach LOS
Worksheet 11 Shared Major LT Impedance and Delay
nk 1 Delay Calculations
"" Movement 2 5
P of 1.00 0.99
✓ ii 0 30
^ V i2 0 0
-77
S it 1700 1700
S i2 1700 1700
P* Oj 1.00 0.99
p . D maj left 0.0 7.4
N number major at lanes 1 1
""lay, rank 1 mvmts 0.0 0.1
HCS: Unsignalized Intersections Release 3.1a
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: GC
' ntersection: SOUTH ACCE,SS�^[�- 71ST AVE
aunt Date: EX FP (ST's LT
.- Time Period: 9 0 \///
Intersection Orientation: North-South Major St.
✓ Vehicle Volume Data:
Movements: 2 3 4 5 7 9
... Volume: 25 0 0 35 40 20
HFR: 26 0 0 37 42 21
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:
2 Blockage:
...
Median Type: TWLTL
# of vehicles: 0
.—eQaared approach Movements:
# of vehicles: Eastbound 0
# of vehicles: Westbound 1
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
P. L T R L T R L T R
N Y Y N N N N N N
o Channelized: N
Grade: 0.00
• Lane usage for movements 4,5&G approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
r-. Y Y N 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 N Y N N N N N N
✓ Channelized: N
Grade: 0.00
r
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
nannelized: N
r- Grade: 0.00
^- Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared ln volume, major th vehicles: 0 35
r+ 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
r-
Worksheet 4 Critical Gap and Follow-up time calculation.
r- 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
t by 0.00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
--o"1 3,1t 0.0 0.7 0.0
c,T:
1 stage 0.00 0.00 0.00
r- t c
1 stage 4.1 6.4 6.2
Follow Up Time Calculations:
r^ 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 26
Potential Capacity 1055
Pedestrian Impedance Factor 1.00
Movement Capacity 1055
Probability of Queue free St. 0.98
Step 2: LT from Major St. 4 1
rre
Conflicting Flows 26
/potential Capacity 1601
.rdestrian Impedance Factor 1.00
▪ Movement Capacity 1601
Probability of Queue free St. 1.00
Maj . L Shared ln. Prob. Queue Free St. 1.00
r_
Step 4: LT from Minor St. 7 10
Conflicting Flows 63
— Potential Capacity 948
Pedestrian Impedance Factor 1.00
^aj . L, Min T Impedance factor 1.00
sj . L, Min T Adj . Imp Factor. 1.00
,.. Cap. Adj . factor due to Impeding mvmnt 1.00
Movement Capacity 948
0-
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
I I
I I
r• I I
v(vph) 42 21
Movement Capacity 948 1055
Shared Lane Capacity 981
Worksheet 9-Computation of effect of flared minor street approaches
— Movement 7 9
C sep 548 1055
Volume 42 21
— Delay 5 .0 8.5
Q sep 0.10 0.05
Q sep +1 1.10 1.05
round (Qsep +1) 1 1
max 1 1
C sh 981
SUM C sep 2835
os n 0
C act 981
r•
Worksheet 10 delay,queue length, and LOS
a— Movement 1 4 7 8 9 10 11 12
I I
I
v(vph) 63
C m(vph) 1601 981
v/c 0.06
95% queue length
Control Delay 8.9
LOS A
Approach Delay 8.9
r- Approach LOS A
r•
Worksheet 11 Shared Major LT Impedance and Delay
se"
.nk 1 Delay Calculations
▪ Movement 2 5
P of 1.00 1.00
✓ it 0 35
^ V i2 0 0
$ i1 1700 1700
S i2 1700 1700
p* Oj 1.00 1.00
0* D maj left 0.0 0.0
N number major st lanes 1 1
'lay, rank 1 mvmts 0.0 0.0
r-�
PI
PI
HCS: Unsigr..alized Intersections Release 3.1a
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
r,
Analyst: GC
"'ntersection: Afc1C,$SS FRONTAGE RD
aunt Date: F' LT
r• Time Period:0 11
Intersection Orientation: East-West Major St.
- Vehicle Volume Data:
Movements: 1 2 5 6 10 12
,.,. Volume: 0 0 0 0 0 0
HFR: 0 0 0 0 0 0
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:
P.. Flow:
Lane width:
Walk speed:
% Blockage:
Median Type: None
# of vehicles: 0
,..,—Clared approach Movements:
# of vehicles: Northbound 0
# of vehicles: Southbound 1
r^
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: 0.00
Lane usage for movements 1,8&9 approach:
Lane 1 Lane 2 Lane 3
r.. L T R L T R L T R
`^ N N N N N N N N N
.— ahannelized: N
Grade: 0.00
r+
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
.iannelized: N
- Grade: 0.00
,.. Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
Shared In volume, major th vehicles: 0 35
r, 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
A
Worksheet 4 Critical Gap and Follow-up time calculation.
r, Critical Gap Calculations:
Movement 1 10 12
t c,base 4.1 7. 1 6.2
�., t c,by 1.0 1. 0 1.0
t hv 0.00 0.03 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
• 3,1t 0.0 0.7 0.0
c,T:
1 stage 0.00 0.00 0.00
pr. t c
1 stage 4.1 6.1 6.2
Follow Up Time Calculations:
'.. Movement 1 10 12
t £,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
Is. Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
Conflicting Flows 0
Potential Capacity 1091
Pedestrian Impedance Factor 1.00
Movement Capacity 1091
• Probability of Queue free St. 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 0
,r4otential Capacity 1636
:destrian Impedance Factor 1.00
✓ Aovement Capacity 1636
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 0
Potential Capacity 1029
Pedestrian Impedance Factor 1.00
'^ttj . L, Min T Impedance factor 1.00
,j . L, Min T Adj . Imp Factor. 1.00
r,. Cap. Adj . factor due to Impeding mvmnt 1.00
Movement Capacity 1029
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
^., Movement 7 8 9 10 11 12
II
Ir. �
II
v(vph) 0 0
Movement Capacity 1029 1091
Shared Lane Capacity
Worksheet 9-Computation of effect of flared minor street approaches
Movement i0 12
C Sep 1029 1091
Volume 0 0
Delay 8 .5 8.3
Q sep 0.00 0.00
Q sep +1 1.00 1.00
round (Qsep +1) 1 1
max 1 1
eh 0
SUM C sep 3019
1
C act 3019
Worksheet 10 delay,queue length, and LOS
r. Movement 1 4 7 8 9 10 11 12
II
II
v(vph)
C m(vph) 1636 3019
v/c
95% queue length
Control Delay
LOS
Approach Delay
.-, Approach LOS
Worksheet 11 Shared Major LT Impedance and Delay
"`nk 1 Delay Calculations
.- ,..ovement 2 5
P of 1.00 1.00
✓ ii 0 35
V i2 0 0
S i1 1700 1700
S i2 1700 1700
p* 0j 1.00 1.00
.— D maj left 0.0 0.0
N number major st lanes 1 1
=lay, rank 1 mvmts 0.0 0.0
PS
PS
ram+
PS
PS
PS
P..
HCS: Unsignalized Intersections Release 3.1a
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
r
Analyst: GC
'"'gtersection: ACCESS FRONTAGE RD
aunt Date: FP ST LT
.�. Time Period: 9 11
Intersection Orientation: East-West Major St.
^ Vehicle Volume Data:
Movements: 1 2 5 6 10 12
r. Volume: 0 0 0 0 10 0
HFR: 0 0 0 0 11 0
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:
Pt-
Movements:
.-- Flow:
Lane width:
Walk speed:
& Blockage:
..., Median Type: None
# of vehicles: 0
^-'"1 ared approach Movements:
# of vehicles: Northbound 0
# 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: 0.00
Lane usage for movements 7,$&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
_nannelized: N
Fma Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
Shared In volume, major th vehicles: 0 35
PA 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 71 6.2
^ t c,hv 1.0 1..0 1.0
t hv 0.00 0.00 0.00
t c,g 0 ,2 0.1
G 0.00 0.00 0.00
^r 3,1t 0.0 0 .7 0.0
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 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 0
Potential Capacity 1091
Pedestrian Impedance Factor 1.00
Movement Capacity 1091
• Probability of Queue free St. 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 0
t"otential Capacity 1636
edestrian Impedance Factor 1.00
Movement Capacity 1636
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 0
• Potential Capacity 1029
Pedestrian Impedance Factor 1.00
a\j . L, Min T Impedance factor 1.00
.aj . L, Min T Adj . Imp Factor. 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00
Movement Capacity 1029
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
►- Movement 7 8 9 10 11 12
I II I
I II I
v(vph) 11 0
Movement Capacity 1029 1091
Shared Lane Capacity 1029
Worksheet 9-Computation of effect of flared minor street approaches
^ Movement 10 12
C sep 1029 1091
Volume 11 0
("" Delay 8.5 8.3
Q sep 0.02 0.00
Q sep +1 1.02 1.00
round (Qsep +1) 1 1
—...--,
max 1 1
C sh 1029
SUM C sep 3019
... n 1
C act 3019
Worksheet 10 delay,queue length, and LOS
• Movement 1 4 7 8 9 10 11 12
-- I II I
v(vph) 11
C m(vph) 1636 3019
v/c 0.00
^ 95% queue length
Control Delay 6.2
LOS A
Approach Delay 6.2
^ Approach LOS A
Worksheet 11 Shared Major LT Impedance and Delay
r
.ank 1 Delay Calculations
• Movement 2 5
P of 1.00 1.00
✓ it 0 35
V i2 0 0
S i1 1700 1700
S 12 1700 1700
p* Oj 1.00 1.00
.� D maj left 0.0 0.0
N number major st lanes 1 1
^lay, rank 1 mvmts 0.0 0.0
...
v.
„e\
r
r
arm
on.
APPENDIX D
HCS : Signals Release 3 . 1a
nter: US 34 bYPASS & 71ST City/St :
Analyst : GC Proj # :
Date: 8/26/99 Period: SUN 11 LT
E/W St : US 34 N/S St : 71ST
'" 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 1 1 0 1 1 0
LGConfig L T R L T R L TR L TR
Volume 5 695 0 5 855 70 0 0 15 40 0 15
.. Lane Width 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 O.erations
Phase Combination 1 2 3 4 5 6 7 8
,., EB Left P NB Left P
Thru P Thru P
Right P Right P
Peds X Ped X
WB Left P SB Left P
Thru P Thru P
Right P Right P
-" Peds X Ped X
3 Right EB Right
SB Right WB Right
r„ Green 45 . 0 19 . 0
Yellow 4 . 0 3 . 0
All Red 2 . 0 2 . 0
Cycle Length: 75 . 0 secs
- Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group F:Low Rate
.- Grp Capcity (s) v/c g/C Delay LOS Delay LOS
Eastbound
L 301 502 0 . 02 0 . 600 6 .2 A
T 2166 3610 0 .36 0 . 600 8 . 1 A 8 .1 A
R 969 :L615 0 . 00 0 . 600 6 . 0 A
Westbound
^ L 385 641 0 . 02 0 . 600 6 . 1 A
T 2166 3610 0 .44 0 . 600 8 . 8 A 8 . 6 A
R 969 :L615 0 . 08 0 . 600 6 .5 A
-. Northbound
L 359 1418 0 .00 0 .253 20 . 9 C
TR 409 :L615 0 . 04 0 . 253 21 . 3 C 21 . 3 C
'.- Southbound
„I, 359 1418 0 . 12 0 .253 22 .3 C
409 1615 0 . 04 0 .253 21.3 C 22 . 0 C
Intersection Delay = 8 . 9 (sec/veh) Intersection LOS = A
HCS : Signals Release 3 . la
Phone: Fax:
E-Mail :
OPERATIONAL ANALYSIS
Intersection: US 34 bYPASS & 71ST
City/State:
Analyst : GC
Project No:
Time Period Analyzed: SUN 9 11
r- Date: 8/26/99
East/West Street Name: US 34
North/South Street Name: 71ST
VOLUME DATA
Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
Volume 5 695 0 5 855 70 0 0 15 40 0 15
.-CIF 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 .90 0 . 90 0 . 90 0 . 90
15 Vol 2 193 0 2 238 19 0 0 4 11 0 4
Hi Ln Vol
I Grade 0 0 0 0
Ideal Sat 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 1 1 0 1 1 0
LGConfig L T R L T R L TR L TR
,-. Lane Width 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 6 772 0 6 950 78 0 17 44 17
%InSharedLn
Prop Turns 1 . 00 1 . 00
NumPeds 0 0 0 0
NumBus 0 0 0 0 0 0 0 0 0 0
Duration 0 .25 Area Type: All other areas
r^
..N, 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
^ Arriv. Type 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
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
Ext of g 2 . 0 2 . D 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 NB Left P
Thru P Thru P
Right P Right P
Peds X Ped X
WB Left P SB Left P
^ Thru P Thru P
Right P Right P
Peds X Ped X
3 Right EB Right
SB Right WB Right
Green 45 . 0 19 . 0
^ Yellow 4 . 0 3 . 0
All Red 2 . 0 2 . 0
,.. Cycle Length: 75 . 0 secs
I.
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
r' Eastbound
Left 5 0 . 90 6 1 L 6
Thru 695 0 . 90 772 2 T 772
r. Right 0 0 . 90 0 1 R 0 0
Westbound
Left 5 0 . 90 6 1 L 6
" Thru 855 0 . 90 950 2 T 950
Right 70 0 . 90 78 1 R 0 78
Northbound
Left 0 0 . 90 0 1 L 0
Thru 0 0 . 90 0 1 TR 17 1 . 00
Right 15 0 . 90 17 0 0
Southbound
Left 40 0 . 90 44 1 L 44
" Thru 0 0 .. 90 0 1 TR 17 1 . 00
Right 15 0 „ 90 17 0 0
... 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 :
L 1900 1 . 000 1 .000 1 . 000 1. 000 1 . 000 1 . 00 1 . 00 ---- 0 .264 502
r• 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 :
" L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 ---- 0 . 337 641
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
r.
Northbound Sec LT Adj/LT Sat :
L 1900 1 .000 1 . 000 1. 000 1 . 000 1 . 000 1 . 00 1 . 00 ---- 0 . 746 1418
,.,, TR 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 1 . 000 1615
Southbound Sec LT Adj/LT Sat :
r' L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 ---- 0 . 746 1418
TR 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 1 . 000 1615
r
.-
.-, 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 .
Sec.
Left L 6 502 0 . 01 0 . 600 301 0 . 02
Thru T 772 3610 0 . 21 0 . 600 2166 0 . 36
Right R 0 1615 0 . 00 0 . 600 969 0 . 00
Westbound
Pri .
—
Sec .
Left L 6 641 0 . 01 0 . 600 385 0 . 02
Thru T 950 3610 # 0 .26 0 .600 2166 0 .44
Right R 78 1615 0 . 05 0 . 600 969 0 . 08
Northbound
Pri .
... Sec .
Left L 0 1418 0 . 00 0 . 253 359 0 . 00
Thru TR 17 1615 0 . 01 0 . 253 409 0 . 04
Right
'— Southbound
Pri .
Sec.
^^ Left L 44 1418 # 0 . 03 0 .253 359 0 . 12
Thru TR 17 1615 0 . 01 0 .253 409 0 . 04
Right
Sum (v/s) critical = 0 .29
Lost Time/Cycle, L = 11 . 00 sec Critical v/c (X) = 0 . 34
.-
.-
.-
LEVEL OF SERVICE WORKSHEET
ppr/ 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 . 02 0 . 600 6 . 1 1 . 000 301 0 . 50 0 . 1 0 . 0 6 .2 A
T 0 .36 0 . 600 7 . 6 1 . 000 2166 0 . 50 0 . 5 0 . 0 8 . 1 A 8 . 1 A
R 0 . 00 0 . 600 6 . 0 1 . 000 969 0 .50 0 . 0 0 . 0 6 . 0 A
Westbound
L 0 . 02 0 . 600 6 . 1 1 . 000 385 0 . 50 0 . 1 0 . 0 6 . 1 A
T 0 .44 0 . 600 8 . 1 1 . 000 2166 0 . 50 0 . 6 0 . 0 8 . 8 A 8 . 6 A
.. R 0 . 08 0 . 600 6 . 3 1 . 000 969 0 .50 0 . 2 0 . 0 6 .5 A
Northbound
L 0 . 00 0 .253 20 . 9 1 . 000 359 0 . 50 0 . 0 0 . 0 20 . 9 C
TR 0 . 04 0 . 253 21 . 1 1 . 000 409 0 .50 0 . 2 0 . 0 21 . 3 C 21 .3 C
r
Southbound
L 0 . 12 0 . 253 21 . 6 1 . 000 359 0 .50 0 . 7 0 . 0 22 .3 C
„. TR 0 . 04 0 . 253 21 . 1 1 . 000 409 0 .50 0 .2 0 . 0 21 .3 C 22 . 0 C
Intersection Delay = 8 . 9 (sec/veh) Intersection LOS = A
_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 45 . 0 45 . 0 19 . 0 19 . 0
Effective Green Time for Lane Group, g 45 . 00 45 . 00 19 . 00 19 . 00
Opposing Effective Green Time, go 45 . 0 45 . 0 19 . 0 19 . 0
Number of Lanes in Lane Group, N 1 1 1 1
Number of Opposing Lanes, No 2 2 1 1
Adjusted Left-Turn Flow Rate, Vlt 6 6 0 44
Proportion of Left Turns in Opposing Flow, Plto 0 . 00 0 . 00 0 . 00 0 . 00
Adjusted Opposing Flow Rate, Vo 950 772 17 17
Lost Time for Lane Group, tl 6 . 00 6 . 00 5 . 00 5 . 00
Left Turns per Cycle : LTC=V1tC/3600 0 . 13 0 . 13 0 . 00 0 . 92
Opposing Flow per Lane, Per Cycle: Volc=VoC/3600f1uo 10 .42 8 .46 0 .35 0 . 35
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 .40 0 .40 0 . 75 0 . 75
gq= (4 . 943Vo1c**0 . 762) [ (gro**1 . 061) -tl] , gq<=g 5 .54 2 . 75 0 . 00 0 . 00
gu =g-gq if gq>=gf, =g-gf if gq<gf 39 .46 42 .25 19 . 00 19 . 00
n= (gq-gf) /2, n>=0 2 . 77 1 . 37 0 . 00 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) 3 . 32 2 . 78 1 . 34 1 .34
r-,""a.2= (1-Ptho**n) /Plto, E12>=1 . 0 1 . 00 1 . 00 1 . 00 1 . 00
.nin=2 (1+Plt) /g or fmin=2 (1+P1) /g 0 . 09 0 . 09 0 . 21 0 . 21
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 . 26 0 . 34 0 . 75 0 . 75
flt=fm= [gf/g] +gdiff1.1/{1+Plt (E12-1) } ]
+ [gu/g] [1/ (1+Plt (E1l-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0 . 91 (N-1) ] /N**
flt 0 . 264 0 .337 0 . 746 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 .
•
fn
SUPPLEMENTAL PERMITTED LT WORKSHEET
for shared lefts
APPROACH EB WB NB SB
Cycle Length, C 75 . 0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective 3reen 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 . 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) ) )
--11 (Figure 9-7)
.12= (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 (E1:L-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 SBLT
Adj . LT Vol from Vol Adjustment Worksheet, v
v/c ratio from Capacity Worksheet, X
r Primary phase effective green, g
Secondary phase effective green, gq
(From Supplemental Permitted LT Worksheet) , gu
r- Cycle length, C 75 . 0 Red = (C-g-gq-gu) , r
Arrivals : v/ (3600 (max(X, 1 . 0) ) ) , qa
Primary ph. departures : s/3600, sp
Secondary ph. departures : s (gq+gu) / (gu*3600) , ss
XPerm
XProt
XCase
Queue at begining of green arrow, Qa
Queue at beginning of unsaturated green, Qu
Residual queue, Qr
Uniform Delay, dl
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
^^ oup Q veh t hrs . ds d1 sec u Q veh d3 sec d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 8 . 9 sec/veh Intersection LOS A
s'�
^
ERROR MESSAGES
No errors to report .
^ HCS : Signals Release 3 . 1a
'rater: US 34 bYPASS & 71ST City/St :
,-. Analyst : GC Proj # :
Date: 8/26/99 Period: SUN 9 m Ler
E/W St : US 34 N/S St : 71ST
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 1 1 0 1 1 0
LGConfig L T R L T R L TR L TR
Volume 5 975 0 0 1240 40 0 0 5 90 0 15
Lane Width 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 O•erations
Phase Combination 1 2 3 4 5 6 7 8
.- EB Left P NB Left P
Thru P Thru P
Right P Right P
Peds X Ped X
WB Left P SB Left P
Thru P Thru P
Right P Right P
r r Peds X Ped X
_.B Right EB Right
SB Right WB Right
Green 45 . 0 19 . 0
Yellow 4 . 0 3 . 0
All Red 2 . 0 2 . 0
Cycle Length: 75 .0 secs
Intersection Performance Summary
Appr/ Lane Adj Sat Ratios Lane Group Approach
Lane Group F:Low Rate
^ Grp Capcity (s) v/c g/C Delay LOS Delay LOS
Eastbound
L 153 255 0 . 04 0 . 600 6 . 6 A
T 2166 3610 0 .50 0 . 600 9 .4 A 9 .4 A
R 969 1615 0 . 00 0 . 600 6 . 0 A
Westbound
L 248 413 0 . 00 0 . 600 6 . 0 A
T 2166 3610 0 . 64 0 . 600 11 . 1 B 11 . 0 B
R 969 1615 0 . 05 0 . 600 6 .3 A
Northbound
L 359 :L418 0 . 00 0 .253 20 . 9 C
TR 409 :L615 0 . 01 0 .253 21 . 1 C 21 . 1 C
Southbound
e1/4 363 :L432 0 .28 0 . 253 24 . 3 C
2 409 :L615 0 . 04 0 . 253 21 . 3 C 23 . 9 C
^
Intersection Delay = 10 . 9 (sec/veh) Intersection LOS = B
HCS : Signals Release 3 . 1a
.-
Phone: Fax:
E-Mail :
r^ OPERATIONAL ANALYSIS
Intersection: US 34 bYPASS & 71ST
r City/State :
Analyst : GC
Project No:
Time Period Analyzed: SUN 9 11
,--
Date: 8/26/99
East/West Street Name : US 34
North/South Street Name : 71ST
VOLUME DATA
✓ Eastbound Westbound Northbound Southbound
•
L T R L T R L T R L T R
Volume 5 975 0 0 1240 40 0 0 5 90 0 15
r' ...s3F 0 . 90 0 . 90 0 . 90 0 .90 0 .90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90
K 15 Vol 2 271 0 0 344 11 0 0 2 25 0 4
Hi Ln Vol
• % Grade 0 0 0 0
ideal Sat 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
ParkExist
NumPark
• I Heavy Veh 0 0 0 0 0 0 0 0 0 0 0 0
No. Lanes 1 2 1 1 2 1 1 1 0 1 1 0
LGConfig L T R L T R L TR L TR
r" Lane Width 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 6 10133 0 0 1378 44 0 6 100 17
. %InSharedLn
Prop Turns 1 . 00 1 . 00
NumPeds 0 0 0 0
NumBus 0 0 0 0 0 0 0 0 0 0
Duration 0 .25 Area Type : All other areas
/^"r
r
.--. OPERATING PARAMETERS
r Eastbound Westbound Northbound Southbound
L T R L T R L T R L T R
Init Unmet 0 . 0 0 . 3 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
Unit Ext . 3 . 0 3 . D 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
r Lost Time 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 . D 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0 2 . 0
Ped Min g 0 . D 0 . 0 0 . 0 0 . 0
r
PHASE DATA
Phase Combination 1 2 3 4 I 5 6 7 8
EB Left P NB Left P
Thru P Thru P
Right P Right P
Peds X Ped X
r WB Left P SB Left P
Thru P Thru P
Right P Right P
Peds X Ped X
r..
AB Right EB Right
r SB Right WB Right
Green 45 . 0 19 .0
Yellow 4 . 0 3 . 0
All Red 2 . 0 2 . 0
Cycle Length: 75 . 0 secs
r
r
r
r
r
r
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 5 0 . 90 6 1 L 6
Thru 975 0 . 90 1083 2 T 1083
.- Right 0 0 . 90 0 1 R 0 0
Westbound
,, Left 0 0 . 90 0 1 L 0
Thru 1240 0 . 90 1378 2 T 1378
Right 40 0 . 90 44 1 R 0 44
Northbound
Left 0 0 . 90 0 1 L 0
Thru 0 0 . 90 0 1 TR 6 1 . 00
.- Right 5 0 . 90 6 0 0
Southbound
^ Left 90 0 . 90 100 1 L 100
Thru 0 0 . 90 0 1 TR 17 1 . 00
Right 15 0 . 90 17 0 0
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 :
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 ---- 0 . 134 255
• 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 :
L 1900 1 . 000 1 . 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 ---- 0 . 218 413
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 1 . 00 ---- 0 . 746 1418
r' TR 1900 1 . 000 1 . 000 1 .000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 1 . 000 1615
• Southbound Sec LT Adj /LT Sat :
L 1900 1 . 000 1. 000 1 . 000 1 . 000 1 . 000 1 . 00 1 . 00 ---- 0 . 754 1432
.RR 1900 1 . 000 1 . 000 1 .000 1 . 000 1 . 000 1 . 00 1 . 00 0 . 850 1 . 000 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 .
Sec .
Left L 6 255 0 . 02 0 . 600 153 0 . 04
Thru T 1083 3610 0 .30 0 . 600 2166 0 .50
Right R 0 1615 0 . 00 0 . 600 969 0 . 00
Westbound
Pri .
Sec .
Left L 0 413 0 . 00 0 . 600 248 0 . 00
Thru T 1378 3610 # 0 . 38 0 . 600 2166 0 . 64
- Right R 44 1615 0 . 03 0 . 600 969 0 . 05
Northbound
Pri .
-^ Sec .
Left L 0 1418 0 . 00 0 . 253 359 0 . 00
Thru TR 6 1615 0 . 00 0 . 253 409 0 . 01
Right
Southbound
Pri .
Sec .
Left L 100 1432 # 0 . 07 0 .253 363 0 . 28
Thru TR 17 1615 0 . 01 0 .253 409 0 . 04
Right
Sum (v/s) critical = 0 .45
Lost Time/Cycle, L = 11 . 00 sec Critical v/c (X) = 0 .53
r
,.y LEVEL OF SERVICE WORKSHEET
ppr/ Ratios UnE Prog Lane Incremental Res Lane Group Approach
r, 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 . 04 0 . 600 6 . 1 1 . 000 153 0 .50 0 . 5 0 . 0 6 . 6 A
T 0 .50 0 . 600 8 . 5 1 . 000 2166 0 . 50 0 . 8 0 . 0 9 .4 A 9 .4 A
R 0 . 00 0 . 600 6 . 0 1 . 000 969 0 .50 0 . 0 0 . 0 6 . 0 A
r^ Westbound
L 0 . 00 0 . 600 6 . 0 1 . 000 248 0 .50 0 . 0 0 . 0 6 . 0 A
T 0 . 64 0 . 600 9 . 7 1 . 000 2166 0 .50 1 .4 0 . 0 11 . 1 B 11 . 0 B
R 0 . 05 0 . 600 6 . 2 1 . 000 969 0 .50 0 . 1 0 . 0 6 . 3 A
Northbound
L 0 . 00 0 .253 20 . 9 1 . 000 359 0 .50 0 . 0 0 . 0 20 . 9 C
TR 0 . 01 0 .253 21 . 0 1 . 000 409 0 .50 0 . 1 0 . 0 21 . 1 C 21 . 1 C
Southbound
L 0 .28 0 .253 22 .5 1 . 000 363 0 . 50 1 . 9 0 . 0 24 .3 C
TR 0 . 04 0 .253 21 . 1 1 . 000 409 0 . 50 0 .2 0 . 0 21 . 3 C 23 . 9 C
Intersection Delay = 10 . 9 (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 45 . 0 45 . 0 19 . 0 19 . 0
Effective Green Time for Lane Group, g 45 . 00 45 . 00 19 . 00 19 . 00
Opposing Effective Green Time, go 45 . 0 45 . 0 19 . 0 19 . 0
• Number of Lanes in Lane Group, N 1 1 1 1
Number of Opposing Lanes, No 2 2 1 1
Adjusted Left-Turn Flow Rate, Vlt 6 0 0 100
Proportion of Left Turns in Opposing Flow, Plto 0 . 00 0 . 00 0 . 00 0 . 00
Adjusted Opposing Flow Rate, Vo 1378 1083 17 6
Lost Time for Lane Group, tl 6 . 00 6 . 00 5 . 00 5 . 00
Left Turns per Cycle: LTC=V1tC/3600 0 . 13 0 . 00 0 . 00 2 . 08
• Opposing Flow per Lane, Per Cycle : Volc=VoC/3600f1uo 15 . 11 11 . 88 0 . 35 0 . 13
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, gfc=g 0 . 0 0 . 0 0 . 0 0 . 0
Opposing Queue Ratio: qro=1-Rpo (go/C) 0 .40 0 .40 0 . 75 0 . 75
gq= (4 . 943Vo1c**0 . 762) [ (gro**1 . 061) -tl] , gqc=g 14 . 24 7 . 90 0 . 00 0 . 00
gu =g-gq if gq>=gf, =g-gf if gqcgf 30 . 76 37 . 10 19 . 00 19 . 00
n= (gq-gf) /2, n>=0 7 . 12 3 . 95 0 . 00 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) 5 . 10 3 . 79 1 . 34 1 . 33
^' ' 2= (1-Ptho**n) /Plto, E12>=1 . 0 1 . 00 1 . 00 1 . 00 1 . 00
<<nin=2 (1+Plt) /g or fmin=2 (1+P1) /g 0 . 09 0 . 09 0 .21 0 . 21
gdiff=max(gq-gf, 0) 0 . 00 0 . 00 0 . 00 0 . 00
• fm= [gf/g] + [gu/g] [1/11+Pl (E11-1) }] , (min=fmin;max=1 . 00) 0 . 13 0 .22 0 . 75 0 . 75
flt=fm= [gf/g] +gdiffL1/{1+Plt (E12-1) }]
+ [gu/g] [1/ (1+Plt (E1l-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0 . 91 (N-1) ] /N**
flt 0 . 134 0 .218 0 . 746 0 . 754
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 75 . 0 sec
Actual Green Time for Lane Group, G
Effective Green Time for Lane Group, g
Opposing Effective Green Time, go
ra 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 F:Low 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 gqcgf
n= (gq-gf) /2, n>=0
Ptho=1-Plto
P1*=Plt [1+{ (N-1) g/ (gf+gu/E11+4 . 24) ) )
• ^L1 (Figure 9-7)
..12= (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 (E1:L-1) ] , (min=fmin;max=1 . 0) or flt= [fm+0 . 91 (N-1) ] /N**
fit 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
.- v/c ratio from Capacity Worksheet, X
Primary phase effective green, g
Secondary phase effective green, gq
(From Supplemental Permitted LT Worksheet) , gu
Cycle length, C 75 . 0 Red = (C-g-gq-gu) , r
Arrivals : v/ (3600 (max(X, 1 . 0) ) ) , qa
Primary ph. departures : s/3600, sp
Secondary ph. departures : s (gq+gu) / (gu*3600) , ss
XPerm
XProt
XCase
Queue at begining of green arrow, Qa
Queue at beginning of unsaturated green, Qu
Residual queue, Qr
Uniform Delay, dl
DELAY/LOS WORKSHEET WITH INITIAL QUEUE
Initial Dur . Uniform Delay Initial Final Initial Lane
Appr/ Unmet Unmet Queue Unmet Queue Group
,ane Demand Demand Unadj . Adj . Param. Demand Delay Delay
coup Q veh t hrs . ds dl sec u Q veh d3 sec d sec
Eastbound
Westbound
Northbound
Southbound
Intersection Delay 10 . 9 sec/veh Intersection LOS B
ERROR MESSAGES
No errors to report .
0
isa
HCS: Unsignalized Intersections Release 3.1a
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
r^
Analyst: GC
"^"\tersection: US 34 BYPASS - 7 AVE
aunt Date: 11
Intersection FP SI' LT
r. Time Period:�../ 11
Intersection Orientation: East-West Major St.
— Vehicle Volume Data:
Movements: 1 2 3 4 5 6 7 8 9 10 11 12
.-, Volume: 5 695 0 0 855 70 0 0 15 40 0 15
HFR: 5 732 0 0 900 74 0 0 16 42 0 16
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 0.02 0.00 0.00 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00
a^
Pedestrian Volume Data:
r-
Movements:
r• Flow:
Lane width:
Walk speed:
t Blockage:
Ia
Median Type: TWLTL
# of vehicles: 1
r-dared approach Movements:
,, of vehicles: Northbound 1
# of vehicles: Southbound 1
e"
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
p. L T R L T R L T R
Y N N N Y N N Y N
0 Channelized: Y
Grade: 0.00
r^ Lane usage for movements 4,5&6 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
r^ Y N N N Y N N Y N
Channelized: Y
Grade: 0.00
pp
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
r• L T R L T R L T R
Y Y Y N N N N N N
r" Channelized: N
Grade: 0.00
P.
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
r
Y Y Y N N N N N N
rN
.annelized: N
✓ Grade: 0.00
✓ Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
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: 2 2
Length of study period, hrs: 0.25
Worksheet 4 Critical Gap and Follow-up time calculation.
pm Critical Gap Calculations:
Movement 1 4 7 8 9 10 11 12
t c,base 4.1 4.:. 7.5 6.5 6.9 7.5 6.5 6.9
pm. t c,hv 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
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
....es,. 3,1t 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
c,T:
1 stage 0.00 0.01) 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.:L 7.5 6.5 6.9 7.5 6.5 6.9
2 stage 4.1 4.:L 6.5 5.5 6.9 6.5 5.5 6.9
r- 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
,r t f,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 f 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
Pm
Worksheet 6 Impedance and capacity equations
Step 1: RT from Minor St. 9 12
v--
Conflicting Flows 366 487
Potential Capacity 637 532
Pedestrian Impedance Factor 1.00 1.00
om- Movement Capacity 637 532
Probability of Queue free St. 0.98 0.97
.^ Step 2: LT from Major St. 4 1
,/'conflicting Flows 732 974
tential Capacity 882 716
✓ Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 882 716
Probability of Queue free St. 1.00 0.99
r
Worksheet 7a - Computation of the effect of Two-stage gap acceptance
.-. Step 3: TH from Minor St. 8 11
Part 1- First Stage
Jnflicting Flows 742 937
.. Potential Capacity 425 346
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.99 1.00
Movement Capacity 422 346
.. Probability of Queue free St. 1.00 1.00
Part 2- Second Stage
Conflicting Flows 974 742
Potential Capacity 333 425
Pedestrian Impedance Factor 1.00 1.00
- Cap. Adj . factor due to Impeding mvmnt 1.00 0.99
Movement Capacity 333 422
Part 3- Single Stage
Conflicting Flows 1716 1679
Potential Capacity 91 96
,.. Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.99 0.99
Movement Capacity 90 95
Result for 2 stage process:
a 0.91 0.91
..,0", 1.40 0.77
t 209 216
Probability of Queue free St. 1.00 1.00
..
Worksheet 7b - Computation of the effect of Two-stage gap acceptance
r+ Step 4: LT from Minor St. 7 10
Part 1- First Stage
Conflicting Flows 742 937
.'. Potential Capacity 378 289
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.99 1.00
Movement Capacity 375 289
r•.
Part 2- Second Stage
P. Conflicting Flows 450 376
Potential Capacity 564 623
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.97 0.97
^ Movement Capacity 547 603
Part 3- Single Stage
Conflicting Flows 1192 1313
ctential Capacity 145 118
edestrian Impedance Factor 1.00 1.00
Maj . L, Min T Impedance factor 0.99 0.99
Maj . L, Min T Adj . Imp Factor. 0.99 0.99
Cap. Adj . factor due to Impeding mvmnt 0.96 0.97
Movement Capacity 140 115
Result for 2 stage process:
a 0.91 0.91
0.59 0.36
263 222
1.--
Worksheet 8 Shared Lane Calculations
r-• Shared Lane Calculations
Movement 7 8 9 10 11 12
I II I
v(vph) 0 0 16 42 0 16
Movement Capacity 263 209 637 222 216 532
... Shared Lane Capacity 637 264
Worksheet 9-Computation of effect of flared minor street approaches
^
Movement 7 8 9 10 11 12
C sep 263 209 637 222 216 532
.- Volume 0 0 16 42 0 16
Delay 18.7 22.3 10.8 25.0 21.6 12.0
Q sep 0.00 0.00 0.05 0.29 0.00 0.05
Q sep +1 1.00 1.00 1.05 1.29 1.00 1.05
r round (Qsep +1) 1 1 1 1 1 1
n max 1 1
C sh 637 264
^^4M C sep 1109 970
1 1
C act 1109 970
^
Worksheet 10 delay,queue length, and LOS
r
Movement 1 4 7 8 9 10 11 12
I II I
v(vph) 5 16 58
C m(vph) 716 882 1109 970
^ v/c 0.01 0.01 0.06
95% queue length
Control Delay 10.1 8.3 8.9
LOS B A A
^ Approach Delay 8.3 8.9
Approach LOS A A
r-
^
ram
HCS: Unsignalized Intersections Release 3.1a
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
r
Analyst: GC
'\tersection: US 34 BYPASS - 71ST AVE
aunt Date: EX F� ST LQ
Time Period: 9
Intersection Orientation: East-West Major St.
r Vehicle Volume Data:
Movements: 1 2 3 4 5 6 7 8 9 10 11 12
• Volume: 5 975 0 0 1240 40 0 0 5 90 0 15
HFR: 5 1026 0 0 1305 42 0 0 5 95 0 16
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 0.02 0.00 0.00 0.02 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
^tared approach Movements:
# of vehicles: Northbound 1
# of vehicles: Southbound 1
Pa
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
Y N N N Y N N Y N
Channelized: Y
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 Y 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
,a^'1 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
.iannelized: N
r Grade: 0.00
-- Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
Shared ln volume, major th vehicles: 0 0
.+ Shared ln 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: 2 2
r
Length of study period, hrs: 0.25
r
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.:L 7.5 6.5 6.9 7.5 6.5 6.9
r- t c,hv 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
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
^-' ' 3,1t 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
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.l 7.5 6.5 6.9 7.5 6.5 6.9
2 stage 4.1 4.1 6.5 5.5 6.9 6.5 5.5 6.9
'- 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 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 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 513 674
Potential Capacity 511 402
Pedestrian Impedance Factor 1.00 1.00
r Movement Capacity 511 402
Probability of Queue free St. 0.99 0.96
-- Step 2: LT from Major St. 4 1
,r"onflicting Flows 1026 1347
itential Capacity 684 518
'- Pedestrian Impedance Factor 1.00 1.00
Movement Capacity 684 518
Probability of Queue free St. 1.00 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
inflicting Flows 1037 1326
.� Potential Capacity 311 227
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.99 1.00
Movement Capacity 308 227
..-, Probability of Queue free St. 1.00 1.00
Part 2- Second Stage
Conflicting Flows 1347 1037
Potential Capacity 222 311
Pedestrian Impedance Factor 1.00 1.00
,.. Cap. Adj . factor due to Impeding mvmnt 1.00 0.99
Movement Capacity 222 308
.. Part 3- Single Stage
Conflicting Flows 2384 2363
Potential Capacity 35 36
.-. Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.99 0.99
Movement Capacity 34 35
Result for 2 stage process:
a 0.91 0.91
....r.. 1.50 0.70
t 131 135
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 1037 1326
Potential Capacity 251 167
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.99 1.00
Movement Capacity 249 167
pi-
Part 2- Second Stage
ma Conflicting Flows 653 524
Potential Capacity 428 510
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.96 0.98
Movement Capacity 411 500
Part 3- Single Stage
Conflicting Flows 1689 1850
p "ctential Capacity 62 47
destrian Impedance Factor 1.00 1.00
Maj . L, Min T Impedance factor 0.99 0.99
Maj . L, Min T Adj . Imp Factor. 0.99 0.99
Cap. Adj . factor due to Impeding mvmnt 0.95 0.98
Movement Capacity 59 46
r_
Result for 2 stage process:
... a 0.91 0.91
y 0.55 0.27
t 166 129
Worksheet 8 Shared Lane Calculations
r• Shared Lane Calculations
Movement 7 8 9 10 11 12
I I I
1 II I
I I I
v(vph) 0 0 5 95 0 16
Movement Capacity 166 131 511 129 135 402
r• Shared Lane Capacity 511 143
Worksheet 9-Computation of effect of flared minor street approaches
^ Movement 7 8 9 10 11 12
C sep 166 131 511 129 135 402
• Volume 0 0 5 95 0 16
Delay 26.7 32.5 12.1 86.0 31.7 14.3
Q sep 0.00 0.00 0.02 2.26 0.00 0.06
Q sep +1 1.00 1.00 1.02 3.26 1.00 1.06
round Weep +1) 1 1 1 3 1 1
n max 1 3
C sh 511 143
•—"cIM C sep 808 666
1 1
C act 808 317
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
I II I
v(vph) 5 5 111
C m(vph) 518 684 808 317
^ v/c 0.01 0.01 0.35
95% queue length
Control Delay 12.0 9.5 22.3
LOS B A C
^ Approach Delay 9.5 22.3
Approach LOS A C
HCS: Unsignalized Intersections Release 3.1a
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: GC
'.""Ntersection: FRONTAGE RD - 71S VE
.,unt Date: cc:xx FP ST LT
..' Time Period: 9 11
Intersection Orientation: North-South Major St.
..... Vehicle Volume Data:
Movements: 2 3 4 5 7 9
r. Volume: 75 0 0 55 0 5
HFR: 79 0 0 58 0 5
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
—r .ared approach Movements:
# of vehicles: Eastbound 0
# of vehicles: Westbound 1
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 N N N Y 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
(,n., Y N 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
wft
N N N N N N N N N
.iannelized: N
0." Grade: 0.00
.. Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared ln volume, major th vehicles: 0 0
'.. Shared ln 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
t hv 0.00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
r.-r. 3,1t 0.0 0.7 0.0
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 79
Potential Capacity 987
Pedestrian Impedance Factor 1.00
Movement Capacity 987
^ Probability of Queue free St. 0.99
Step 2: LT from Major St. 4 1
Conflicting Flows 79
/'potential Capacity 1532
edestrian Impedance Factor 1.00
"" Movement Capacity 1532
Probability of Queue free St. 1.00
- Step 4: LT from Minor St. 7 10
Conflicting Flows 137
Potential Capacity 861
^ Pedestrian Impedance Factor 1.00
Maj . L, Min T Impedance factor 1.00
'j . L, Min T Adj . Imp Factor. 1.00
sp. Adj . factor due to Impeding mvmnt 1.00
r+ Movement Capacity 861
.� Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
I I
I I
I I
r. v(vph) 0 5
Movement Capacity 861 987
Shared Lane Capacity 987
Worksheet 9-Computation of effect of flared minor street approaches
Movement 7 9
✓am.
C sep 861 987
Volume 0 5
Delay 9.2 8.7
.� Q sep 0.00 0.01
Q Sep +1 1.00 1.01
round (Qsep +1) 1 1
1 1
sh 987
SUM C sep 2606
n 0
^ C act 987
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
I I
^ v(vph) 5
C mlvph) 1532 987
v/c 0.01
95% queue length
^ Control Delay 8.7
LOS A
Approach Delay 8.7
Approach LOS A
-a
T
ra
a
HCS: Unsignalized Intersections Release 3.1a
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
r
Analyst: GC
' ' tersection: FRONTAGE RD - 71S�,m7AVE
aunt Date: EX F ST L
✓ Time Period: 9 '1
Intersection Orientation: North-South Major St.
r-- Vehicle Volume Data:
Movements: 2 3 4 5 7 9
'.. Volume: 45 0 0 95 10 0
HFR: 47 0 0 100 11 0
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:
n
Median Type: None
# of vehicles: 0
•-. dared approach Movements:
# of vehicles: Eastbound 0
# of vehicles: Westbound 1
Pa
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
r-) 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
r+ Y N N N Y 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
la\ Y N Y N N N N N N
re Channelized: N
Grade: 0.00
ra-
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
.nannelized: 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
ram.
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
t hv 0.00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
^ram 3,1t 0.0 0, 7 0.0
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 47
Potential Capacity 1027
Pedestrian Impedance Factor 1.00
Movement Capacity 1027
^ Probability of Queue free St. 1.00
Step 2: LT from Major St. 4 1
Conflicting Flows 47
r"'otential Capacity 1573
edestrian Impedance Factor 1.00
Movement Capacity 1573
Probability of Queue free St. 1.00
• Step 4: LT from Minor St. 7 10
HCS: Unsignalized Intersections Release 3.1a
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: GC
4".Ntersection: SOUTH ACCESS - 7
AVE
'lint Date: E FP ST LT
,.. Time Period:/ 9 l 11
Intersection Orientation: North-South Major St.
o. Vehicle Volume Data:
Movements: 2 3 4 5 7 9
r, Volume: 30 50 20 55 0 0
HFR: 32 53 21 58 0 0
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:
P
Movements:
go, Flow:
Lane width:
Walk speed:
4 Blockage:
Median Type: TWLTL
# of vehicles: 1
.. glared approach Movements:
# of vehicles: Eastbound 0
# of vehicles: Westbound 1
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
r.. Channelized: N
Grade: 0.00
m. 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: 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 N Y N N N N N N
— ..nannelized: N
Grade: 0.00
Conflicting Flows 147
Potential Capacity 850
Pedestrian Impedance Factor 1.00
Maj . L, Min T Impedance factor 1.00
rwoj . L, Min T Adj . Imp Factor. 1.00
Ap. Adj . factor due to Impeding mvmnt 1.00
,,,. Movement Capacity 850
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
T 1 II 1
1
11 1
v(vph) 11 0
Movement Capacity 850 1027
Shared Lane Capacity 850
Worksheet 9-Computation of effect of flared minor street approaches
Movement 7 9
C sep ES0 1027
Volume 11 0
Delay 9.3 8.5
„. Q sep 0.03 0.00
Q sep +1 1.03 1.00
round Weep +1) 1 1
„...-q max 1 1
sh 850
sUM C sep 2625
n 0
C act 850
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
^ I I
I I
I I
.� v(vph) 11
C m(vph) 1573 850
v/c 0.01
95% queue length
,.. Control Delay 9.3
LOS A
Approach Delay 9.3
Approach LOS A
.o.
Lane usage for movements :L0,11&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
.iannelized: 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
,..h 3,1t 0.0 0.7 0.0
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 58
Potential Capacity 1014
Pedestrian Impedance Factor 1.00
�-. Movement Capacity 1014
Probability of Queue free St. 1.00
Step 2: LT from Major St. 4 1
conflicting Flows 84
.tential Capacity 1525
✓ redestrian Impedance Factor 1.00
Movement Capacity 1525
Probability of Queue free St. 0.99
r
Worksheet 7a - Computation of the effect of Two-stage gap acceptance
r. Step 3: TH from Minor St. 8 11
Part 1- First Stage
,-w
onflicting Flows 58 100
'.. Potential Capacity 851 816
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 0.99
Movement Capacity 851 805
r• Probability of Queue free St. 1.00 1.00
Part 2- Second Stage
r
Conflicting Flows 100 84
Potential Capacity 816 829
Pedestrian Impedance Factor 1.00 1.00
�., Cap. Adj . factor due to Impeding mvmnt 0.99 1.00
Movement Capacity 805 829
r. Part 3- Single Stage
Conflicting Flows 158 184
Potential Capacity 738 714
r• Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.99 0.99
Movement Capacity 728 704
r
Result for 2 stage process :
a 0.91 0.91
„.,^, 1.59 0.97
t 708 689
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 58 100
r. Potential Capacity 970 929
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 0.99
Movement Capacity 970 916
r.
Part 2- Second Stage
r. Conflicting Flows 100 58
Potential Capacity 929 970
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 0.99 1.00
.- Movement Capacity 916 970
Part 3- Single Stage
r
Conflicting Flows 158 158
`r.Qotential Capacity 838 838
=destrian Impedance Factor 1.00 1.00
r Maj . L, Min T Impedance factor 0.99 0.99
Maj . L, Min T Adj . Imp Factor. 0.99 0.99
Cap. Adj . factor due to Impeding mvmnt 0.99 0.99
Movement Capacity 829 829
r•
r^
Result for 2 stage process:
a 0.91 0.91
y 1.62 0.73
t 806 803
Worksheet 8 Shared Lane Calculations
pa Shared Lane Calculations
Movement 7 8 9 10 11 12
I I
v(vph) 0 0
Movement Capacity 806 1014
1"." Shared Lane Capacity
Worksheet 9-Computation of effect of flared minor street approaches
Movement 7 9
C sep 806 1014
p,. Volume 0 0
Delay 9.5 8.6
Q sep 0.00 0.00
Q sep +1 1.00 1.00
�,. round (Qsep +1) 1 1
n max 1 1
C sh 0
C sep 2527
0
c act 0
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
11
11
II
v(vph) 21
C m(vph) 1525
,... v/c 0.01
951 queue length
Control Delay 7.4
LOS A
r.. Approach Delay
Approach LOS
A"N
HCS: Unsignalized Intersections Release 3.1a
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: GC
intersection: SOUTH ACCESS - 7(� AVE
aunt Date: EX FTp� ST
r+ Time Period: 9 (1Y
Intersection Orientation: North-South Major St.
,,., Vehicle Volume Data:
Movements: 2 3 4 5 7 9
Volume: 45 0 0 55 40 20
HFR: 47 0 0 58 42 21
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:
r. Flow:
Lane width:
Walk speed:
% Blockage:
r^
Median Type: TWLTL
8 of vehicles: 1
,.,E+4ared approach Movements:
8 of vehicles: Eastbound 0
ft of vehicles: Westbound 1
Lane usage for movements 1,2&3 approach:
Lane 1 Lane 2 Lane 3
I... L T R L T R L T R
N Y Y N N N N N N
r. 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: 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
r Y N 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
N N N N N N N N N
aannelized: N
• Grade: 0.00
Data for Computing Effect of Delay to Major Street Vehicles:
Northbound Southbound
Shared In volume, major tt. 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, his: 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 0.80 0.00
t c,g 0.2 0.1
G 0.00 0.80 0.00
• i++. 3,1t 0.0 0.7 0.0
c,T:
1 stage 0.00 0.80 0.00
2 stage 0.00 1.80 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
e, t f,HV 0.9 0.9 0.9
P hv 0.00 0.80 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 47
Potential Capacity 1027
Pedestrian Impedance Factor 1.00
.-. Movement Capacity 1027
Probability of Queue free St. 0.98
�-- Step 2: LT from Major St. 4 1
ponflicting Flows 47
,tential Capacity 1573
r- ±>edestrian Impedance Factor 1.00
Movement Capacity 1573
Probability of Queue free St. 1.00
Worksheet 7a - Computation of the effect of Two-stage gap acceptance
r Step 3: TH from Minor St. 8 11
Part 1- First Stage
inflicting Flows 47 58
pa Potential Capacity 859 851
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 859 851
.,, Probability of Queue free St. 1.00 1.00
Part 2- Second Stage
r
Conflicting Flows 58 47
Potential Capacity 851 859
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 851 859
Part 3- Single Stage
Conflicting Flows 105 105
Potential Capacity 789 789
r.. Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 789 789
Result for 2 stage process:
a 0.91 0.91
1.14 0.88
t 750 750
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 47 58
• Potential Capacity 980 970
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 980 970
Part 2- Second Stage
.-• Conflicting Flows 58 58
Potential Capacity 970 970
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 0.98
... Movement Capacity 970 950
Part 3- Single Stage
e..
Conflicting Flows 105 116
p� tential Capacity 897 885
destrian Impedance Factcr 1.00 1.00
r 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 1.00 0.98
Movement Capacity 897 867
Result for 2 stage process:
.i,., a 0.91 0.91
y 1.14 1.24
t 854 833
Worksheet 8 Shared Lane Calculations
▪ Shared Lane Calculations
Movement 7 8 9 10 11 12
I I
I �
v(vph) 42 21
Movement Capacity 854 1027
Shared Lane Capacity 905
Worksheet 9-Computation of effect of flared minor street approaches
.-. Movement 7 9
C sep 854 1027
Volume 42 21
Delay 9 .4 8.6
Q sep 0.11 0.05
Q sep +1 1.11 1.05
• round (Qsep +1) 1 1
n max 1 1
C sh 905
..._�yM C sep 2632
0
c act 905
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
I I
I �
v(vph) 63
C m(vph) 1573 905
'.. v/c 0.07
95% queue length
Control Delay 9.3
LOS A
Approach Delay 9.3
Approach LOS A
HCS: Unsignalized Intersections Release 3.1a
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: GC
"'Cntersection: NORTH ACCESS - 71 AVE
ount Date: EX FP ST (LLTT
r.. Time Period:0 11
Intersection Orientation: North-South Major St.
r.. Vehicle Volume Data:
Movements: 2 3 4 5 7 9
r. Volume: 30 5 5 75 0 0
HFR: 32 5 5 79 0 0
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
I..
Pedestrian Volume Data:
Movements:
r., Flow:
Lane width:
Walk speed:
% Blockage:
r
Median Type: TWLTL
# of vehicles: 1
-_blared approach Movements:
# of vehicles: Eastbound 0
# of vehicles: Westbound 1
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
r. 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: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
r- L T R L T R L T R
rr., Y N Y N N N N N N
r- channelized: N
Grade: 0.00
Lane usage for movements ].0,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
T N N N N N N N N N
.-1
.iannelized: N
• Grade: 0.00
r_ 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, his: 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
„mil 3,1t 0.0 0.7 0.0
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 £,base 2.2 3.5 3.3
r- 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 34
Potential Capacity 1045
Pedestrian Impedance Factcr 1.00
- Movement Capacity 1045
Probability of Queue free St. 1.00
.- Step 2: LT from Major St. 4 1
agnflicting Flows 37
tential Capacity 1587
•- redestrian Impedance Factor 1.00
Movement Capacity 1587
Probability of Queue free St. 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
onflicting Flows 34 89
'.. Potential Capacity 871 825
Pedestrian Impedance Factor - 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 871 822
m. Probability of Queue free St. 1.00 1.00
Part 2- Second Stage
r•
Conflicting Flows 89 37
Potential Capacity 825 868
Pedestrian Impedance Factor 1.00 1.00
▪ Cap. Adj . factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 822 868
re Part 3- Single Stage
Conflicting Flows 124 126
Potential Capacity 770 768
• Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 768 765
Result for 2 stage process:
a 0.91 0.91
1.90 0.58
t 733 731
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 34 89
p- Potential Capacity 993 939
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 993 936
Part 2- Second Stage
r. Conflicting Flows 89 34
Potential Capacity 939 993
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 1.00
.- Movement Capacity 936 993
Part 3- Single Stage
r-
Conflicting Flows 124 124
frVptential Capacity 876 876
edestrian Impedance Factor 1.00 1.00
r- 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 1.00 1.00
Movement Capacity 874 874
Result for 2 stage process:
„w a 0.91 0.91
y 1.93 0.54
t 835 834
Worksheet 8 Shared Lane Calculations
• Shared Lane Calculations
Movement 7 8 9 10 11 12
I I
.. II
v(vph) 0 0
Movement Capacity 835 1045
Shared Lane Capacity
Worksheet 9-Computation of effect of flared minor street approaches
Movement 7 9
C sep 835 1045
„ Volume 0 0
Delay 9.3 8.4
Q sep 0.00 0.00
Q sep +1 1.00 1.00
„ round (Qsep +1) 1 1
n max 1 1
C eh 0
• C sep 2613
0
C act 0
p.
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
I I
II
v(vph) 5
C m(vph) 1587
... v/c 0.00
95% queue length
Control Delay 7.3
LOS A
Approach Delay
Approach LOS
7-4
r••-
HCS: Unsignalized Intersections Release 3.la
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
^ Analyst: GC
^Ztersection: NORTH ACCESS - 7 AVE
)unt Date: EX ST LT
— Time Period: 9 1
Intersection Orientation: North-South Major St.
— Vehicle Volume Data:
Movements: 2 3 4 5 7 9
— Volume: 65 0 0 50 5 5
HFR: 68 0 0 53 5 5
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:
3 Blockage:
.., Median Type: TWLTL
# of vehicles: 1
• ,"Tared approach Movements:
# of vehicles: Eastbound 0
# of vehicles: Westbound 1
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 N N N Y N N N N
Channelized: N
Grade: 0.00
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
r-' L T R L T R L T R
Y N Y N N N N N N
• Channelized: N
Grade: 0.00
Lane usage for movements :.0,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
mm
N N N N N N N N N
.iannelized: N
ma 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
3,1t 0.0 0.7 0.0
c,T:
1 stage 0.00 0.00 0.00
2 stage 0.00 1.00 0.00
.a t c
1 stage 4.1 6.4 6.2
2 stage 4.1 5.4 6.2
ma 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 68
Potential Capacity 1000
Pedestrian Impedance Factor 1.00
.- Movement Capacity 1000
Probability of Queue free St. 0.99
aa Step 2: LT from Major St. 4 1
rconflicting Flows 68
tential Capacity 1546
.- Pedestrian Impedance Factor 1.00
Movement Capacity 1546
Probability of Queue free St. 1.00
r-
Worksheet 7a - Computation of the effect of Two-stage gap acceptance
Step 3: TH from Minor St. 8 11
Part 1- First Stage
inflicting Flows 68 53
Potential Capacity 842 855
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 842 855
Am* Probability of Queue free St. 1.00 1.00
Part 2- Second Stage
Conflicting Flows 53 68
Potential Capacity 855 842
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 855 842
Part 3- Single Stage
Conflicting Flows 121 121
Potential Capacity 773 773
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 773 773
Result for 2 stage process:
a 0.91 0.91
0.84 1.19
t 740 740
erobability 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 68 53
Potential Capacity 959 975
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 959 975
Part 2- Second Stage
r. Conflicting Flows 53 71
Potential Capacity 975 957
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj . factor due to Impeding mvmnt 1.00 0.99
. . Movement Capacity 975 952
Part 3- Single Stage
Conflicting Flows 121 124
F,RQtential Capacity 879 876
destrian Impedance Factor 1.00 1.00
.- raj . 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 1.00 0.99
Movement Capacity 879 872
Result for 2 stage process:
a 0.91 0.91
y 0.84 1.29
t 842 837
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
Movement 7 8 9 10 11 12
I I
II
v(vph) 5 5
Movement Capacity 842 1000
Shared Lane Capacity 915
Worksheet 9-Computation of effect of flared minor street approaches
Movement 7 9
C sep 842 1000
Volume 5 5
Delay 9.3 8.6
Q sep 0, 01 0.01
Q sep +1 1. 01 1.01
round (Qsep +1) 1 1
n max 1 1
C eh 915
/'zi1M C Sep 2583
0
C act 915
Worksheet 10 delay,queue length, and LOS
Movement 1 4 7 8 9 10 11 12
I I
I I
I I
v(vph) 11
C m(vph) 1546 915
... v/c 0.01
95% queue length
Control Delay 9.0
LOS A
,.., Approach Delay 9.0
Approach LOS A
HCS: Unsignalized Intersections Release 3.1a
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
Analyst: GC
"intersection: ACCESS - FRO GE RD
ount Date: /� FP ST LT
,. Time Period:) 9� 11
Intersection Orientation: East-West Major St.
r Vehicle Volume Data:
Movements: 1 2 5 6 10 12
... Volume: 0 0 0 0 0 0
HFR: 0 0 0 0 0 0
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 1
r+
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: 0.00
.—
Lane usage for movements 7,8&9 approach:
Lane 1 Lane 2 Lane 3
P-. L T R L T R L T R
tes,.\ N N N N N N N N N
.— 1/4hannelized: N
Grade: 0.00
1
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
.eannelized: N
_ Grade: 0.00
„ Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
Shared In volume, major th vehicles: 0 35
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
t by 0.00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
...i°. 3,1t 0.0 0.7 0.0
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: RT from Minor St. 9 12
Conflicting Flows 0
Potential Capacity 1091
Pedestrian Impedance Factor 1.00
Movement Capacity 1091
.-. Probability of Queue free St. 1.00
Step 2: LT from Major St. 4 1
... Conflicting Flows 0
.aptential Capacity 1636
:destrian Impedance Factor 1.00
- movement Capacity 1636
Probability of Queue free St. 1.00
Maj . L Shared ln. Prob. Queue Free St. 1.00
r
Step 4: LT from Minor St. 7 10
Conflicting Flows 0
„ Potential Capacity 1029
Pedestrian Impedance Factor 1.00
\j . L, Min T Impedance factor 1.00
ij . L, Min T Adj . Imp Factor. 1.00
r, Cap. Adj . factor due to Impeding mvmnt 1.00
Movement Capacity 1029
„
Worksheet 8 Shared Lane Ca:culations
Shared Lane Calculations
r., Movement 7 8 9 10 11 12
I II
I I I
I II I
v(vph) 0 0
Movement Capacity 1029 1091
Shared Lane Capacity
r
Worksheet 9-Computation of effect of flared minor street approaches
"., Movement 10 12
C sep 1029 1091
Volume 0 0
. „ Delay 8.5 8.3
Q sep 0.00 0.00
Q sep +1 1.00 1.00
round (Qsep +1) 1 1
max 1 1
C sh 0
SUM C sep 3019
.^
n 1
C act 3019
Worksheet 10 delay,queue length, and LOS
_ Movement 1 4 7 8 9 10 11 12
I II I
v(vph)
C m(vph) 1636 3019
v/c
95% queue length
Control Delay
LOS
Approach Delay
„ Approach LOS
r,
Worksheet 11 Shared Major LT Impedance and Delay
ink 1 Delay Calculations
r Movement 2 5
P of 1.00 1.00
✓ i1 0 35
r^- V i2 0 0
S it 1700 1700
S i2 1700 1700
P* Oj 1.00 1.00
D maj left 0.0 0.0
N number major st lanes 1 1
^elay, rank 1 mvmts 0.0 0.0
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HCS: Unsignalized Intersections Release 3.1a
TWO-WAI STOP CONTROL(TWSC) ANALYSIS
Analyst: GC
" htersection: ACCESS - FRO GE RD
aunt Date: FP ST LT
Time Period: 9 Q1
Intersection Orientation: East-West Major St.
Vehicle Volume Data:
Movements: 1 2 5 6 10 12
Volume: 0 0 0 0 10 0
HFR: 0 0 0 0 11 0
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
,-./"Cared approach Movements:
# of vehicles: Northbound 0
# of vehicles: Southbound 1
Lane usage for movements 1.,2&3 approach:
Lane 1 Lane 2 Lane 3
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
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
te.-., N N N N N N N N N
Channelized: N
Grade: 0.00
r
Lane usage for movements 10,11&12 approach:
Lane 1 Lane 2 Lane 3
L T R L T R L T R
00
Y N Y N N N N N N
.iannelized: N
✓ Grade: 0.00
rs Data for Computing Effect of Delay to Major Street Vehicles:
Eastbound Westbound
Shared In volume, major th vehicles: 0 35
• 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
0-
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
.0 t c,hv 1.0 1.0 1.0
t hv 0.00 0.00 0.00
t c,g 0.2 0.1
G 0.00 0.00 0.00
^" ' 3,1t 0.0 0.7 0.0
c,T:
1 stage 0.00 0.00 0.00
- t c
1 stage 4.1 6.4 6.2
Follow Up Time Calculations:
t^ 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 0
Potential Capacity 1091
Pedestrian Impedance Factor 1.00
Movement Capacity 1091
^ Probability of Queue free St. 1.00
Step 2: LT from Major St. 4 1
^
Conflicting Flows 0
rotential Capacity 1636
adestrian Impedance Factor 1.00
^ Movement Capacity 1636
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 0
• Potential Capacity 1029
pedestrian Impedance Factor 1.00
j . L, Min T Impedance factor 1.00
..aj . L, Min T Adj . Imp Factor. 1.00
^ Cap. Adj. factor due to Impeding mvmnt 1.00
Movement Capacity 1029
^
Worksheet 8 Shared Lane Calculations
Shared Lane Calculations
^ Movement 7 8 9 10 11 12
I I
I I
II
v(vph) 11 0
Movement Capacity 1029 1091
Shared Lane Capacity 1029
Worksheet 9-Computation of effect of flared minor street approaches
r^ Movement 10 12
C sep 1029 1091
Volume 11 0
^ Delay 6.5 8.3
Q sep 0.02 0.00
Q sep +1 1.02 1.00
round (Qsep +1) 1 1
max 1 1
C sh 1029
SUM C sep 3019
^ n 1
C act 3019
Worksheet 10 delay,queue length, and LOS
^ Movement 1 4 7 8 9 10 11 12
I I
II
v(vph) 11
C m(vph) 1636 3019
v/c 0.00
95% queue length
Control Delay 6.2
LOS A
Approach Delay 6.2
"' Approach LOS A
Worksheet 11 Shared Major LT Impedance and Delay
ank 1 Delay Calculations
Movement 2 5
P of 1.00 1.00
✓ it 0 35
"' V i2 0 0
S it 1700 1700
S i2 1700 1700
P 0j 1.00 1.00
D maj left 0.0 0.0
N number major at lanes 1 1
r+Delay, rank 1 mvmts 0.0 0.0
n1
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