HomeMy WebLinkAboutTraffic Operations Analysis
I
I
KOSENE & KOSENE - BoNDAR PLACE SUBDIVISION
TRAFFIC OPERATIONS ANALYSIS
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
TABLE OF CONTENTS
LIST OF FIGURES................................................................................................................... .................................. IT
CERTIFICATION ....... ....... ...... .................... .... ........... ........... .......... ........... ...... ............................... ........ ............. .... ill
INTRODUCTION..................................................................................................................... .................................. 1
PtJRroSE .............................................................................................................................. . . .. .. .. . . . . . . . . . . . . . . . .. . . . ... . .. 1
SCOPE OF WORK..... ~...:......................................................................................................................... .................. 1
DESCRIP'fION OF TIlE PROJECT......... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . .. . . . . . . . .. . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . .. . . . . . . . . . . .. 2
S11JDY AREA........................................................................................................................... . . .. . . . .. ......... .... . . . .. . ... 4
DESCRIP'fION OF THE ABUITINO STREET SYSTEM .. .......................................... .... ....... ........... ......... .... ................ ..... 4
TRAFFIC D AT A.............................................................................................................................. .......................... 5
GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT ........... ... ...............;.... ....... ...... ... .... ...... ...... ............. 5
TABLE 1 - GENERATED TRIPS FOR PROPOSED DEVELOPMENT .............................................................................. 5
INTERN& TRIPs............................ ........... ... .............. ...... ........ ...... ......... ..... ........................................ ................ ... 5
PASS-By TRIPs.......................................................................................................... . . ... . . . . . . . .. . . . . . . . . . . .. . . . . . . . ... . . . . . . ... 5
PEAK HOUR........................................................................................................................... .............. ................... 6
ASSIGNMENT AND DISTRIBUfION OF GENERATED TRIPS ......... .......... ...... ....... ...... ..... ............................... ........ ......... 6
PROroSED DEVELOPMENT GENERATED TRIPS ADDED TO THE STREET SySTEM....................... .................................. 8
CAP ACITY ANALYSIS ............................................................................................................................... ................ 8
DESCRIP'fION OF LEVE~ OF SERVICE ...... .... ......... ... ..... ........ ............ ... ......... ........... .... ....... ..... ..... ....... ...... ... .... ....... 8
CAPACITY ANALYSES ScENARIOS..... .... .... ......... ............. ... ..... ......... ...... ....... .... .................................................... 10
TABLE 2 - LEVEL OF SERVICE SUMMARY-I03RD STREET AND COLLEGE AVENUE ................................................ 13
TABLE 3 - LEVEL OF SERVICE SUMMARY-IO 1sT STREET AND CoLLEGE A VENUE................................................. 13
TABLE 4 - LEVEL OF SERVICE SUMMARY-IOIsTSTREET AND CARROLLTON AVENUE .......................................... 14
TABLE 5 - LEVEL OF SERVICE SUMMARY-I 0 1sT STREET AND GUILFORD AVENUE ............................................... 14
CONCLUSIONS ..... ................ ................ ......... ............... ..... ......... ..... ... ....................................... ............................ 15
RECOMMENDATIONS ....................... ......... ............... ....... .... ........................ ....................... .................................... 17
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
KOSENE & KOSENE - BoNDAR PLACE SUBDIVISION
TRAFFIC OPERATIONS ANALYSIS
INTRODUCTION
This TRAFFIc OPERATIONS ANALYSIS, prepared at the request ofKosene and Kosene Development
Co., Inc. is for a residential development that is to be located along 101st Street east of Guilford
Road in Clay Township, Hamilton County, Indiana.
PURPOSE
The purpose of this analysis is to determine what effect traffic generated by the proposed
development, when fully occupied, will have on the existing adjacent roadway system. This
analysis will identify any roadway deficiencies that may exist today or that may occur when this site
is developed.
Conclusions will be reached that will determine if the roadway system can accommodate the
anticipated traffic volumes or will determine the modifications that will be required to the system if
it is determined there will be deficiencies in the system resulting from the increased traffic volumes.
Recommendations will be made that will address the conclusions resulting from this analysis.
These recommendations will address feasible roadway system improvements which will
accommodate the proposed development traffic volumes such that there will be safe ingress and
egress, to and from the proposed development, with minimal interference to traffic on the public
street system.
SCOPE OF WORK
The scope of work for this analysis is:
First, to make peak hour traffic volume counts at the following locations:
. 101 st Street and Guilford Avenue
. 101st Street and Carrollton Avenue
. 101st Street and College Avenue
. 103rd Street and College Avenue
Second, to estimate the number of new trips that will be generated by the proposed residential
development.
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
KOSENE & KOSENE - BoNDAR PLACE SUBDIVISION
TRAFFIC OPERATIONS ANALYSIS
TRAFFIC DATA
Peak hour manual turning movement traffic volume counts were made at the study intersections
by A&F Engineering Co., LLC. The manual traffic volume counts were made during the hours
of 6:00 a.m. to 9:00 a.m. and 3:00 p.m. to 6:00 p.m. in January 2001 and are included in
Appendix A.
GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT
The estimate of traffic to be generated by the proposed development is a function of the
development size and of the character of the land use. Trip Generationl report was used to calculate
the number of trips that will be generated by the proposed development. This report is a
compilation of trip data for various land uses as collected by transportation professionals throughout
the United States in order to establish the average number of trips generated by various land uses.
Table 1 is a summary of the trips that will be generated by the proposed development.
TABLE 1 - GENERA1ED TRIPS FOR PROPOSED DEVELOPMENT
DEVELOPMENT INFORMATION
ITE
CODE
210
SIZE
75 Units
AM
ENTER
15
GENERATED TRIPS
AM PM
EXIT ENTER
46 53
PM
EXIT
30
INTERNAL TRIPS
An internal trip results when a trip is made between two land uses without using the roadway
system. Typically, internal trips occur in mixed-use developments. This is a single use
development. Therefore, no reductions will be applied for internal trips.
P ASS-BY TRIPS
Pass-by trips are trips already on the roadway system that decide to enter a land use. A
residential development is a destination land use. Therefore, no reduction will be applied for
pass-by trips.
1 Trip Generation, Institute of Transportation Engineers, Sixth Edition, 1997.
5
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
KOSENE & KOSENE - BoNDAR PLACE SUBDIVISION
TRAFFIC OPERATIONS ANALYSIS
CONCLUSIONS
The conclusions that follow are based on existing traffic volume data, trip generation, assignment
and distribution of generated traffic, capacity analyses with the resulting levels of service that have
been prepared for each of the study intersections, and the field review conducted at the site. These
conclusions apply only to the AM Peak Hour and PM Peak Hour that were addressed in this
analysis. These peak hours are when the largest volumes of traffic will occur. Therefore, if the
resulting level of service is adequate during these time periods, it can generally be assumed the
remaining 22 hours will have levels of service that are better than the peak hour, since the existing
street traffic volumes will be less during the other 22 hours.
1. Based on the density of the proposed development and the number of vehicles generated by
the development, it has been determined that this land-use will not adversely effect the study
intersections or surrounding street system with regards to public safety, health and welfare.
2. 103RD SlREET AND COLLEGE AVENUE
Existing (Scenario 1) - A review of the level of service for each of the intersection
approaches, with the existing traffic volumes and existing geometrics, has shown this
intersection is operating at acceptable levels.
Proposed Development (Scenario 2) - When the traffic volumes from the proposed
development are added to the existing traffic volumes to this intersection will continue to
operate at the acceptable levels of service during the AM and PM Peak Hour.
3. 101 ST SlREET AND COLLEGE AVENUE
Existing (Scenario 1) - A review of the level of service for each of the intersection
approaches, with the existing traffic volumes and existing geometries, has shown the
intersection is working at acceptable levels of service during both the AM and PM Peak
Hour.
15
CLIENT
LOCATION
DATE
NORTHBOUND
EASTBOUND
SOUTHBOUND
WESTBOUND
HOUR
6- 7
7- 8
8- 9
3- 4
4- 5
5- 6
TOTAL
15-MIN
HOUR
PHF
15-MIN
HOUR
PHF
A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUMMARY
KOSENE & KOSENE
103RD STREET & COLLEGE AVENUE (08)
JANUARY 11, 2001
PEAK HOUR DATA
AM PEAK OFF PEAK PM PEAK
HR BEGIN 7:15 AM HR BEGIN 4:30 PM
L T R TOT L T R TOT L T R TOT
11 355 4 370 13 530 14 557
41 5 21 67 74 25 23 122
4 446 46 496 20 417 49 486
26 25 18 69 18 15 18 51
HOUR SUMMARY
NB SB NB+SB EB WB
- AM -
114 155 269 16 26
330 445 775 63 67
299 378 677 51 48
- PM -
314 295 609 64 22
463 433 896 91 30
559 433 992 111 45
2079 2139 4218 396 238
42.8% 44.1% 86.9% 8.2% 4.9%
-AM PEAK VOLUMES -
102 137 21 20
370 496 67 70
0.91 0.91 0.80 0.88
- PM PEAK VOLUMES -
166 132 45 17
575 486 127 52
0.87 0.92 0.71 0.76
EB+WB
42
130
99
86
121
156
634
13.1%
2
TOTAL
311
905
776
695
1017
1148
4852
100.0%
I
I
I
I
I
I
I
I
I
'I
I
I
I
I
I
I
I A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUMMARY
I CLIENT . KOSENE & KOSENE
.
LOCATION . 103RD STREET & COLLEGE AVENUE (08)
.
DATE : JANUARY 11, 2001
I DIRECTION OF TRAVEL . NORTHBOUND
.
HOUR LEFT THRU RIGHT TOTAL
I PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
6- 7 3 1 4 107 1 108 2 0 2 112 2 114
I 7- 8 7 0 7 311 8 319 3 1 4 321 9 330
8- 9 15 0 15 277 5 282 2 0 2 294 5 299
PM
3- 4 7 1 8 287 9 296 9 1 10 303 11 314
I 4- 5 18 0 18 433 2 435 10 0 10 461 2 463
5- 6 12 0 12 529 3 532 15 0 15 556 3 559
PASSENGER 62 1944 41 2047
I 96.9% 98.6% 95.3% 98.5%
TRUCK 2 28 2 32
I 3.1% 1.4% 4.7% 1.5%
BOTH 64 1972 43 2079
3.1% 94.9% 2.1% 100.0%
I DIRECTION OF TRAVEL : EASTBOUND
I HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
I 6- 7 7 0 7 2 0 2 7 0 7 16 0 16
7- 8 39 0 39 5 0 5 19 0 19 63 0 63
8- 9 30 0 30 2 0 2 19 0 19 51 0 51
I PM
3- 4 35 0 35 14 0 14 15 0 15 64 0 64
4- 5 53 0 53 22 0 22 16 0 16 91 0 91
5- 6 69 0 69 23 0 23 19 0 19 111 0 111
I PASSENGER 233 68 95 396
100.0% 100.0% 100.0% 100.0%
I TRUCK 0 0 0 0
0.0% 0.0% 0.0% 0.0%
BOTH 233 68 95 396
I 58.8% 17.2% 24.0% 100.0%
I
I
I 3
I
A & F ENGINEERING CO., INC. I
TRAFFIC VOLUME SUMMARY
CLIENT KOSENE & KOSENE I
LOCATION 103RD STREET & COLLEGE AVENUE (08)
DATE JANUARY 11, 2001 I
DIRECTION OF TRAVEL SOUTHBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOT
AM
6- 7 0 0 0 135 4 139 16 0 16 151 4 15
7- 8 4 0 4 395 2 397 43 1 44 442 3 44
8- 9 3 0 3 336 7 343 32 0 32 371 7 37
PM
3- 4 17 0 17 250 6 256 22 0 22 289 6
4- 5 15 0 15 369 4 373 45 0 45 429 4
5- 6 24 0 24 357 2 359 49 1 50 430 3
PASSENGER 63 1842 207 2112
100.0% 98.7% 99.0% 98.7%
TRUCK 0 25 2 27 I
0.0% 1.3% 1.0% 1.3%
BOTH 63 1867 209 2139
,2.9% 87.3% 9.8% 100.0% I
DIRECTION OF TRAVEL : WESTBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK
AM
6- 7 13 0 13 7 0 7 6 0 6 26 0
7- 8 24 1 25 18 1 19 23 0 23 65 2
8- 9 18 0 18 17 0 17 13 0 13 48 0
PM
3- 4 5 0 5 9 0 9 7 1 8 21 1
4- 5 11 1 12 7 0 7 11 0 11 29 1
5- 6 16 0 16 11 0 11 18 0 18 45 0
PASSENGER 87 69 78 234
97.8% 98.6% 98.7% 98.3% I
TRUCK 2 1 1 4
2.2% 1.4% 1.3% 1.7%
BOTH 89 70 79 238 I
37.4% 29.4% 33.2% 100.0%
I
I
4 I
I
BCS: Unsignalized Intersections Release 3.2
I
Phone:
I E-Mail:
Fax:
I Intersection:
city/State:
Analyst:
Project No.:
I Time period Analyzed:
Date:
East/west street:
North/South Street:
I
ALL-WAY STOP CONTROL{AWSC) ANALYSIS
103RD STREET & COLLEGE AVENUE
JTR
AM PEAK
EXISTING
Worksheet 2 - Volume Adjustments and Site Characteristics
Eastbound
L T R
I Volume 41 5 21
% Thrus Left Lane
Westbound
L T R
Northbound
L T R
Southbound
L T R
26
25
18
11 355 4
4 446 46
I
I configuration
PHF
Flow Rate
, Heavy Veh
I No. Lanes
Opposing-Lanes
Conflicting-lanes
Geometry group
I Duration, T 0.25
Worksheet 3 - Saturation Headway Adjustment Worksheet
Eastbound Westbound Northbound southbound
L1 L2 L1 L2 L1 L2 L1 L2
LTR LTR LTR LTR
1.00 1.00 1.00 1.00
67 69 370 496
2 2 2 2
1 1 1 1
1 1 1 1
1 1 1 1
1 1 1 1
hrs.
I Eastbound Westbound Northbound southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow Rates:
I Total in Lane 67 69 370 496
Left-Turn 41 26 11 4
Right-Turn 21 18 4 46
Prop. Left-Turns 0.6 0.4 0.0 0.0
Prop. Right-Turns 0.3 0.3 0.0 0.1
II Prop. Heavy VehicleO.O 0.0 0.0 0.0
Geometry Group 1 1 1 1
Adjustments Table 10-40:
hLT-adj 0.2 0.2 0.2 0.2
I hRT-adj -0.6 -0.6 -0.6 -0.6
hHV-adj 1.7 1.7 1.7 1.7
hadj, computed -0.0 -0.0 0.0 -0.0
I
Worksheet 4 - Departure Headway and Service Time
I Flow rate
hd, initial value
x, initial
hd, final value
II x, final value
Move-up time, m
Service Time
Eastbound
L1 L2
67
3.20
0.06
5.92
0.11
3.20
Westbound
L1 L2
69
3.20
0.06
5.90
0.11
3.20
Northbound
Ll L2
370
3.20
0.33
4.90
0.50
3.20
southbound
L1 L2
496
3.20 3.20
0.44
4.72
0.65
2.0
2.0
2.0
2.0
3.9
3.9
2.9
2.7
I
5
Worksheet 5 - Capacity and Level of Service
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow Rate 67 69 370 496
Service Time 3.9 3.9 2.9 2.7
Utilization, x 0.11 0.11 0.50 0.65
Dep. headway, hd 5.92 5.90 4.90 4.72
Capacity 317 319 620 746
Delay 9.65 9.65 12.78 16.07
LOS A A B C
Approach:
Delay 9.65 9.65 12.78 16.07
LOS A A B C
Intersection Delay 13.98 Intersection LOS B
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
6
I
I
I
Phone:
I E-Mail:
I Intersection:
city/state:
Analyst:
Project No.:
I Time period Analyzed:
Date:
East/West street:
Nor~h/South street:
I
Bes: Unsignalized Intersections Release 3.2
Fax:
ALL-WAY STOP CONTROL(AWSC) ANALYSIS
103RD STREET & COLLEGE AVENUE
JTR
AM PEAK
PROPOSED
Worksheet 2 - Volume Adjustments and Site Characteristics
Eastbound
L T R
Westbound
L T R
Northbound
L T R
southbound
L T R
I Volume 41 5
, Thrus Left Lane
I
I Configuration
PHF
Flow Rate
, Heavy Veh
I No. Lanes
Opposing-Lanes
Conflicting-lanes
Geometry group
II Duration, T 0.25
21
21
15
18
11
359 5
20
421 49
Eastbound
L1 L2
Westbound
Ll L2
Northbound
L1 L2
Southbound
L1 L2
.LTR
1.00
67
2
LTR
1.00
54
2
LTR
1.00
375
2
LTR
1.00
490
2.
1
1
1
1
brs.
1
1
1
1
1
1
1
1
1
1
1
1
Worksheet 3 - Saturation Headway Adjustment Worksheet
Eastbound Westbound No rthboul!g. ___ _. ___ _ _ ~_9~tpP9~J)<;i_
~--- L1 L2 L1 L2 Ll L2 Ll L2
Flow Rates:
Total in Lane 67 54 375 490
I Left-Turn 41 21 11 20
Right-Turn 21 18 5 49
Prop. Left-Turns 0.6 0.4 0.0 0.0
Prop. Right-Turns 0.3 0.3 0.0 0.1
I Prop. Heavy VehicleO.O 0.0 0.0 0.0
Geometry Group 1 1 1 1
Adjustments Table 10-40:
hLT-adj 0.2 0.2 0.2 0.2
I hRT-adj -0.6 .,.0.6 -0.6 -0.6
hHV-adj 1.7 1.7 1.7 1.7
hadj, computed -0.0 -0.1 .0.0 -0.0
I
Flow rate
I hd, initial value
x, initial
hd, final value
x, final value
I Move-up time, .m
Service Time
I
Worksheet 4 - Departure Headway and service Time
Eastbound
Ll L2
67
3.20
0.06
5.86
0.11
Westbound
Ll L2
54
3.20
0.05
5.83
0.09
Northbound
L1 L2
37.5
3.20
0.33
4.83
0.50
southbound
Ll L2
490
3.20 3.20
0.44
4.67
0.64
3.20
3.20
3.20
2.0
2.0
2.0
2.0
3.9
3.8
2.8
2.7
7
Worksheet 5 - Capacity and Level of Service
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow Rate 67 54 375 490
Service Time 3.9 3.8 2.8 2.7
Utilization, x 0.11 0.09 0.50 0.64
Dep. headway, hd 5.86 5.83 4.83 4.67
Capacity 317 304 625 740
Delay 9.58 9.39 12.64 15.46
LOS A A B C
Approach:
Delay 9.58 9.39 12.64 15.46
LOS A A B C
Intersection Delay 13.65 Intersection LOS B
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
8
I
I
I
Phone:
I E-Mail:
I Intersection:
city/state:
Analyst:
Project No.:
I Time period Analyzed:
Date:
East/West street:
North/South street:
I
HCS: Unsignalized Intersections Release 3.2
Fax:
ALL-WAY STOP CONTROL(AWSC) ANALYSIS
103RD STREET & COLLEGE AVENUE
JTR
PM PEAK
EXISTING
Worksheet 2 - Volume Adjustments and Site Characteristics
Eastbound
L T R
I Volume 74 25 23
, Thrus Left Lane
I
Westbound
L T R
Northbound
L T R
Southbound
L T R
18
18
13 530 14
20 417 49
15
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
LTR LTR LTR LTR
1.00 1.00 1.00 1.00
122 51 557 486
2 2 2 2
1 1 1 1
1 1 1 1
1 1 1 1
1 1 1 1
hrs.
I configuration
PHF
Flow Rate
, Heavy Veh
I No. Lanes
Opposing-Lanes
Conflicting-lanes
Geometry group
I Duration, T 0.25
Worksheet 3 - Saturation Headway Adjustment Worksheet
I Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow Rates:
I Total in Lane 122 51 557 486
Left-Turn 74 18 13 20
Right-Turn 23 18 14 49
Prop. Left-Turns 0.6 0.4 0.0 0.0
Prop. Right-Turns 0.2 0.4 0.0 0.1
I Prop. Heavy VehicleO.O 0.0 0.0 0.0
Geometry Group 1 1 1 1
Adjustments Table 10-40:
hLT-adj 0.2 0.2 0.2 0.2
I hRT-adj -0.6 -0.6 -0.6 -0.6
hHV-adj 1.7 1.7 1.7 1.7
hadj, computed 0.0 -0.1 0.0 -0.0
I
I Flow rate
hd, initial value
x, initial
hd, final value
I. X, final value
Move-up time, m
Service Time
I
Worksheet 4 - Departure Headway and Service Time
Eastbound
L1 L2
122
3.20
0.11
6.44
0.22
Westbound
L1 L2
51
3.20
0.05
6.51
0.09
Northbound
L1 L2
557
3.20
0.50
5.11
0.79
Southbound
L1 L2
486
3.20 3.20
0.43
5.16
0.70
3.20
3.20
3.20
2.0
2.0
2.0
2.0
4.4
4.5
3.1
3.2
9
Worksheet 5 - Capacity and Level of Service
Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow Rate 122 51 557 486
Service Time 4.4 4.5 3.1 3.2
Utilization, x 0.22 0.09 0.79 0.70
Dep. headway, hd 6.44 6.51 5.11 5.16
Capacity 372 301 696 686
Delay 11.23 10.16 24.57 19.09
LOS B B C C
Approach:
Delay 11.23 10.16 24.57 19.09
LOS B B C C
Intersection Delay 20.43 Intersection LOS C
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
10
I
I
I
Phone:
I E-Mail:
I Intersection:
City/state:
Analyst:
Project No.:
I Time period Analyzed:
Date:
East/West street:
North/South street:
I
HCS: Unsignalized Intersections Release 3.2
Fax:
ALL-WAY STOP CONTROL(AWSC) ANALYSIS
103RD STREET & COLLEGE AVENUE
JTR
PM PEAK
PROPOSED
Worksheet 2 - Volume Adjustments and Site Characteristics
Eastbound
L T R
I Volume 74 25 24
% Thrus Left Lane
I
Westbound
L T R
Northbound
L T R
Southbound
L T R
21
18
13 533 19
20 421 49
15
Eastbound Westbound Northbound Southbound
Ll L2 L1 L2 L1 L2 L1 L2
LTR LTR LTR LTR
1.00 1.00 1.00 1.00
123 54 565 490
2 2 2 2
1 1 1 1
1 1 1 1
1 1 1 1
1 1 1 1
hrs.
I Configuration
PHF
Flow Rate
% Heavy Veh
I No. Lanes
Opposing-Lanes
Conflicting-lanes
Geometry group
I Duration, T 0.25
Worksheet 3 - Saturation Headway Adjustment Worksheet
I Eastbound Westbound Northbound Southbound
L1 L2 L1 L2 L1 L2 L1 L2
Flow Rates:
I Total in Lane 123 54 565 490
Left-Turn 74 21 13 20
Right-Turn 24 18 19 49
Prop. Left-Turns 0.6 0.4 0.0 0.0
Prop. Right-Turns 0.2 0.3 0.0 0.1
II Prop. Heavy VehicleO.O 0.0 0.0 0.0
Geometry Group 1 1 1 1
Adjustments Table 10-40:
hLT-adj 0.2 0.2 0.2 0.2
I hRT-adj -0.6 -0.6 -0.6 -0.6
hHV-adj 1.7 1.7 1.7 1.7
hadj, computed 0.0 -0.1 0.0 -0.0
I
I Flow rate
hd, initial value
x, initial
hd, final value
I x, final value
Move-up time, m
Service Time
I
Worksheet 4 - Departure Headway and Service Time
Eastbound
L1 L2
123
3.20
0.11
6.48
0.22
Northbound
L1 L2
565
3.20
0.50
5.14
0.81
Southbound
L1 L2
490
3.20 3.20
0.44
5.19
0.71
Westbound
L1 L2
54
3.20
0.05
6.57
0.10
3.20
3.20
3.20
2.0
2.0
2.0
2.0
4.5
4.6
3.2
3.1
11
Worksheet 5 - Capacity and Level of Service
Eastbound Westbound Northbound Southbound
Ll L2 L1 L2 L1 L2 L1 L2
Flow Rate 123 54 565 490
Service Time 4.5 4.6 3.1 3.2
utilization, x 0.22 0.10 0.81 0.71
Dep. headway, hd 6.48 6.57 5.14 5.19
Capacity 373 304 693 681
Delay 11.31 10.28 25.86 19.67
LOS B B D C
Approach:
Delay 11.31 10.28 25.86 19.67
LOS B B D C
Intersection Delay 21.27 Intersection LOS C
I
I
I
I
I
I
I
I
I
I
I
I
I
I
12
I
I
I
I
I
CLIENT
LOCATION
DATE
NORTHBOUND
SOUTHBOUND
WESTBOUND
HOUR
6- 7
7- 8
8- 9
3- 4
4- 5
5- 6
TOTAL
15-MIN
HOUR
PHF
15-MIN
HOUR
PHF
A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUMMARY
: KOSENE & KOSENE
: 101ST STREET & COLLEGE AVENUE (05)
: JANUARY 12, 2001
PEAK HOUR DATA
AM PEAK
HR BEGIN 7:15 AM
L T R TOT
OFF PEAK
TOT
PM PEAK
HR BEGIN 4:45 PM
L T R TOT
L
T R
469
5 528
40
7 476
533
5 45
579
15 529
19
HOUR SUMMARY
NB SB NB+SB
- AM -
145 172 317
426 485 911
415 375 790
- PM -
410 323 733
479 477 956
598 502 1100
2473 2334 4807
49.8% 47.0% 96.8%
-AM PEAK VOLUMES -
147 149
478 533
0.81 0.89
- PM PEAK VOLUMES -
173 153
614 556
0.89 0.91
14
35 614
544
8 27
WB TOTAL
24 341
46 957
23 813
16 749
24 980
28 1128
161 4968
3.2% 100.0%
13 I
46
0.88 I
9
28 I
0.78
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUMMARY
CLIENT . KOSENE & KOSENE
.
LOCATION . 101ST STREET & COLLEGE AVENUE (05)
.
DATE . JANUARY 12, 2001
.
DIRECTION OF TRAVEL . NORTHBOUND
.
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
6- 7 142 2 144 0 1 1 142 3 145
7- 8 413 7 420 6 0 6 419 7 426
8- 9 397 7 404 10 1 11 407 8 415
PM
3- 4 380 5 385 25 0 25 405 5 410
4- 5 445 3 448 31 0 31 476 3 479
5- 6 562 3 565 33 0 33 595 3 598
PASSENGER 2339 105 2444
98.9% 98.1% 98.8%
TRUCK 27 2 29
1.1% 1.9% 1.2%
BOTH 2366 107 2473
95.7% 4.3% 100.0%
DIRECTION OF TRAVEL : SOUTHBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
6- 7 2 0 2 169 1 170 171 1 172
7- 8 5 0 5 477 3 480 482 3 485
8- 9 4 0 4 366 5 371 370 5 375
PM
3- 4 10 0 10 310 3 313 320 3 323
4- 5 9 0 9 465 3 468 474 3 477
5- 6 15 0 15 487 0 487 502 0 502
PASSENGER 45 2274 2319
100.0% 99.3% 99.4%
TRUCK 0 15 15
0.0% 0.7% 0.6%
BOTH 45 2289 2334
1.9% 98.1% 100.0%
15
CLIENT
LOCATION
DATE
DIRECTION OF TRAVEL
"A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUMMARY
: KOSENE & KOSENE
101ST STREET & COLLEGE AVENUE (05)
JANUARY 12, 2001
: WESTBOUND
I
I
I
I
HOUR
LEFT THRU RIGHT TOTAL JI
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BO~
AM
6- 7 23 0 23
7- 8 39 0 39
8- 9 16 0 16
PM
3- 4 12 0 12
4- 5 18 0 18
5- 6 21 O. 21
PASSENGER 129
100.0%
TRUCK 0
0.0%
BOTH 129
80.1%
16
1 0 1 24 0
7 0 7 46 0
7 0 7 23 0
3 1 4 15 1
6 0 6 24 0
7 0 7 28 0
31 160
96.9% 99.4%
1 1 I
3.1% 0.6%
32 161
19.9% 100.0% I
I
I
I
I
I
I
I
I
I
I
HCS: Unsignalized Intersections Release 3.2
Intersection:
I Analyst:
Project No.:
Date:
East/West street:
North/South Street:
Intersection Orientation: NS
TWO-WAY STOP CONTROL SUMMARY
101ST STREET & COLLEGE AVENUE
JTR
EXISTING
I
Study period (hrs):
0.25
I
Major Street:
Vehicle Volumes and Adjustments
Approach Northbound
Movement 1 2 3
L T R
Volume
I Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type Undivided
I RT Channelized?
Lanes
Configuration
Upstream Signal?
469 7
469 7
Southbound
4 5 6
L T R
5 528
5 528
2
1 1
L T
No
Eastbound
10 11 12
L T R
1 0
TR
No
I Minor street: Approach Westbound
Movement 7 8 9
L T R
I Volume 40 5
Hourly Flow Rate, HFR 40 5
Percent Heavy Vehicles 2 2
Percent Grade (%) 0
I Median storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
I Lanes 0 0
Configuration LR
o
I Approach
Movement
Lane Config
Delay, Queue Length, and Level of Service
NB SB Westbound Eastbound
1 4 7 8 9 10 11 12
L LR
I v (vph)
C(m) (vph)
v/c
95% queue length
I Control Delay
LOS
Approach Delay
Approach LOS
I
5
1086
0.00
0.00
8.3
A
45
282
0.16
0.55
20.2
C
20.2
C
I
Hes: Unsignalized Intersections Release 3.2
I
Phone:
I E-Mail:
Fax:
Intersection:
I City/State:
Analyst:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
lOlST STREET & COLLEGE AVENUE
JTR
I
17
Time period Analyzed: AM PEAK
Date: EXISTING
East/West street:
North/South Street:
Intersection Orientation: NS
I
Study period (hrs): 0.25
I
Major Street Movements
Vehicle Volumes and Adjustments
1 2 345
L T R L T
Volume 469 7 5 528
Peak-Hour Factor, pap 1.00 1.00 1.00 1.00
Peak-1S Minute Volume 117 2 1 132
Hourly Flow Rate, HFR 469 7 5 S28
Percent Heavy Vehicles 2
Median Type Undivided
RT Channelized?
Lanes 1 0 1 1
Configuration TR L T
upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 40 5
Peak Hour Factor, PHP 1.00 1.00
Peak-IS Minute Volume 10 1
Hourly Flow Rate, HFR 40 5
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
storage
RTChannelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
prog.
Flow
vph
Upstream Signal Data
Arrival Green
Type Time
see
Sat
Flow
vph
Cycle
Length
see
S2 Left-Turn
Through
S5 Left-Turn
Through
prog.
Speed
mph
6
R
I
I
I
I
I
I
I
I
I
Distance
to Signal
feet
I
I
I
Movement 2
Worksheet 3-Data for Computing Effect of Delay to Major street Vehicles
I
Shared In volume, major th vehicles:
Shared ln volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number of major street through lanes:
Worksheet 4-Critical Gap and FollOW-Up Time Calculation
Critical Gap Calculation
Movement 1 4
7
8
9
10
18-
Movement 5
11
I
I
12
I
I
t(c,base) 4.1 7.1 6.2
t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P(hv) 2 2 2
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,lt) 0.00 0.70 0.00
t(c,T): I-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) I-stage 4.1 6.4 6.2
2-stage 4.1 5.4 6.2
Follow-Up Time Calculations
Movement 1 4 7 S 9 10 11 12
L L L T R L T R
t(f,base) 2.20 3.50 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 2
t(f) 2.2 3.5 3.3
Worksheet 5-Effect of Upstream Signals
Computation I-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
vet) V(l,prot) vet) V(l,prot)
I
I
I
I
I
I
1
v prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, 9 (see)
Cycle Length, C (see)
Rp (from table 9-2)
Proportion vehicles arriving'on green P
g(q1)
g(q2)
g(q)
I
I
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(l,prot) Vet) V(l,prot)
I
alpha
beta
Travel time,t(a) (see)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p
Computation 3-Platoon Event periods
I
0.000
0.000
I
I
I
Result
p(2)
peS)
p(dom)
p(subo)
Constrained or unconstrained?
0.000
0.000
Proportion
unblocked
for minor
movements, p(x)
(1)
Single-stage
Process
(2) (3)
Two-Stage Process
Stage I Stage II
I
I
I
p(l)
p(4)
p(7)
p(S)
p(9)
p(10)
p(ll)
--- ----.. .---.---.---.---------- ..-- .'--- ~------ ---. ---I-
20
I
1 Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Probability of Queue free st.
I Part 2 - Second Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
I Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
1.00
562
1.00
1.00
524
1.00
526
1.00
1.00
524
560
1.00
1.00
560
Part 3 - Single Stage
1 Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
1 Movement Capacity
1.00
1.00
1.00
1.00
Result for 2 stage process:
a
Iy
C t
Probability of Queue free st.
0.00
0.00
1.00
0.00
0.00
1.00
1 Step 4: LT from Minor St.
7
Part 1 - First Stage
Conflicting Flows
Potential Capacity
I Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvrnnt
Movement Capacity
472
628
1.00
1.00
628
589
1.00
1.00
586
1- Part 2 - Second Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
1-.- Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Part 3 - Single Stage
1- Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
IMaj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
538
585
1.00
1.00
582
630
1.00
0.99
625
1010
266
1.00
1.00
1.00
1.00
265
1.00
1.00
1.00
0.99
I;esults for Two-stage process:
C t
IIworksheet 8-Shared Lane Calculations
Movement
Ivolume (vph)
Movement Capacity (vph)
IIshared Lane Capacity (vph)
Worksheet 9-Computation of Effect of
IMovement
0.00
0.00
265
0.00
0.00
7 8 9 10 11
L T R L T
40 5
265 592
282
Flared Minor Street Approaches
7 8 9 10 11
L T R L T
265 592
40 5
E sep
olume
elay
I
21
10
12
R
12
R
Q sep +1
round (Qsep +1)
I
n Max
C sh
SUM C sep
n
C act
282
I
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane config L LR
v (vph) 5 45
C(m) (vph) 1086 282
vlc 0.00 0.16
95% queue length 0.00 0.55
Control Delay 8.3 20.2
LOS A C
Approach Delay 20.2
Approach LOS C
Worksheet 11-Shared Major LT Impedance and Delay
I
I
I
I
I
Movement 2
Movement 5
p(oj)
v(i1), Volume for stream 2 or 5
v(i2), Volume for stream 3 or 6
s(i1), saturation flow rate for stream 2 or 5
s(i2), Saturation flow rate for stream 3 or 6
P*(oj)
d(M,LT), Delay for stream 1 or 4
N, Number of major street through lanes
d(rank,l) Delay for stream 2 or 5
1.00
1.00
I
8.3
I
I
I
I
I
I
I
I
I
22
I
I
I
HCS: Unsignalized Intersections Release 3.2
Intersection:
I Analyst:
Project No.:
Date: EXISTING
East/West Street:
1 North/South Street:
Intersection Orientation: NS
Vehicle Volumes and Adjustments
1 Major Street: Approach Northbound
Movement 1 2 3
L T R
TWO-WAY STOP CONTROL SUMMARY
101ST STREET & COLLEGE AVENUE
JTR
Study period (hrs):
0.25
1 Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type Undivided
1 RT Channelized?
Lanes
Configuration
Upstream Signal?
1 Minor Street: Approach
Movement
579
579
35
35
Southbound
4 5 6
L T R
15 529
15 529
2
1 1
L T
No
Eastbound
10 11 12
L T R
1
o
TR
No
7
L
Westbound
8
T
9
R
1 Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
I Median storage 1
Flared Approach: Exists?
storage
RT Channelized?
1 Lanes
Configuration
19
19
2
8
8
2
o
o
No
o
o
LR
.1 Approach
Movement
Lane config
I v (vph)
C(m) (vph)
vlc
195% queue length
Control Delay
LOS
Approach Delay
I Approach LOS
Delay, Queue Length, and Level of Service
NB SB Westbound Eastbound
1 4 7 8 9 10 11
L LR
12
15
965
0.02
0.00
8.8
A
27
259
0.10
0.28
20.5
C
20.5
C
I
Bes: Unsignalized Intersections Release 3.2
I
Phone:
1 E-Mail:
Fax:
I Intersection:
City/State:
Analyst:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
101ST STREET & COLLEGE AVENUE
JTR
1
23
Time period Analyzed: PM PEAK
Date: EXISTING
East/West Street:
North/South street:
Intersection Orientation: NS
I
Study period (hrs): 0.25
I
Major Street Movements
Vehicle Volumes and Adjustments
1 2 3 4 5
L T R L T
Volume 579 35 15 529
Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00
Peak-IS Minute Volume 145 9 4 132
Hourly Flow Rate, HFR 579 35 15 529
Percent Heavy Vehicles 2
Median Type Undivided
RT Channelized?
Lanes 1 0 1 1
Configuration TR L T
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 19 8
Peak Hour Factor, PHF 1.00 1.00
Peak-IS Minute Volume S 2
Hourly Flow Rate, HFR 19 8
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
prog.
Flow
vph
Upstream Signal Data
Sat Arrival Green Cycle
Flow Type Time Length
vph see see
prog.
Speed
mph
S2 Left-Turn
Through
S5 Left-Turn
Through
6
R
1
I
I
I
I
I
I
1
I
Distance
to Signal
feet
I
I
I
Movement 2
Movement 5
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
1
Shared In volume, major th vehicles:
Shared In volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number of major street through lanes:
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4
7
8
10
9
11
24
I
I
12
I
I
I t(c,base) 4.1 7.1 6.2
t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P(hv) 2 2 2
I t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,lt) 0.00 0.70 0.00
I t(c,T): I-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 6.4 6.2
2-stage 4.1 5.4 6.2
I Follow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
I t(f,base) 2.20 3.50 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 2
t(f) 2.2 3.5 3.3
I Worksheet 5-Effect of Upstream Signals
I Computation 1-Queue Clearance TLme at Upstream Signal
Movement 2
V ( t ) V ( 1 , prot )
Movement 5
vet) V(l,prot)
I V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, 9 (see)
Cycle Length, C (see)
I Rp (from table 9-2)
Proportion vehicles arriving on green P
g(q1)
I 9 ( q2 )
g(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
Vet) V(l,prot) vet) V(l,prot)
I alpha
beta
I Travel time, t(a) (see)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
I Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p
0.000
0.000
I Computation 3-Platoon Event Periods
p(2)
peS)
p(dom)
I p(subo)
Constrained or unconstrained?
Result
0.000
0.000
1 Proportion
unblocked
for minor
movements, p(x)
(1)
Single-stage
Process
(2) (3)
Two-Stage Process
Stage I stage II
Ip(l)
p(4)
p(7)
pCB)
IP(9)
p(10)
p(ll)
I
25
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config L LR
v (vph) 15 27
C(m) (vph) 965 259
vlc 0.02 0.10
95% queue length 0.00 0.28
Control Delay 8.8 20.5
LOS A C
Approach Delay 20.5
Approach LOS C
Worksheet 11-Shared Major LT Impedance and Delay
Q sep +1
round (Qsep +1)
n max
C sh 259
SUM C sep
n
C act
p(oj)
v(il), Volume for stream 2 or 5
v(i2), Volume for stream 3 or 6
s(i1), Saturation flow rate for stream 2 or 5
s(i2), Saturation flow rate for stream 3 or 6
P*(oj)
d(M,LT), Delay for stream 1 or 4
N, Number of major street through lanes
d(rank,l) Delay for stream 2 or 5
Movement 2
1.00
28
1
1
I
I
1
I
1
Movement 5
0.98
I
I
8.8
I
I
I
I
I
I
I
I
I
I
I
HCS: Unsignalized Intersections Release 3.2
Intersection:
I Analyst:
Project No.:
Date:
East/West street:
I North/South street:
Intersection Orientation: NS
TWO-WAY STOP CONTROL SUMMARY
101ST STREET & COLLEGE AVENUE
JTR
PROPOSED
study period (hrs):
0.25
I Major Street:
Vehicle Volumes and Adjustments
Approach Northbound
Movement 1 2 3
L T R
1 Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type Undivided
I RT Channelized?
Lanes
Configuration
Upstream Signal?
469 21
469 21
Southbound
4 5 6
L T R
6 528
6 528
2
1 1
L T
No
Eastbound
10 11 12
L T R
1 0
TR
No
I Minor street: Approach Westbound
Movement 7 8 9
L T R
I Volume 77 9
Hourly Flow Rate, HFR 77 9
Percent Heavy Vehicles 2 2
Percent Grade (%) 0
1 Median storage 1
Flared Approach: Exists? No
storage
RT Channelized?
I Lanes 0 0
Configuration LR
o
I Approach
Movement
Lane Config
I v (vph)
C(m) (vph)
v/c
195% queue length
Control Delay
LOS
Approach Delay
Approach LOS
I
Delay, Queue Length, and Level of Service
NB SB Westbound Eastbound
1 4 7 8 9 10 11
L LR
12
6
1073
0.01
0.00
8.4
A
86
277
0.31
1.31
23.7
e
23.7
e
I
Bes: Unsignalized Intersections Release 3.2
I
Phone:
I E-Mail:
Fax:
I Intersection:
City/State:
Analyst:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
101ST STREET & COLLEGE AVENUE
JTR
I
29
Time period Analyzed: AM PEAK
Date: PROPOSED
East/West Street:
North/South Street:
Intersection Orientation: NS
I
Study period (hrs): 0.25
I
Major Street Movements
Vehicle Volumes and Adjustments
1 2 345
L T R L T
Volume 469 21 6 528
Peak-Hour Factor, PHP 1.00 1.00 1.00 1.00
Peak-IS Minute Volume 117 S 2 132
Hourly Flow Rate, HFR 469 21 6 528
Percent Heavy Vehicles 2
Median Type Undivided
RT Channelized?
Lanes 1 0 1 1
Configuration TR L T
Upstream Signal? No No
Minor street Movements 7 8 9 10 11 12
L T R L T R
Volume 77 9
Peak Hour Factor, PHP 1.00 1.00
Peak-IS Minute Volume 19 2
Hourly Flow Rate, HPR 77 9
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Median storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
prog.
Flow
vph
Upstream Signal Data
Arrival Green
Type Time
see
prog.
Speed
mph
Sat
Flow
vph
Cycle
Length
see
S2 Left-Turn
Through
S5 Left-Turn
Through
6
R
I
I
I
1
I
I
I
I
I
Distance
to Signal
feet
I
I
I
Movement 2
Movement 5
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
I
Shared ln volume, major th vehicles:
Shared 1n volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number of major street through lanes:
Worksheet 4-Critica1 Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4
7
8
9
10
11
30
I
I
12
I
I
I t(c,base) 4.1
t(c,hv) 1.00 1.00
I P(hv) 2
t(c,g)
Grade/lOa
t(3,lt) 0.00
t(c,T): 1-stage 0.00 0.00
1 2-stage 0.00 0.00
t(c) 1-stage 4.1
2-stage 4.1
I Follow-Up Time Calculations
Movement 1 4
L L
I t(f,base)
t(f,HV)
P(HV)
t(f)
I
I
0.90
2.20
0.90
2
2.2
7.1 6.2
1.00 1.00 1.00 1.00 1.00 1.00
2 2
0.20 0.20 0.10 0.20 0.20 0.10
0.00 0.00 0.00 0.00 0.00 0.00
0.70 0.00
0.00 0.00 0.00 0.00 0.00 0.00
1.00 1.00 0.00 1.00 1.00 0.00
6.4 6.2
5.4 6.2
7 8 9 10 11 12
L T R L T R
3.50 3.30
0.90 0.90 0.90 0.90 0.90 0.90
2 2
3.5 3.3
Worksheet 5-Effect of Upstream Signals
Computation I-Queue Clearance Time at Upstream Signal
Movement 2
V(t) V(l,prot)
Movement 5
V(t) V(l,prot)
Iv prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (see)
Cycle Length, C (sec)
I Rp (from table 9-2)
Proportion vehicles arriving on green P
g(q1)
g(q2)
I g(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
I alpha
beta
I Travel time, t(a) (see)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
I Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p
0.000
0.000
I Computation 3-Platoon Event Periods
p(2)
p(5)
p(dom)
Ip(SUbO)
Constrained or unconstrained?
Proportion
I unblocked
for minor
movements, p(x)
Result
0.000
0.000
(1)
Single-stage
Process
(2) (3)
Two-Stage Process
Stage I Stage II
1 p( 1)
p(4)
p(7)
p(8)
I p(9)
p(10)
p(ll)
1
31
Movement
I Volume (vph)
Movement Capacity (vph)
II Shared Lane Capacity (vph)
Worksheet 9-Computation of Effect of Flared Minor street Approaches
I Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Probability of Queue free st.
I Part 2 - Second stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
II Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Part 3 - Single stage
II Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
II Movement Capacity
1
Result for 2 stage process:
a
y
C t
Probability of Queue free st.
II Step 4: LT from Minor St.
Part 1 - First Stage
Conflicting Flows
Potential Capacity
I Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
1 Part 2 - Second Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
II Cap. Adj. factor due to Impeding mvmnt
Movement capacity
Part 3 - Single Stage
I Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
Maj. L, Min T Adj. Imp Factor.
I Cap. Adj. factor due to Impeding
Movement Capacity
1
I
mvmnt
Worksheet 8-Shared Lane Calculations
7
L
77
261
II Movement
1 C sep
Volume
Delay
I
7
L
261
77
1.00
558
1.00
524
1.00
0.99
521
1.00
0.99
0.00
0.00
1.00
7
480
622
1.00
1.00
622
540
584
1.00
0.99
581
1020
262
1.00
0.99
1.00
1.00
261
0.00
0.00
261
8
T
9
R
9
586
277
8
T
9
R
586
9
33
0.99
521
1.00
552
1.00
1.00
552
1.00
0.99
0.00
0.00
1.00
588
1.00
0.99
585
624
1.00
0.98
614
1.00
0.99
1.00
0.98
0.00
0.00
10
L
11
T
10
L
11
T
10
12
R
12
R
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11
Lane Config L LR
v (vph) 6 86
C(m) (vph) 1073 277
vIe 0.01 0.31
95% queue length 0.00 1.31
Control Delay 8.4 23.7
LOS A C
Approach Delay 23.7
Approach LOS C
Worksheet 11-Shared Major LT Impedance and Delay
Q sep +1
round (Qsep +1)
n max
C sh 277
SUM C ssp
n
C act
p{oj)
v{il), Volume for stream 2 or 5
v(i2), Volume for stream 3 or 6
8(i1), Saturation flow rate for stream 2 or 5
8(i2), Saturation flow rate for stream 3 or 6
P*(oj)
d(M,LT), Delay for stream 1 or 4
N, Number of major street through lanes
d(rank,l) Delay for stream 2 or 5
Movement 2
1.00
34
I
I
...,
I
12
I
I
I
I
Movement 5
0.99
I
8-.4
I
1
I
I
I
I
1
I
1
I
1
I
BCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
I Intersection: 101ST STREET & COLLEGE AVENUE
Analyst: JTR
Project No.:
Date: PROPOSED
East/West Street:
I North/South Street:
Intersection Orientation: NS Study period (hrs): 0.25
I Major street:
Vehicle Volumes and Adjustments
Approach Northbound
Movement 1 2 3
L T R
1 Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type Undivided
1 RT Channelized?
Lanes
Configuration
Upstream Signal?
I Minor street: Approach
Movement
579
579
78
78
southbound
4 5 6
L T R
20 529
20 529
2
1 1
L T
No
Eastbound
10 11 12
L T R
1
o
TR
No
7
L
Westbound
8
T
9
R
I Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
I Percent Grade (%)
Median storage 1
Flared Approach: Exists?
Storage
43
43
2
11
11
2
o
o
No
RT Channelized?
1 Lanes
Configuration
o
o
LR
1 Approach
Movement
Lane Config
Iv (vph)
C(m) (vph)
v/c
195% queue length
Control Delay
LOS
Approach Delay
I Approach LOS
Delay, Queue Length, and Level of Service
NB SB Westbound Eastbound
1 4 7 8 9 10 11
L LR
12
20
931
0.02
0.00
9.0
A
54
233
0.23
0.87
25.1
D
25.1
D
I
Bes: Unsignalized Intersections Release 3.2
1
Phone:
1 E-Mail:
Fax:
I Intersection:
City/State:
Analyst:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
101ST STREET & COLLEGE AVENUE
JTR
I
35
Time period Analyzed: PM PEAK
Date: PROPOSED
East/West street:
North/South Street: .
Intersection Orientation: NS
I
study period (hrs): 0.25
I
Major Street Movements
Vehicle Volumes and Adjustments
1 2 345
L T R L T
Volume 579 78 20 529
Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00
Peak-1s Minute Volume 145 20 5 132
Hourly Flow Rate, HFR 579 78 20 529
Percent Heavy Vehicles 2
Median Type Undivided
RT Channelized?
Lanes 1 0 1 1
Configuration TR L T
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 43 11
Peak Hour Factor, PHF 1.00 1.00
Peak-IS Minute Volume 11 3
Hourly Flow Rate, HFR 43 11
Percent Heavy Vehicles 2 2
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 0
Configuration LR
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (pedjhr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Prog.
Flow
vph
Upstream Signal Data
Arrival Green
Type Time
see
prog.
Speed
mph
Sat
Flow
vph
Cycle
Length
see
S2 Left-Turn
Through
S5 Left-Turn
Through
6
R
I
I
I
1
1
I
I
1
I
Distance
to Signal
feet
I
I
I
Movement 2
Movement 5
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
1
Shared ln volume, major th vehicles:
Shared In volume, major rt vehicles:
Sat flow rate, major th vehicles:
Sat flow rate, major rt vehicles:
Number of major street through lanes:
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4
7
8
9
10
11
36
I
I
12
1
I
I t(c,base) 4.1 7.1 6.2
t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P(hv) 2 2 2
I t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,lt) 0.00 0.70 0.00
t(c,T): I-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
I t(c) 2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
I-stage 4.1 6.4 6.2
2-stage 4.1 5.4 6.2
I Follow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
I t(f,base) 2.20 3.50 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 2
t(f) 2.2 3.5 3.3
I Worksheet 5-Effect of Upstream Signals
I Computation I-Queue Clearance Time at Upstream Signal
Movement 2
Vet) V(l,prot)
Movement 5
vet) V(l,prot)
V prog
I Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, 9 (see)
Cycle Length, C (see)
I Rp (from table 9-2)
Proportion vehicles arriving on green P
g(ql)
g(q2)
I g(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
Vet) V(l,prot) Vet) V(l,prot)
I alpha
beta
1 Travel time, t (a) (see)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
I Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p
0.000
0.000
Icomputation 3-Platoon Event Periods
p(2)
p(S)
p(dom)
Ip(SUbO)
Constrained or unconstrained?
Result
0.000
0.000
Proportion
I unblocked
for minor
movements, p(x)
(1)
Single-stage
Process
(2) (3)
Two-Stage Process
Stage I Stage II
IP(l)
p(4)
p(7)
p(8)
IP(9)
p(lO)
p(ll)
I
37
I Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Probability of Queue free St.
I Part 2 - Second Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
I Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Part 3 - Single Stage
I Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
I Result for 2 stage process:
a
1 ~ t
Probability of Queue free st.
I Step 4: LT from Minor st.
Part 1 - First stage
Conflicting Flows
Potential Capacity
I Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
1 Part 2 - Second Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
I Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Part 3 - Single Stage
I Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
I Maj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
I;esults for Two-stage process:
c t
IIworksheet a-Shared Lane Calculations
1.00
484
1.00
509
1.00
0.98
498
1.00
0.98
0.00
0.00
1.00
7
618
538
1.00
1.00
538
569
566
1.00
0.98
554
1187
208
1.00
0.98
0.98
0.98
205
0.00
0.00
205
0.98
498
1.00
465
1.00
1.00
465
1.00
0.98
0.00
0.00
1.00
10
570
1.00
0.98
558
538
1.00
0.98
526
1.00
0.98
0.98
0.96
0.00
0.00
7 8 9 10 11 12
L T R L T R
43 11
205 489
233
Flared Minor Street Approaches
7 8 9 10 11 12
L T R L T R
205 489
43 11
I Movement
Volume (vph)
Movement Capacity (vph)
I Shared Lane Capacity (vph)
Worksheet 9-Computation of Effect of
I Movement
I C sep
Volume
Delay
I
39
Q sep +1
round (Qsep +1)
I
n max
C sh
SUM C sep
n
C act
233
1
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config L LR
v (vph) 20 54
C(m) (vph) 931 233
vlc 0.02 0.23
95% queue length 0.00 0.87
Control Delay 9.0 25.1
LOS A D
Approach Delay 25.1
Approach LOS D
Worksheet 11-Shared Major LT Impedance and Delay
I
I
1
I
I
Movement 2
Movement 5
p(oj)
v(il), Volume for stream 2 or 5
v(i2), Volume for stream 3 or 6
s(il), Saturation flow rate for stream 2 or 5
s(i2), Saturation flow rate for stream 3 or 6
p*(oj)
d(M,LT), Delay for stream 1 or 4
N, Number of major street through lanes
d(rank,l) Delay for stream 2 or 5
1.00
0.98
I
9.0
1
I
1
I
I
I
I
I
I
I
40
I
CLIENT
LOCATION
DATE
NORTHBOUND
EASTBOUND
SOUTHBOUND
WESTBOUND
HOUR
6- 7
7- 8
8- 9
3- 4
4- 5
5- 6
TOTAL
15-MIN
HOUR
PHF
15-MIN
HOUR
PHF
A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUMMARY
KOSENE & KOSENE
101ST STREET & CARROLTON AVENUE (06)
JANUARY 11, 2001
PEAK HOUR DATA
AM PEAK
HR BEGIN 6:45 AM
L T R TOT
OFF PEAK
PM PEAK
HR BEGIN 4:30 PM
L T R TOT
L
T R
TOT
o 1
1 4
2 1
1 31
o 1
o 5
7 10
1 33
o 1
17 45
6 0
1 17
o 1
o 62
5 11
3 21
HOUR SUMMARY
NB SB NB+SB EB WB EB+WB TOTAL
- AM -
2 10 12 4 23 27 39
2 10 12 4 32 36 48
1 3 4 18 24 42 46
- PM -
2 3 5 25 21 46 51
2 8 10 38 15 53 63
1 10 11 53 16 69 80
10 44 54 142 131 273 327
3.1% 13.5% 16.5% 43.4% 40.1% 83.5% 100.0%
- AM PEAK VOLUMES -
1 5 7 12
2 12 18 33
0.50 0.60 0.64 0.69
- PM PEAK VOLUMES -
2 4 22 7
3 11 64 22
0.38 0.69 0.73 0.79
42
1
I
1
I
I
I
I
I
I
I
I
I
I
I
1
I
I
I
I
I
I A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUMMARY
I CLIENT KOSENE & KOSENE
LOCATION 101ST STREET & CARROLTON AVENUE (06)
DATE JANUARY 11, 2001
I DIRECTION OF TRAVEL NORTHBOUND
HOUR LEFT THRU RIGHT TOTAL
I PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
6- 7 1 0 1 1 0 1 0 0 0 2 0 2
I 7- 8 0 0 0 1 0 1 1 0 1 2 0 2
8- 9 0 0 0 1 0 1 0 0 0 1 0 1
PM
I 3- 4 0 0 0 1 0 1 1 0 1 2 0 2
4- 5 1 0 1 1 0 1 0 0 0 2 0 2
5- 6 0 0 0 1 0 1 0 0 0 1 0 1
I PASSENGER 2 6 2 10
100.0% 100.0% 100.0% 100.0%
TRUCK 0 0 0 0
I 0.0% 0.0% 0.0% 0.0%
BOTH 2 6 2 10
20.0% 60.0% 20.0% 100.0%
I
DIRECTION OF TRAVEL : EASTBOUND
I HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
I AM
6- 7 1 0 1 1 1 2 1 0 1 3 1 4
7- 8 0 0 0 2 2 4 0 0 0 2 2 4
8- 9 5 0 5 11 2 13 0 0 0 16 2 18
I PM
3- 4 5 0 5 19 1 20 0 0 0 24 1 25
4- 5 8 0 8 26 3 29 1 0 1 35 3 38
5- 6 14 0 14 39 0 39 0 0 0 53 0 53
I PASSENGER 33 98 2 133
100.0% 91.6% 100.0% 93.7%
I TRUCK 0 9 0 9
0.0% 8.4% 0.0% 6.3%
I BOTH 33 107 2 142
23.2% 75.4% 1.4% 100.0%
I
I
I 43
I
A & F ENGINEERING CO., INC. I
TRAFFIC VOLUME SUMMARY
CLIENT KOSENE & KOSENE I
LOCATION 101ST STREET & CARROLTON AVENUE (06)
DATE JANUARY II, 2001 I
DIRECTION OF TRAVEL SOUTHBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOT
AM
6- 7 0 0 0 0 0 0 10 0 10 10 0
7- 8 1 1 2 1 0 1 7 0 7 9 1
8- 9 0 0 0 0 0 0 3 0 3 3 0
PM
3- 4 1 0 1 1 0 1 1 0 1 3 0
4- 5 3 0 3 0 0 0 5 0 5 8 0
5- 6 3 0 3 0 0 0 7 0 7 10 0
PASSENGER 8 2 33 43
88.9% 100.0% 100.0% 97.7%
TRUCK 1 0 0 1 I
11.1% 0.0% 0.0% 2.3%
BOTH 9 2 33 44
20.5% 4.5% 75.0% 100.0% I
DIRECTION OF TRAVEL : WESTBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK
AM
6- 7 1 0 1 22 0 22 0 0 0 23 0
7- 8 0 0 0 31 0 31 1 0 1 32 0
8- 9 0 0 0 22 0 22 2 0 2 24 0
PM
3- 4 0 0 0 15 2 17 3 1 4 18 3
4- 5 0 0 0 12 0 12 2 1 3 14 1
5- 6 1 0 1 15 0 15 0 0 0 16 0
PASSENGER 2 117 8 127
100.0% 98.3% 80.0% 96.9%
TRUCK 0 2 2 4 I
0.0% 1.7% 20.0% 3.1%
BOTH 2 119 10 131 I
1.5% 90.8% --/~'-6'%"---" - "-'. . --. . ...-- .._. .... -- --1-0-'0 .- -O'~---'-'---'-' - .
I
I
44 I
1
Hes: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: lOlST STREET & CARROLLTON AVEN
I Analyst: JTR
. Project No.:
Date: EXISTING
East/West Street:
I North/South St.reet.:
Intersection Orientation: EW Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Approach Eastbound
Movement 1 2 3
L T R
I Major street:
I ~lume 1
Hourly Flow Rat.e,BFR 1
Percent Heavy Vehicles 2
Median Type Undivided
1 RT Channelized?
Lanes
Configurat.ion
Upstream Signal?
4
4
o 1
LTR
No
I Minor street: Approach Northbound
Movement. 7 8 9
L T R
1 Volume 0 1 0
Hourly Flow Rate, BFR 0 1 0
Percent Heavy Vehicles 2 2 2
I Percent Grade (%) 0
Median storage 1
Flared Approach: Exists? No
St.orage
RT Channelized?
I Lanes 0 1 0
Configuration LTR
I Approach
Movement
Lane Config
I v (vph)
C(m) (vph)
v/c
1 95% queue length
Control Delay
LOS
Approach Delay
I Approach LOS
I
I
Phone:
I E-Mail:
1 Intersection:
City/state:
Analyst:
I
Length, and Level of
Northbound
789
LTR
Delay, Queue
EB WB
1 4
LTR LTR
1 1
1580 1618
0.00 0.00
0.00 0.00
7.3 7.2
A A
1
851
0.00
0.00
9.2.
A
9.2.
A
Westbound
4 5 6
L T R
1 31
1 31
2
0 1
LTR
No
Southbound
10 11 12
L T R
2 1 7
2 1 7
2 2 2
0
No
0 1 0
LTR
Service
Southbound
10 11 12
LTR
10
1003
0.01
0.00
8.6
A
8.6
A
Bes: Unsignalized Intersections Release 3.2
Fax:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
101ST STREET & CARROLLTON AVEN
JTR
45
Time period Analyzed: AM PEAK
Date: EXISTING
East/West street:
North/South street:
Intersection Orientation: EW
I
Study period (hrs): 0.25
I
Major Street Movements
Vehicle Volumes and Adjustments
1 2 31 4 5
L T R L T
6
R
I
Volume 1 4 1 31
Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00
Peak-1S Minute Volume 0 1 0 8
Hourly Flow Rate, HFR 1 4 1 31
Percent Heavy Vehicles 2 2
Median Type Undivided
RT Channelized?
Lanes 0 1 0 1
Configuration LTR LTR
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 0 1 0 2 1 7
Peak Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Peak-15 Minute Volume 0 0 0 0 0 2
Hourly Flow Rate, HFR 0 1 0 2 1 7
Percent Heavy Vehicles 2 2 2 2 2 2
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No No
storage
RT Channelized?
Lanes 0 1 0 0 1 0
Configuration LTR LTR
I
1
I
I
I
I
Pedestrian Volumes and Adjustments
Movements 13 14 1S 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
I
I
prog.
Flow
vph
Sat
Flow
vph
Upstream Signa,l Data
Arrival Green
Type Time
see
Cycle
Length
sec
Prog.
Speed
mph
Distance
to Signal
feet
I
I
S2 Left-Turn
Through
S5 Left-Turn
Through
I
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
I
Movement 2 Movement 5
Shared In volume, . th vehicles: 4 31
maJor
Shared In volume, major rt vehicles: 0 1
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
I
I
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4
7
8
9
10
11
12
I
46
I
I t(c,base) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
I P(hv) 2 2 2 2 2 2 2 2
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,lt) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
I t(c,T): I-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
t(c) 1-stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
2-stage 4.1 4.1 6.1 5.5 6.2 6.1 5.5 6.2
I FOllow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
1 t(f,base) 2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 2 2 2 2 2 2
t(f) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
1 Worksheet 5-Effect of Upstream Signals
I Computation I-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
I V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (see)
Cycle Length, C (see)
I Rp (from table 9-2)
Proportion vehicles arriving on green P
g(q1)
I g ( q2 )
g(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
I alpha
beta
I Travel time, t(a) (see)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
1 Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p
0.000
0.000
I Computation 3-Platoon Event Periods
p(2)
p(S)
p(dom)
I p(subo)
Constrained or unconstrained?
Result
0.000
0.000
Proportion
I unblocked
for minor
movements, p(x)
(1)
Single-stage
Process
(2) (3)
Two-Stage Process
Stage I Stage II
Ip(1)
p(4)
p(7)
p(B)
IP(9)
p(lO)
p( 11)
1
47
Computation 4 and 5
Single-Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
V c,x 32 4 44 40 4 40 40 32
s
Px
V c,u,x
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stage1 Stage2 Stage1 Stage2 Stage1 Stage2 Stage1 Stage2
I
I
I
1
V(c,x)
s
P(x)
V(c,u,x)
6
38
1700
6
34
1700
34
6
1700
34
6
1700
I
1
C(r,x)
C(plat,x)
1
Worksheet 6-Impedance and Capacity Equations
step 1: RT from Minor st.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free st.
Step 2: LT from Major St.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free St.
Maj L-Shared Prob Q free st.
step 3: TH from Minor st.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Probability of Queue free st.
Step 4: LT from Minor st.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
Maj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
9
12
1
4
1080
1.00
1080
1.00
4
32
1042
1.00
1042
0.99
I
1
I
4
1618
1.00
1618
1.00
1.00
8
32
1580
1.00
1580
1.00
1.00
11
1
7
40
852
1.00
1.00
851
1.00
10
I
I
40
852
1.00
1.00
851
1.00
I
44
958
1.00
1.00
1.00
0.99
950
40
964
1.00
1.00
1.00
1.00
962
I
I
Step 3: TH from Minor St.
Part 1 - First stage
Conflicting Flows
Potential Capacity
8
11
I
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
6
891
34
867
I
48
1
Q sep +1
round (Qsep +1)
n Max
C sh
SUM C sep
n
C act
851
1003
Worksheet 10-De1ay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane config LTR LTR LTR LTR
v (vph) 1 1 1 10
C(m) (vph) 1580 1618 851 1003
vIe 0.00 0.00 0.00 0.01
95% queue length 0.00 0.00 0.00 0.00
Control Delay 7.3 7.2 9.2 8.6
LOS A A A A
Approach Delay 9.2 8.6
Approach LOS A A
Worksheet I1-Shared Major LT Impedance and Delay
Movement 2 Movement 5
p(oj) 1.00 1.00
v( il) , Volume for stream 2 or 5 4 31
v ( i2 ) , Volume for stream 3 or 6 0 1
s(i1), Saturation flow rate for stream 2 or 5 1700 1700
s ( i2 ) , Saturation flow rate for stream 3 or 6 1700 1700
p*(oj) 1.00 1.00
d(M,LT), Delay for stream 1 or 4 7.3 7.2
N, Number of major street through lanes 1 1
d(rank,l) Delay for stream 2 or 5 0.0 0.0
50
I
I
1
I
I
I
1
1
I
I
I
I
I
_ _w --- ---.----- ---- --- ----------1
I
I
1
1
1
I
Bes: Unsignalized Intersections Release 3.2
I
TWO-WAY STOP CONTROL SUMMARY
.101ST STREET & CARROLL TON AVEN
JTR
Intersection:
Analyst:
Project No.:
Date:
East/West street:
North/South street:
Intersection Orientation: EW
EXISTING
I
study period (hrs):
0.25
I
Major Street:
Vehicle Volumes and Adjustments
Approach Eastbound
Movement 1 2 3
L T R
I
Volume 17
Hourly Flow Rate, HFR 17
Percent Heavy Vehicles 2
Median Type Undivided
RT Channelized?
Lanes
Configuration
Upstream Signal?
45
45
Westbound
4 5 6
L T R
1 17
1 17
2
0 1
LTR
No
Southbound
10 11 12
L T R
0
0
2
0
1
o 1
LTR
No
II Minor street:
Approach
Movement
Northbound
7 8 9
L T R
1
1
2
0
I
Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Median storage 1
Flared Approach: Exists?
Storage
II
1
RT Channelized?
Lanes
Configuration
1
T
1
T
I Approach
Movement
Lane Config
I v (vph)
C(m) (vph)
v/c
1 95% queue length
Control Delay
LOS
Approach Delay
I Approach LOS
I
II
Phone:
I E-Mail:
II Intersection:
City/State:
Analyst:
I
Delay, Queue
EB WB
1 4
LTR LTR
17 1
1596 1563
0.01 0.00
0.00 0.00
7.3 7.3
A A
o
782
0.00
0.00
9.6
A
Length, and Level of Service
Northbound Southbound
7 8 9 10 11 12
T T
1
780
0.00
0.00
9.6
A
9.6
A
HCS: Unsignalized Intersections Release 3.2
Fax:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
101ST STREET & CARROLL TON AVEN
JTR
51
Time period Analyzed: PM PEAK
Date: EXISTING
East/West Street:
North/South Street:
Intersection Orientation: EW
1
study period (hrs): 0.2S
I
Major street Movements
Vehicle Volumes and Adjustments
1 234 5
L T R L T
Volume 17
Peak-Hour Factor, PHF 1.00
Peak-IS Minute Volume 4
Hourly Flow Rate, HFR 17
Percent Heavy Vehicles 2
Median Type Undivided
RT Channelized?
Lanes
Configuration
Upstream Signal?
Minor street Movements
45
1.00
11
45
1
1.00
o
1
2
17
1.00
4
17
o 1
LTR
No
Volume
Peak Hour Factor, PHF
Peak-IS Minute Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Median Storage 1
Flared Approach: Exists?
Storage
0 1
LTR
No
7 8 9
L T R
1
1.00
0
1
2
0
o
1.00
o
o
2
o
10
L
11
T
RT Channelized?
Lanes
Configuration
1
T
1
T
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
Prog.
Flow
vph
Upstream Signal Data
Arrival Green
Type Time
sec
Prog.
Speed
mph
Cycle
Length
sec
Sat
Flow
vph
S2 Left-Turn
Through
S5 Left-Turn
Through
6
R
I
1
I
12
R
I
I
I
I
I
I
Distance
to Signal
feet
I
I
I
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
I
Movement 2 Movement 5
Shared ln volume, major th vehicles: 45 17
Shared ln volume, major rt vehicles: 0 3
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4
11
7
8
10
9
52
I
I
12
I
I
I t(c,base) 4.1 4.1 6.5 6.5,
t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
I P(hv) 2 2 2 2
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,lt) 0.00 0.00 0.00 0.00
1 t(c,T): I-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) I-stage 4.1 4.1 6.5 6.5
2-stage 4.1 4.1 5.5 5.5
1 Follow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
I t(f,base) 2.20 2.20 4.00 4.00
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 2 2
t(f) 2.2 2.2 4.0 4.0
I Worksheet 5-Effect of Upstream Signals
1 Computation I-Queue Clearance Time at Upstream Signal
Movement 2
V(t) V(l,prot)
Movement 5
V(t) V(l,prot)
Iv prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (see)
Cycle Length, C (see)
I Rp (from table 9-2)
Proportion vehicles arriving on green P
g(ql)
1 g ( q2 )
g(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
I alpha
beta
I Travel time, t(a) (see)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
I Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p
0.000
0.000
I Computation 3-Platoon Event Periods
p(2 )
p(S)
I p(dom)
p(subo)
Constrained or unconstrained?
Result
0.000
0.000
I Proportion
unblocked
for minor
movements, p(x)
(1)
Single-stage
Process
(2) (3)
Two-Stage Process
Stage I Stage II
I p( 1)
p(4)
p(7)
p(B)
1 p(9)
p(10)
p(11)
I
53
Computation 4 and 5
Single-Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
V c,x 20 45 101 99
s
Px
V c,u,x
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 Stage1 Stage2 Stage1 Stage2
V(c,x) 79 22 20 79
s 1700 1700
P(x)
V(c,u,x)
C(r,x)
C(plat,x)
I
I
1
1
I
1
1
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor St.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free St.
Step 2: LT from Major st.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free st.
Maj L-Shared Prob Q free st.
Step 3: TH from Minor st.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Probability of Queue free st.
Step 4: LT from Minor st.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
Maj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
9
12
I
1.00 1.00
1.00 1.00
4 1
45 20
1563 1596
1.00 1.00
1563 1596
1.00 0.99
1.00 0.99
8 11
101 99
789 791
1.00 1.00
0.99 0.99
780 782
1.00 1.00
7 10
1
1
I
I
I
I
1.00
0.99
0.99
0.99
1.00
0.99
0.99
0.99
1
I
step 3: TH from Minor st.
Part 1 - First Stage
Conflicting Flows
Potential Capacity
8
11
I
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
79
829
20
879
I
54
I
I Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Probability of Queue free st.
I Part 2 - Second Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
I Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Part 3 - Single Stage
I Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
I Movement Capacity
I
Result for 2 stage process:
a
y
C t
Probability of Queue free st.
0.99 1.00
820 878
1.00 1.00
22 79
877 829
1.00 1.00
1.00 0.99
876 820
101 99
789 791
1.00 1.00
0.99 0.99
780 782
0.00 0.00
0.00 0.00
780 782
1.00 1.00
7 10
I step 4: LT from Minor st.
Part 1 - First stage
Conflicting Flows
Potential Capacity
I Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
930
1.00
0.99
920
999
1.00
1.00
998
I Part 2 - Second Stage
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
I Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Part 3 - Single Stage
1 Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
I Maj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding
Movement Capacity
999
1.00
1.00
998
929
1.00
0.99
918
mvrnnt
1.00
0.99
0.99
0.99
1.00
0.99
0.99
0.99
I ;esults for Two-stage process:
C t
II Worksheet 8-Shared Lane Calculations
0.00
0.00
0.00
0.00
II Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 1 0
Movement Capacity (vph) 780 782
I Shared Lane capacity (vph)
Worksheet 9-Computation of Effect of Flared Minor street Approaches
I Movement 7 8 9 10 11 12
L T R L T R
I C sep 780 782
Volume 1 0
Delay
I 55
Q sep +1
round (Qsep +1)
1
n max
C sh
SUM C sep
n
C act
I
I
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9
Lane Config LTR LTR T
v (vph) 17 1 1
C(m) (vph) 1596 1563 780
vlc 0.01 0.00 0.00
95% queue length 0.00 0.00 0.00
Control Delay 7.3 7.3 9.6
LOS A A A
Approach Delay 9.6
Approach LOS A
10 11 12
T
0
782
0.00
0.00
9.6
A
I
I
1
Worksheet 11-Shared Major LT Impedance and Delay
1
Movement 2 Movement 5
p(oj) 0.99 1.00
v(il), Volume for stream 2 or 5 45 17
v ( i2 ) , Volume for stream 3 or 6 0 3
s(i1), Saturation flow rate for stream 2 or 5 1700 1700
s(i2), Saturation flow rate for stream 3 or 6 1700 1700
p*(oj) 0.99 1.00
d(M,LT), Delay for stream 1 or 4 7.3 7.3
N, Number of major street through lanes 1 1
d(rank,l) Delay for stream 2 or 5 0.1 0.0
I
I
I
I
I
I
I
I
1
I
I
56
I
1
BCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
1 Intersection: 101ST STREET & CARROLLTON AVEN
Analyst: JTR
Project No.:
Date: PROPOSED
East/West Street:
1 North/South Street:
Intersection Orientation: EW study period (hrs): 0.25
I Major street:
Vehicle Volumes and Adjustments
Approach Eastbound
Movement 1 2 3
L T R
I Volume 1 18
Hourly Flow Rate, BFR 1 18
Percent Heavy Vehicles 2
Median Type Undivided
1 RT Channelized?
Lanes
configuration
Upstream Signal?
1 Minor Street: Approach
Movement
0 1
LTR
No
Northbound
7 8 9
L T R
1 Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
I Percent Grade (%)
Median storage 1
Flared Approach: Exists?
storage
o
o
2
1 0
1 0
2 2
o
No
RT Channelized?
1 Lanes
Configuration
o
1 0
LTR
I Approach
Movement
Lane Config
Iv (vph)
C(m) (vph)
v/c
195% queue length
Control Delay
LOS
Approach Delay
I Approach LOS
Delay, Queue
EB WB
1 4
LTR LTR
1 1
1527 1599
0.00 0.00
0.00 0.00
7.4 7.3
A A
Length, and Level of
Northbound
789
LTR
1
794
0.00
0.00
9.5
A
9.5
A
I
Westbound
4 5 6
L T R
1 72
1 72
2
0 1
LTR
No
Southbound
10 11 12
L T R
2 1 7
2 1 7
2 2 2
0
No
0 1 0
LTR
Service
Southbound
10 11 12
LTR
10
945
0.01
0.00
8.9
A
8.9
A
Bes: Unsignalized Intersections Release 3.2
1
Phone:
1 E-Mail:
Fax:
I Intersection:
City/State:
Analyst:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
101ST STREET & CARROLLTON AVEN
JTR
I
57
Time period Analyzed: AM PEAK
Date: PROPOSED
East/West Street:
North/South Street:
Intersection Orientation: EW
I
Study period (hrs): 0.25
I
Major Street Movements
Vehicle Volumes and Adjustments
1 2 3 4 5
L T R L T
1
Volume 1
Peak-Hour Factor, PHF 1.00
Peak-IS Minute Volume 0
Hourly Flow Rate, HFR 1
Percent Heavy Vehicles 2
Median Type Undivided
RT Channelized?
Lanes
Configuration
Upstream Signal?
Minor Street Movements
7
L
Volume
Peak Hour Factor, PHF
Peak-IS Minute Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Median Storage 1
Flared Approach: Exists?
Storage
o
1.00
o
o
2
RT Channelized?
Lanes
Configuration
18
1.00
4
18
1
1.00
o
1
2
6
R
72
1.00
18
72
I
o 1
LTR
No
8
T
9
R
10
L
o 1
LTR
No
I
1
1.00
o
1
2
o
o
1.00
o
o
2
2
1.00
o
2
2
11
T
I
No
o
1 0
LTR
12
R
1
1.00
o
1
2
o
7
1.00
2
7
2
I
I
No
o
1
1 0
LTR
I
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (pedjhr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
prog.
Flow
vph
Sat
Flow
vph
S2 Left-Turn
Through
S5 Left-Turn
Through
Upstream Signal Data
Arrival Green
Type Time
see
Cycle
Length
see
I
prog.
Speed
mph
Distance
to Signal
feet
I
I
I
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
I
Movement 2 Movement 5
Shared ln volume, major th vehicles: 18 72
Shared In volume, major rt vehicles: 0 1
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
I
I
Worksheet 4-Critical Gap and FOllow-up Time Calculation
Critical Gap Calculation
Movement 1 4
7
8
9
58
I
10
12
11
I
I t(c,base) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P(hv) 2 2 2 2 2 2 2 2
I t(C,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,lt) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
I t(c,T): I-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) I-stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
2-stage 4.1 4.1 6.1 5.5 6.2 6.1 5.5 6.2
I FOllow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
I t(f,base) 2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 2 2 2 2 2 2
t(f) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
1 Worksheet 5-Effect of Upstream Signals
I Computation I-Queue Clearance Time at Upstream Signal
Movement 2
V(t) V(l,prot)
Movement 5
V(t) V(l,prot)
I V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (see)
Cycle Length, C (see)
I Rp (from table 9-2)
Proportion vehicles arriving on green P
g(q1)
I g ( q2 )
g(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
I alpha
beta
I Travel time, t(a) (see)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
IMin platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p
0.000
0.000
Icomputation 3-Platoon Event Periods
p(2)
p(5)
p(dom)
Ip(SUbO)
Constrained or unconstrained?
Result
0.000
0.000
Proportion
I unblocked
for minor
movements, p(x)
(1)
Single-stage
Process
(2) (3)
Two-Stage Process
Stage I stage II
IP(I)
p(4)
p(7)
p(B)
IP(9 )
p(lO)
p(II)
I
59
Computation 4 and 5
Single-Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
V c,x 73 18 98 95 18 94 94 72
s
Px
V c,u,x
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stage1 Stage2 Stage1 Stage2 Stage1 Stage2 Stage1 Stage2
I
I
I
I
V(c,x)
s
P(x)
V(c,u,x)
20
78
1700
20
75
1700
74
20
1700
74
20
1700
I
I
C(r,x)
C(plat,x)
I
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor st.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free St.
Step 2: LT from Major St.
Conflicting Flows
Potential Capacity
pedestrian Impedance Factor
Movement Capacity
Probability of Queue free st.
Maj L-Shared Prob Q free st.
Step 3: TH f~om Minor st.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Probability of Queue free st.
Step 4: LT from Minor st.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
Maj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
9
12
I
18
1061
1.00
1061
1.00
4
72
990
1.00
990
0.99
1
I
18
1599
1.00
1599
1.00
1.00
73
1527
1.00
1527
1.00
1.00
I
I
8
11
I
I
95
795
1.00
1.00
794
1.00
7
94
796
1.00
1.00
795
1.00
10
I
98
884
1.00
1.00
1.00
0.99
876
94
889
1.00
1.00
1.00
1.00
887
I
I
Step 3: TH from Minor St.
Part 1 - First stage
Conflicting Flows
Potential Capacity
8
11
I
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
20
879
74
833
I
60
I
Q sep +1
round (Qsep +1)
I
n Max
C sh
SUM C sep
n
C act
794
945
I
Worksheet la-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LTR LTR LTR LTR
v (vph) 1 1 1 10
C(m) (vph) 1527 1599 794 945
vlc 0.00 0.00 0.00 0.01
95% queue length 0.00 0.00 0.00 0.00
Control Delay 7.4 7.3 9.5 8.9
LOS A A A A
Approach Delay 9.5 8.9
Approach LOS A A
Worksheet l1-Shared Major LT Impedance and Delay
1
1
I
I
I
Movement 2 Movement 5
p(oj) 1.00 1.00
v(il), Volume for stream 2 or 5 18 72
v ( i2 ) , Volume for stream 3 or 6 0 1
s(il), Saturation flow rate for stream 2 or 5 1700 1700
s ( i2 ) , Saturation flow rate for stream 3 or 6 1700 1700
p*(oj) 1.00 1.00
d(M,LT), Delay for stream 1 or 4 7.4 7.3
N, Number of major street through lanes 1 1
d(rank,l) Delay for stream 2 or 5 0.0 0.0
1
I
I
I
I
I
I
I
1
1
I
62
I
I
BCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
I Intersection: 101ST STREET & CARROLLTON AVEN
Analyst: JTR
Project No.:
Date: PROPOSED
East/West Street:
1 North/South Street:
Intersection Orientation: EW Study period (hrs): 0.25
I Major street:
Vehicle Volumes and Adjustments
Approach Eastbound
Movement 1 2 3
L T R
7
L
Northbound
8
T
9
R
Westbound
4 5 6
L T R
1 44
1 44
2
0 1
LTR
No
Southbound
10 11 12
L T R
6 0 5
6 0 5
2 2 2
0
No
0 1 0
LTR
Service
Southbound
10 11 12
LTR
11
873
0.01
0.00
9.2
A
9.2
A
I Volume 17
Hourly Flow Rate, HFR 17
Percent Heavy Vehicles 2
Median Type Undivided
1 RT Channelized?
Lanes
Configuration
Upstream Signal?
I Minor Street: Approach
Movement
93
93
o 1
LTR
No
I Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
I Percent Grade (%)
Median Storage 1
Flared Approach: Exists?
Storage
o
o
2
1 0
1 0
2 2
o
No
RT Channelized?
I Lanes
Configuration
o
1 0
LTR
I Approach
Movement
Lane Config
I v (vph)
C(m) (vph)
v/c
I 95% queue length
Control Delay
LOS
Approach Delay
I Approach LOS
Delay, Queue
EB WB
1 4
LTR LTR
17 1
1560 1501
0.01 0.00
0.00 0.00
7.3 7.4
A A
Length, and Level of
Northbound
789
LTR
1
708
0.00
0.00
10.1
B
10.1
B
I
BCS: Unsignalized Intersections Release 3.2
I
Phone:
I E-Mail:
Fax:
I Intersection:
City/State:
Analyst:
TWO-WAY STOP CONTROL{TWSC) ANALYSIS
101ST STREET & CARROLL TON AVEN
JTR
I
63
Time period Analyzed: PM PEAK
Date: PROPOSED
East/West Street:
North/South Street:
Intersection Orientation: EW
I
study period (hra): 0.25
I
Major Street Movements
Vehicle Volumes and Adjustments
1 2 345
L T R L T
1
Volume 17
Peak-Hour Factor, PHF 1.00
Peak-1S Minute Volume 4
Hourly Flow Rate, HFR 17
Percent Heavy Vehicles 2
Median Type Undivided
RT Channelized?
Lanes
Configuration
Upstream Signal?
Minor Street Movements
7
L
Volume
Peak Hour Factor, PHF
Peak-15 Minute Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Median Storage 1
Flared Approach: Exists?
storage
o
1.00
o
o
2
RT Channelized?
Lanes
Configuration
93
1.00
23
93
1
1.00
o
1
2
6
R
44
1.00
11
44
1
o 1
LTR
No
8
T
9
R
10
L
o 1
LTR
No
I
1
1.00
o
1
2
o
o
1.00
o
o
2
6
1.00
2
6
2
11
T
12
R
I
No
o
1 0
LTR
o
1.00
o
o
2
o
S
1.00
1
5
2
I
I
No
o
1 0
LTR
I
1
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
prog.
Flow
vph
sat
Flow
vph
S2 Left-Turn
Through
S5 Left-Turn
Through
Upstream Signal Data
Arrival Green
Type Time
sec
Cycle
Length
sec
I
prog.
Speed
mph
Distance
to Signal
feet
I
I
I
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
I
Movement 2 Movement 5
Shared 1n volume, . th vehicles: 93 44
maJor
Shared In volume, major rt vehicles: 0 3
Sat flow rate, major th vehicles: 1700 1700
Sat flow rate, major rt vehicles: 1700 1700
Number of major street through lanes: 1 1
I
I
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4
7
8
9
64
I
10
11
12
I
I
t(c,base) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P(hv) 2 2 2 2 2 2 2 2
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/lOO 0.00 0.00 0.00 0.00 0.00 0.00
t(3,lt) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t(c,T) : I-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) I-stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
2-stage 4.1 4.1 6.1 5.5 6.2 6.1 5.5 6.2
FOllOW-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(f,base) 2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30
t(f,HV) 0.9.0 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 2 2 2 2 2 2
t(f) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
Worksheet 5-Effect of Upstream Signals
Computation I-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
I
I
I
I
I
I
I V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, 9 (see)
Cycle Length, C (see)
I Rp (from table 9-2)
Proportion vehicles arriving on green P
g(ql)
1 9 ( q2 )
g(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
I alpha
beta
I Travel time, t(a) (see)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
1 Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p
I
I
I
0.000
0.000
Computation 3-Platoon Event Periods
Result
p(2)
p(5)
p(dom)
p(subo)
Constrained or unconstrained?
0.000
0.000
Proportion
unblocked
for minor
movements, p(x)
(2) (3)
Two-stage Process
Stage I stage II
(1)
Single-stage
Process
1 p(l)
p(4)
p(7)
p(8)
I p(9)
p(10)
p(ll)
1
65
Computation 4 and 5
Single-Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
V c,X 47 93 177 176 93 176 175 46
s
Px
V c,U,X
C r,x
C plat,x
Two-stage Process
7 8 10 11
Stage1 Stage2 Stage1 Stage2 Stage1 Stage2 Stage1 Stage2
1
I
I
1
V(c,x)
s
P(x)
V(c,u,x)
127
50
1700
127
49
1700
48
128
1700
48
127
1700
1
I
C(r,x)
C(plat,x)
I
Worksheet 6-Impedance and Capacity Equations
step 1: RT from Minor St.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free st.
step 2: LT from Major st.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free st.
Maj L-Shared Prob Q free st.
Step 3: TH from Minor st.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Probability of Queue free st.
Step 4: LT from Minor st.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
Maj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
9
12
I
93
964
1.00
964
1.00
4
46
1023
1.00
1023
1.00
I
1
I
93
1501
1.00
1501
1.00
1.00
8
47
1560
1.00
1560
0.99
0.99
I
176
717
1.00
0.99
708
1.00
11
175
718
1.00
0.99
709
1.00
I
I
7
10
I
177
785
1.00
0.99
0.99
0.99
774
176
786
1.00
0.99
0.99
0.99
778
I
1
step 3: TH from Minor st.
8
11
I
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
Part 1 - First stage
Conflicting Flows
Potential Capacity
127
791
48
855
I
66
1
Q sep +1
round (Qsep +1)
I
n max
C sh
SUM C sep
n
C act
708
873
1
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LTR LTR LTR LTR
v (vph) 17 1 1 11
C(m) (vph) 1560 1501 708 873
vlc 0.01 0.00 0.00 0.01
95% queue length 0.00 0.00 0.00 0.00
Control Delay 7.3 7.4 10.1 9.2
LOS A A B A
Approach Delay 10.1 9.2
Approach LOS B A
Worksheet II-Shared Major LT Impedance and Delay
I
I
1
I
Movement 2 Movement 5
p(oj) 0.99 1.00
v(i1), Volume for stream 2 or 5 93 44
v ( i2 ) , Volume for stream 3 or 6 0 3
s(i1), Saturation flow rate for stream 2 or 5 1700 1700
s ( i2 ) , Saturation flow rate for stream 3 or 6 1700 1700
p*(oj) 0.99 1.00
d(M,LT) , Delay for stream 1 or 4 7.3 7.4
N, Number of major street through lanes 1 1
d(rank,l) Delay for stream 2 or 5 0.1 0.0
I
I
1
I
I
I
I
I
1
I
I
I
68
I
CLIENT
LOCATION
DATE
NORTHBOUND
EASTBOUND
SOUTHBOUND
WESTBOUND
HOUR
6- 7
7- 8
8- 9
3- 4
4- 5
5- 6
TOTAL
15-MIN
HOUR
PHF
15-MIN
HOUR
PHF
A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUMMARY
KOSENE & KOSENE
101ST STREET & GUILFORD AVENUE (07)
JANUARY 10, 2001
PEAK HOUR DATA
AM PEAK
HR BEGIN 6:45 AM
L T R TOT
OFF PEAK
PM PEAK
HR BEGIN 4:30 PM
L T R TOT
L
T R
TOT
1 0 1 2 1 0 0 1
6 0 0 6 37 8 0 45
1 1 23 25 0 1 16 17
2 5 0 7 0 7 0 7
HOUR SUMMARY
NB SB NB+SB EB WB EB+WB TOTAL
- AM -
1 13 14 2 9 11 25
2 24 26 6 8 14 40
1 15 16 13 5 18 34
- PM -
2 15 17 21 5 26 43
2 13 15 30 6 36 51
1 12 13 39 7 46 59
9 92 101 111 40 151 252
3.6% 36.5% 40.1% 44.0% 15.9% 59.9% 100.0%
- AM PEAK VOLUMES -
1 8 5 3
2 26 13 9
0.50 0.81 0.65 0.75
- PM PEAK VOLUMES -
1 5 15 3
3 18 45 8
0.75 0.90 0.75 0.67
70
I
I
I
I
I
I
I
I
I
I
1
I
I
I
1
I
I
I
I
I
I A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUMMARY
I CLIENT KOSENE & KOSENE
LOCATION 101ST STREET & GUILFORD AVENUE (07 )
DATE JANUARY 10, 2001
I DIRECTION OF TRAVEL NORTHBOUND
HOUR LEFT THRU RIGHT TOTAL
I PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
6- 7 0 0 0 0 0 0 1 0 1 1 0 1
I 7- 8 1 0 1 1 0 1 0 0 0 2 0 2
8- 9 1 0 1 0 0 0 0 0 0 1 0 1
PM
3- 4 1 0 1 1 0 1 0 0 0 2 0 2
I 4- 5 0 1 1 0 0 0 1 0 1 1 1 2
5- 6 1 0 1 0 0 0 0 0 0 1 0 1
I PASSENGER 4 2 2 8
80.0% 100.0% 100.0% 88.9%
TRUCK 1 0 0 1
I 20.0% 0.0% 0.0% 11.1%
BOTH 5 2 2 9
55.6% 22.2% 22.2% 100.0%
I DIRECTION OF TRAVEL EASTBOUND
:
I HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
I AM
6- 7 0 1 1 1 0 1 0 0 0 1 1 2
7- 8 4 2 6 0 0 0 0 0 0 4 2 6
8- 9 2 1 3 8 1 9 1 0 1 11 2 13
I PM
3- 4 11 0 11 9 1 10 0 0 0 20 1 21
4- 5 24 1 25 4 1 5 0 0 0 28 2 30
5- 6 30 0 30 8 0 8 1 0 1 39 0 39
I PASSENGER 71 30 2 103
93.4% 90.9% 100.0% 92.8%
I TRUCK 5 3 0 8
6.6% 9.1% 0.0% 7.2%
I BOTH 76 33 2 111
68.5% 29.7% 1.8% 100.0%
I
I
I 71
I
A & F ENGINEERING CO., INC. I
TRAFFIC VOLUME SUMMARY I
CLIENT KOSENE & KOSENE
LOCATION 101ST STREET & GUILFORD AVENUE (07)
DATE JANUARY 10, 2001 I
DIRECTION OF TRAVEL SOUTHBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
6- 7 0 0 0 0 0 0 13 0 13 13 0 13
7- 8 1 0 1 1 0 1 22 0 22 24 0 24
8- 9 0 0 0 0 0 0 15 0 15 15 0 15
PM
3- 4 0 0 0 0 0 0 13 2 15 13 2 15
4- 5 0 0 0 1 0 1 12 0 12 13 0 13
5- 6 1 0 1 0 0 0 11 0 11 12 0 12
PASSENGER 2 2 86 90
100.0% 100.0% 97.7% 97.8%
TRUCK 0 0 2 2 I
0.0% 0.0% 2.3% 2.2%
BOTH 2 2 88 92 I
2.2% 2.2% 95.7% 100.0%
DIRECTION OF TRAVEL : WESTBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
6- 7 1 0 1 8 0 8 0 0 0 9 0 9
7- 8 1 0 1 6 0 6 1 0 1 8 0 8
8- 9 0 0 0 5 0 5 0 0 0 5 0 5
PM
3- 4 0 0 0 4 1 5 0 0 0 4 1 5
4- 5 1 0 1 4 1 5 0 0 0 5 1 6
5- 6 0 0 0 5 1 6 1 0 1 6 1 7
PASSENGER 3 32 2 37
100.0% 91.4% 100.0% 92.5% I
TRUCK 0 3 0 3
0.0% 8.6% 0.0% 7.5%
BOTH 3 35 2 40 1
7.5% 87.5% 5.0% 100.0%
1
I
72 I
I
Bes: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
I Intersection: 101ST STREET & GUILFORD AVENUE
Analyst: JTR
Project No.:
Date: EXISTING
East/West Street:
I North/South Street:
Intersection Orientation: EW Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Approach Eastbound
Movement 1 2 3
L T R
I Major street:
I Volume 6 0
Hourly Flow Rate, HFR 6 0
Percent Heavy Vehicles 2
Median Type Undivided
I RT Channelized?
Lanes
Configuration
Upstream Signal?
I Minor street:
0 1
LTR
No
Northbound
7 8 9
L T R
1 0 1
1 0 1
2 2 2
0
No
0 1 0
LTR
Approach
Movement
I Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
I Median storage 1
Flared Approach: Exists?
Storage
RT Channelized?
I Lanes
Configuration
I Approach
Movement
Lane Config
I v (vph)
C(m) (vph)
v/c
I 95% queue length
Control Delay
LOS
Approach Delay
I Approach LOS
I
I
Phone:
I E-Mail:
I Intersection:
City/state:
Analyst:
I
Delay, Queue
EB WB
1 4
LTR LTR
6 2
1616 1623
0.00 0.00
0.00 0.00
7.2 7.2
A A
Length, and Level of
Northbound
789
LTR
2
1012
0.00
0.00
8.6
A
8.6
A
Westbound
4 5 6
L T R
2 5
2 5
2
0 1
LTR
No
Southbound
10 11 12
L T R
1 1 23
1 1 23
2 2 2
0
No
0 1 0
LTR
Service
Southbound
10 11 12
LTR
25
1064
0.02
0.00
8.5
A
8.5
A
Hes: Unsignalized Intersections Release 3.2
Fax:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
101ST STREET & GUILFORD AVENUE
JTR
73
Time period Analyzed: AM PEAK
Date: EXISTING
East/West street:
North/South Street:
Intersection Orientation: EW
I
study period (hrs): 0.25
I
Major Street Movements
Vehicle Volumes and Adjustments
1 2 345
L T R L T
6
R
I
Volume 6 0 2 5
Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00
Peak-IS Minute Volume 2 0 0 1
Hourly Flow Rate, HFR 6 0 2 5
Percent Heavy Vehicles 2 2
Median Type Undivided
RT Channelized?
Lanes 0 1 0 1
Configuration LTR LTR
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 1 0 1 1 1 23
Peak Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
peak-15 Minute Volume 0 0 0 0 0 6
Hourly Flow Rate, HFR 1 0 1 1 1 23
Percent Heavy Vehicles 2 2 2 2 2 2
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No No
Storage
RT Channelized?
Lanes 0 1 0 0 1 0
Configuration LTR LTR
I
I
I
1
I
I
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
1
I
prog.
Flow
vph
Sat
Flow
vph
Upstream Signal Data
Arrival Green
Type Time
sec
Cycle
Length
sec
prog.
Speed
mph
Distance
to Signal
feet
I
I
S2 Left-Turn
Through
S5 Left-Turn
Through
I
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
I
Movement 2 Movement 5
Shared In volume, . th vehicles: 0 5
maJor
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
I
1
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4
7
8
9
10
11
12
I
74
I
I t(c,base) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
I P(hv) 2 2 2 2 2 2 2 2
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,lt) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t(c,T): 1-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
I 2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
t(c) 1-stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
2-stage 4.1 4.1 6.1 5.5 6.2 6.1 5.5 6.2
I Follow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
I t(f,base) 2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 2 2 2 2 2 2
t(f) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
I Worksheet 5-Effect of Upstream Signals
I Computation 1-Queue Clearance Time at Upstream Signal
Movement 2
V ( t ) V ( 1 , prot )
Movement 5
V(t) V(l,prot)
V prog
I Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, 9 (see)
Cycle Length, C (see)
I Rp (from table 9-2)
Proportion vehicles arriving on green P
g(q1)
g(q2)
I g(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
I alpha
beta
I Travel time, t(a) (see)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
IMin platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p
0.000
0.000
I Computation 3-Platoon Event Periods
p(2)
p(S)
p(dom)
I p(subo)
constrained or unconstrained?
Result
0.000
0.000
Proportion
I unblocked
for minor
movements, p(x)
(1)
Single-stage
Process
(2) (3)
Two-Stage Process
Stage I stage II
IP(1)
p(4)
p(7)
p(8)
I p(9)
p(10)
p(11)
I
75
Computation 4 and 5
Single-Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
V c,X 5 0 33 21 0 21 21 5
s
Px
V c,u,x
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stagel Stage2 Stagel Stage2 stage! Stage2 Stagel Stage2
I
1
1
I
V(c,x)
s
P(x)
V(c,u,x)
12
21
1700
12
9
1700
9
12
1700
9
12
1700
I
I
C(r,x)
C(plat,x)
1
Worksheet 6-Impedance and capacity Equations
Step 1: RT from Minor st.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free St.
Step 2: LT from Major st.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free St.
Maj L-Shared Prob Q free st.
Step 3: TH from Minor st.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Probability of Queue free st.
Step 4: LT from Minor st.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
Maj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
9
12
I
o
1085
1.00
1085
1.00
5
1078
1.00
1078
0.98
I
4
1
I
o
1623
1.00
1623
1.00
1.00
5
1616
1.00
1616
1.00
1.00
1
8
11
I
I
21
873
1.00
1.00
869
1.00
7
21
873
1.00
1.00
869
1.00
10
I
33
974
1.00
0.99
1.00
0.97
949
21
992
1.00
1.00
1.00
1.00
987
1
I
Step 3: TH from Minor St.
Part 1 - First Stage
Conflicting Flows
Potential Capacity
8
11
I
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
12
886
9
888
I
76
I
Q sep +1
round (Qsep +1)
I
n max
C sh
SUM C sep
n
C act
1012
1064
I
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LTR LTR LTR LTR
v (vph) 6 2 2 25
C(m) (vph) 1616 1623 1012 1064
vlc 0.00 0.00 0.00 0.02
95% queue length 0.00 0.00 0.00 0.00
Control Delay 7.2 7.2 8.6 8.5
LOS A A A A
Approach Delay 8.6 8.5
Approach LOS A A
Worksheet 11-Shared Major LT Impedance and Delay
I
1
I
1
1
Movement 2 Movement 5
p(oj) 1.00 1.00
v (il) , Volume for stream 2 or 5 0 5
v ( i2 ) , Volume for stream 3 or 6 0 0
s(il), Saturation flow rate for stream 2 or 5 1700 1700
s(i2), Saturation flow rate for stream 3 or 6 1700 1700
p*(oj) 1.00 1.00
d(M,LT), Delay for stream 1 or 4 7.2 7.2
N, Number of major street through lanes 1 1
d(rank,l) Delay for stream 2 or 5 0.0 0.0
I
I
I
I
I
I
I
I
I
1
I
78
1
I
Hes: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
I Intersection: 101ST STREET & GUILFORD AVENUE
Analyst: JTR
Project No.:
Date: EXISTING
lEast/West Street:
North/South Street:
Intersection Orientation: EW Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Approach Eastbound
Movement 1 2 3
L T R
I Major Street:
I Volume 37
Hourly Flow Rate, HFR 37
Percent Heavy Vehicles 2
Median Type Undivided
I RT Channelized?
Lanes
Configuration
Upstream Signal?
I Minor street: Approach
Movement 7
L
8
8
o 1
LTR
No
Northbound
8
T
9
R
1 Volume 1 0 0
Hourly Flow Rate, HFR 1 0 0
Percent Heavy Vehicles 2 2 2
I Percent Grade (%) 0
Median Storage 1
Flared Approach: Exists? No
Storage
I RT Channelized?
Lanes 0 1 0
Configuration LTR
I Approach
Movement
Lane Config
I v (vph)
C(m) (vph)
v/c
I 95% queue length
Control Delay
LOS
Approach Delay
I Approach LOS
I
I
Phone:
1 E-Mail:
I Intersection:
City/State:
Analyst:
I
Length, and Level of
Northbound
789
LTR
Delay, Queue
EB WB
1 4
LTR LTR
37 0
1614 1612
0.02 0.00
0.00 0.00
7.3 7.2
A A
1
855
0.00
0.00
9.2
A
9.2
A
Westbound
4 5 6
L T R
0 7
0 7
2
0 1
LTR
No
Southbound
10 11 12
L T R
0 1 16
0 1 16
2 2 2
0
No
0 1 0
LTR
Service
Southbound
10 11 12
LTR
17
1052
0.02
0.00
8.5
A
8.5
A
HCS: Unsignalized Intersections Release 3.2
Fax:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
101ST STREET & GUILFORD AVENUE
JTR
79
Time period Analyzed: PM PEAK
Date: EXISTING
East/West street:
North/South Street:
Intersection Orientation: EW
I
Study period (hra): 0.25
I
Major Street Movements
Vehicle Volumes and Adjustments
1 2 3 4 S
L T R L T
6
R
1
Volume 37 8 0 7
Peak-Hour Factor, PHF 1.00 1.00 1.00 1.00
Peak-1S Minute Volume 9 2 0 2
Hourly Flow Rate, HFR 37 8 0 7
Percent Heavy Vehicles 2 2
Median Type Undivided
RT Channelized?
Lanes 0 1 0 1
Configuration LTR LTR
Upstream Signal? No No
Minor Street Movements 7 8 9 10 11 12
L T R L T R
Volume 1 0 0 0 1 16
Peak Hour Factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00
Peak-1S Minute Volume 0 0 0 0 0 4
Hourly Flow Rate, HFR 1 0 0 0 1 16
Percent Heavy Vehicles 2 2 2 2 2 2
Percent Grade (%) 0 0
Median Storage 1
Flared Approach: Exists? No No
storage
RT Channelized?
Lanes 0 1 0 0 1 0
Configuration LTR LTR
I
I
I
I
I
I
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
I
I
Prog.
Flow
vph
Sat
Flow
vph
Upstream Signal Data
Arrival Green
Type Time
see
Cycle
Length
see
prog.
Speed
mph
Distance
to Signal
feet
I
I
S2 Left-Turn
Through
S5 Left-Turn
Through
I
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
1
Movement 2 Movement 5
Shared In volume, major th vehicles: 8 7
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
I
1
Worksheet 4-Critical Gap and Follow-up TLme Calculation
Critical Gap Calculation
Movement 1 4
I
7
8
9
10
11
12
80
I
I t(c,base) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P(hv) 2 2 2 2 2 2 2 2
I t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,lt) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
I t(c,T) : I-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
t(c) 1-stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
2-stage 4.1 4.1 6.1 5.5 6.2 6.1 5.5 6.2
I Follow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
I t(f,base) 2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 2 2 2 2 2 2
t(f) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
I Worksheet 5-Effect of Upstream Signals
I Computation 1-Queue Clearance Time at Upstream Signal
Movement 2
V(t) V(l,prot)
Movement 5
V(t) V(l,prot)
I V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (see)
Cycle Length, C (see)
IRP (from table 9-2)
Proportion vehicles arriving on green P
g(ql)
I 9 ( q2 )
g(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
I alpha
beta
I Travel time, t(a) (see)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
I Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p
0.000
0.000
I Computation 3-Platoon Event Periods
p(2)
p(S)
p(dom)
I p(subo)
Constrained or unconstrained?
Result
0.000
0.000
Proportion
1 unblocked
for minor
movements, p(x)
(1)
Single-stage
Process
(2) (3)
Two-Stage Process
Stage I stage II
Ip(l)
p(4)
p(7)
p(8)
IP(9)
p(lO)
p(ll)
I
81
Computation 4 and 5
Single-Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
V c,x 7 8 98 89 8 89 89 7
s
Px
V c,u,x
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stage1 Stage2 Stage1 Stage2 Stagel Stage2 Stagel Stage2
I
I
1
1
V(c,x)
s
P(x)
V(c,u,x)
82
16
1700
82
7
1700
7
82
1700
7
82
1700
I
1
C(r,x)
C(plat,x)
I
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor st.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free st.
step 2: LT from Major st.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free st.
Maj L-Shared Prob Q free st.
Step 3: TH from Minor St.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Probability of Queue free st.
Step 4: LT from Minor st.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
Maj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
9
12
I
8
1074
1.00
1074
1.00
7
1075
1.00
1075
0.99
I
4
1
I
8
1612
1.00
1612
1.00
1.00
7
1614
1.00
1614
0.98
0.98
1
8
11
I
I
89
801
1.00
0.98
783
1.00
89
801
1.00
0.98
783
1.00
7
10
I
98
884
1.00
0.98
0.98
0.97
855
89
896
1.00
0.98
0.98
0.98
880
I
I
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
Step 3: TH from Minor St.
Part 1 - First stage
Conflicting Flows
Potential Capacity
8
11
I
82
827
7
890
I
82
I
Q sep +1
round (Qsep +1)
I
n max
C sh
SUM C sep
n
C act
855
1052
I
I
Worksheet 10-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LTR LTR LTR LTR
v (vph) 37 0 1 17
C(m) (vph) 1614 1612 855 1052
vIe 0.02 0.00 0.00 0.02
95% queue length 0.00 0.00 0.00 0.00
Control Delay 7.3 7.2 9.2 8.5
LOS A A A A
Approach Delay 9.2 8.5
Approach LOS A A
Worksheet 1I-Shared Major LT Impedance and Delay
I
I
I
I
Movement 2 Movement 5
p(oj) 0.98 1.00
v(il), Volume for stream 2 or 5 8 7
v ( i2 ) , Volume .for stream 3 or 6 0 0
8(i1), Saturation flow rate for stream 2 or 5 1700 1700
8 ( i2 ) , Saturation flow rate for stream 3 or 6 1700 1700
p*(oj) 0.98 1.00
d(M,LT) , Delay for stream 1 or 4 7.3 7.2
N, Number of major street through lanes 1 1
d(rank,l) Delay for stream 2 or 5 0.2 0.0
I
I
1
I
I
I
I
I
I
I
I
84
I
I
HCS: unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
Intersection: 101ST STREET & GUILFORD AVENUE
I Analyst: JTR
proj ect No.:
Date: PROPOSED
East/West street:
I North/South Street:
Intersection Orientation: EW Study period (hrs): 0.25
Vehicle Volumes and Adjustments
I Major Street: Approach Eastbound
Movement 1 2 3
L T R
1
873
0.00
0.00
9.1
A
9.1
A
Westbound
4 5 6
L T R
2 46
2 46
2
0 1
LTR
No
Southbound
10 11 12
L T R
1 1 23
1 1 23
2 2 2
0
No
0 1 0
LTR
Service
Southbound
10 11 12
LTR
25
1007
0.02
0.00
8.7
A
8.7
A
I Volume 6 14
Hourly Flow Rate, HFR 6 14
Percent Heavy Vehicles 2
Median Type Undivided
I RT Channelized?
Lanes
configuration
upstream Signal?
I Minor Street: Approach
Movement
0 1
LTR
No
Northbound
7 8 9
L T R
1 Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
I Median storage 1
Fla~ed Approach: Exists?
storage
RT Channelized?
I Lanes
configuration
1
1
2
o 0
o 0
2 2
o
No
o
1 0
LTR
I Approach
Movement
Lane Config
Iv (vph)
C(m) (vph)
v/e
195% queue length
Control Delay
LOS
Approach Delay
Approach LOS
I
Delay, Queue
EB WB
1 4
LTR LTR
6 2
1562 1604
0.00 0.00
0.00 0.00
7.3 7.2
A A
Length, and Level of
Northbound
789
LTR
I
HCS: Unsignalized Intersections Release 3.2
I
Phone:
I E-Mail:
Fax:
I Intersection:
City/state:
Analyst:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
101ST STREET & GUILFORD AVENUE
JTR
1
85
Time period Analyzed: AM PEAK
Date: PROPOSED
East/West street:
North/South Street:
Intersection Orientation: EW
I
Study period (hrs): 0.2S
I
Major Street Movements
Vehicle Volumes and Adjustments
1 2 345
L T R L T
Volume 6
Peak-Hour Factor, PHF 1.00
Peak-1S Minute Volume 2
Hourly Flow Rate, HFR 6
Percent Heavy Vehicles 2
Median Type Undivided
RT Channelized?
Lanes
Configuration
Upstream Signal?
Minor Street Movements
Volume
Peak Hour Factor, PHF
Peak-1S Minute Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Median Storage 1
Flared Approach: Exists?
storage
1
1.00
o
1
2
RT Channelized?
Lanes
Configuration
14
1.00
4
14
o 1
LTR
No
7
L
8
T
9
R
o
1.00
o
o
2
2
1.00
o
2
2
10
L
1
1.00
o
1
2
46
1.00
12
46
o 1
LTR
No
11
T
1
1.00
o
1
2
o
No
o
1 0
LTR
o
1.00
o
o
2
o
No
o
1 0
LTR
Pedestrian Volumes and Adjustments
Movements 13 14 1S 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
prog.
Flow
vph
Sat
Flow
vph
Upstream Signal Data
Arrival Green
Type Time
sec
Cycle
Length
sec
S2 Left-Turn
Through
S5 Left-Turn
Through
prog.
Speed
mph
6
R
1
I
I
12
R
1
23
1.00
6
23
2
I
I
I
1
1
Distance
to Signal
feet
I
I
I
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
I
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4
7
8
9
86
10
I
I
11
I
12
I
I
t(c,base) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t(c,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
P(hv) 2 2 2 2 2 2 2 2
t(c,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/lOO 0.00 0.00 0.00 0.00 0.00 0.00
t(3,lt) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
t(c,T): I-stage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2-stage 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00
t(c) 1-stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
2-stage 4.1 4.1 6.1 5.5 6.2 6.1 5.5 6.2
Follow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
t(f,base) 2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 2 2 2 2 2 2
t(f) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
Worksheet 5-Effect of Upstream Signals
Computation I-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
I
I
I
I
I
I
V prog
I Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (see)
Cycle Length, C (see)
I Rp (from table 9-2)
- Proportion vehicles arriving on green P
g(ql)
g(q2)
I g(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
V(t) V(l,prot) V(t) V(l,prot)
I alpha
beta
I Travel time, t(a) (see)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
I Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p
0.000
0.000
I Computation 3-Platoon Event periods
p(2 )
p(5)
p(dom)
I p(subo)
Constrained or unconstrained?
Result
0.000
0.000
Proportion
I unblocked
for minor
movements, p(x)
(1)
Single-stage
Process
(2) (3)
Two-Stage Process
stage I Stage II
I p(l)
p(4)
p(7)
p(8)
I p(9)
p(10)
p(ll)
I
87
Computation 4 and 5
Single-Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
V c,x 46 14 88 76 14 76 76 46
s
Px
V c,u,x
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stage1 Stage2 Stage1 Stage2 Stagel Stage2 Stage1 Stage2
I
I
I
V(c,x)
s
P(x)
V(c,u,x)
26
62
1700
26
50
1700
50
26
1700
50
26
1700
I
I
I
C(r,x)
C(plat,x)
I
Worksheet 6-Impedance and Capacity Equations
Step 1: RT from Minor st.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free st.
Step 2: LT from Major st.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free St.
Maj L-Shared Prob Q free st.
Step 3: TH from Minor St.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Probability of Queue free st.
Step 4: LT from Minor st.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Maj. L, Min T Impedance factor
Maj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
9
12
I
14
1066
1.00
1066
1.00
46
1023
1.00
1023
0.98
I
4
1
I
I
14
1604
1.00
1604
1.00
1.00
8
46
1562
1.00
1562
1.00
1.00
11
I
I
76
814
1.00
0.99
810
1.00
76
814
1.00
0.99
810
1.00
7
10
I
88
897
1.00
0.99
1.00
0.97
873
76
914
1.00
0.99
1.00
1.00
910
I
I
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
Step 3: TH from Minor st.
Part 1 - First stage
Conflicting Flows
Potential Capacity
8
11
I
26
874
50
853
I
88
I
II Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 871 852
Probability of Queue free st. 1.00 1.00
II Part 2 - Second Stage
Conflicting Flows 50 26
Potential Capacity 853 874
II Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 852 871
II Part 3 - Single Stage
Conflicting Flows 76 76
Potential Capacity 814 814
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.99 0.99
I Movement Capacity 810 810
Result for 2 stage process:
a 0.00 0.00
1 y 0.00 0.00
C t 810 810
Probability of Queue free st. 1.00 1.00
II Step 4: LT from Minor st. 7 10
Part 1 - First Stage
Conflicting Flows 26 SO
1 Potential Capacity 992 963
Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 1.00 1.00
Movement Capacity 988 962
I Part 2 - Second Stage
Conflicting Flows 62 26
Potential Capacity 949 992
I Pedestrian Impedance Factor 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.98 1.00
Movement capacity 925 988
I Part 3 - Single Stage
Conflicting Flows 88 76
Potential Capacity 897 914
Pedestrian Impedance Factor 1.00 1.00
Maj. L, Min T Impedance factor 0.99 0.99
II Maj. L, Min T Adj. Imp Factor. 1.00 1.00
Cap. Adj. factor due to Impeding mvmnt 0.97 1.00
Movement Capacity 873 910
I :esul ts for Two-stage process:
0.00 0.00
y 0.00 0.00
C t 873 910
I Worksheet a-Shared Lane Calculations
I Movement 7 8 9 10 11 12
L T R L T R
Volume (vph) 1 0 0 1 1 23
Movement Capacity (vph) 873 810 1066 910 810 1023
II Shared Lane Capacity (vph) 873 1007
Worksheet 9-Computation of Effect of Flared Minor Street Approaches
II Movement 7 8 9 10 11
L T R L T
12
R
I C sep
Volume
Delay
873
1
810
o
1066
o
910
1
810
1
1023
23
I
89
Q sep +1
round (Qsep +1)
1
n max
C sh
SUM C sep
n
C act
873
1007
I
I
Worksheet 10-De1ay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LTR LTR LTR LTR
v (vph) 6 2 1 25
C(m) (vph) 1562 1604 873 1007
vlc 0.00 0.00 0.00 0.02
95% queue length 0.00 0.00 0.00 0.00
Control Delay 7.3 7.2 9.1 8.7
LOS A A A A
Approach Delay 9.1 8.7
Approach LOS A A
Worksheet 11-Shared Major LT Impedance and Delay
I
I
I
I
Movement 2 Movement 5
p(oj) 1.00 1.00
v (i1) , Volume for stream 2 or 5 14 46
v ( i2 ) , Volume for stream 3 or 6 0 0
s(i1), Saturation flow rate for stream 2 or 5 1700 1700
s(i2), Saturation flow rate for stream 3 or 6 1700 1700
p*(oj) 1.00 1.00
d(M,LT), Delay for stream 1 or 4 7.3 7.2
N, Number of major street through lanes 1 1
d(rank,l) Delay for stream 2 or 5 0.0 0.0
1
I
I
I
I
I
I
I
1
I
I
90
I
I
HCS: Unsignalized Intersections Release 3.2
TWO-WAY STOP CONTROL SUMMARY
I Intersection: 101ST STREET & GUILFORD AVENUE
Analyst: JTR
Project No.:
Date: PROPOSED
I East/West Street:
North/South street:
Intersection Orientation: EW study period (hrs): 0.25
I Major street:
Vehicle Volumes and Adjustments
Approach Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
I Volume 37
Hourly Flow Rat~, HFR 37
Percent Heavy Vehicles 2
Median Type Undivided
I RT Channelized?
Lanes
Configuration
upstream Signal?
I
56
56
o
o
2
34
34
Minor Street:
Approach
Movement
7
L
Northbound
8
T
9
R
0 1
LTR
No
Southbound
10 11 12
L T R
0 1 16
0 1 16
2 2 2
0
No
0 1 0
LTR
o 1
LTR
No
I
Volume 1 0 0
Hourly Flow Rate, HFR 1 0 0
Percent Heavy Vehicles 2 2 2
Percent Grade (%) 0
Median storage 1
Flared Approach: Exists? No
Storage
RT Channelized?
Lanes 0 1 0
Configuration LTR
I
I
I Delay, Queue
Approach EB WB
Movement 1 4
Lane Config LTR LTR
v (vph) 37 0
C(m) (vph) 1578 1549
v/c 0.02 0.00
95% queue length 0.00 0.00
Control Delay 7.3 7.3
LOS A A
Approach Delay
Approach LOS
Length, and Level of Service
Northbound Southbound
7 8 9 10 11 12
LTR LTR
1
764
0.00
0.00
9.7
A
9.7
A
17
1012
0.02
0.00
8.6
A
8.6
A
Hes: Unsignalized Intersections Release 3.2
Phone:
E-Mail:
Fax:
Intersection:
City/State:
Analyst:
TWO-WAY STOP CONTROL(TWSC) ANALYSIS
101ST STREET & GUILFORD AVENUE
JTR
91
Time period Analyzed: PM PEAK
Date: PROPOSED
East/West Street:
North/South Street:
Intersection Orientation: EW
I
Study period (hrs): 0.25
I
Major Street Movements
Vehicle Volumes and Adjustments
1 2 345
L T R L T
I
Volume 37
Peak-Hour Factor, PHF 1.00
peak-15 Minute Volume 9
Hourly Flow Rate, HFR 37
Percent Heavy Vehicles 2
Median Type Undivided
RT Channelized?
Lanes
Configuration
Upstream Signal?
Minor Street Movements
7
L
Volume
Peak Hour Factor, PHF
Peak-15 Minute Volume
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Percent Grade (%)
Median Storage 1
Flared Approach: Exists?
Storage
1
1.00
o
1
2
RT Channelized?
Lanes
Configuration
6
R
56
1.00
14
56
34
1.00
8
34
I
o
1.00
o
o
2
o 1
LTR
No
o 1
LTR
No
I
8
T
9
R
10 11
L T
12
R
I
o
1.00
o
o
2
o
o
1.00
o
o
2
16
1.00
4
16
2
I
1
1.00
o
1
2
o
o
1.00
o
o
2
I
No
No
o
1 0
LTR
o
I
1
LTR
o
I
Pedestrian Volumes and Adjustments
Movements 13 14 15 16
Flow (ped/hr) 0 0 0 0
Lane Width (ft) 12.0 12.0 12.0 12.0
Walking Speed (ft/sec) 4.0 4.0 4.0 4.0
Percent Blockage 0 0 0 0
prog.
Flow
vph
Sat
Flow
vph
S2 Left-Turn
Through
S5 Left-Turn
Through
I
Upstream Signal Data
Arrival Green
Type Time
see
prog.
Speed
mph
Distance
to Signal
feet
Cycle
Length
sec
Worksheet 3-Data for Computing Effect of Delay to Major Street Vehicles
Movement 2 Movement 5
Shared 1n volume, . th vehicles: 56 34
ma~or
Shared 1n 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
Worksheet 4-Critical Gap and Follow-up Time Calculation
Critical Gap Calculation
Movement 1 4
7
8
10
12
11
9
92
I t(c,base) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
t(e,hv) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
I P ( hv) 2 2 2 2 2 2 2 2
t(e,g) 0.20 0.20 0.10 0.20 0.20 0.10
Grade/100 0.00 0.00 0.00 0.00 0.00 0.00
t(3,lt) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
I t(e,T): I-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
tee) I-stage 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
2-stage 4.1 4.1 6.1 5.5 6.2 6.1 5.5 6.2
I Follow-Up Time Calculations
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
I t(f,base) 2.20 2.20 3.50 4.00 3.30 3.50 4.00 3.30
t(f,HV) 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
P(HV) 2 2 2 2 2 2 2 2
t(f) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
I Worksheet 5-Effect of Upstream Signals
I Computation 1-Queue Clearance Time at Upstream Signal
Movement 2 Movement 5
Vet) V(l,prot) vet) V(l,prot)
I V prog
Total Saturation Flow Rate, s (vph)
Arrival Type
Effective Green, g (sec)
Cycle Length, C (sec)
I Rp (from table 9-2)
Proportion vehicles arriving on green P
g(ql)
I g ( q2 )
g(q)
Computation 2-Proportion of TWSC Intersection Time blocked
Movement 2 Movement 5
vet) V(l,prot) vet) V(l,prot)
alpha
beta
Travel time, tea) (sec)
Smoothing Factor, F
Proportion of conflicting flow, f
Max platooned flow, V(c,max)
Min platooned flow, V(c,min)
Duration of blocked period, t(p)
Proportion time blocked, p
Computation 3-Platoon Event Periods
0.000
0.000
Result
p(2 )
peS)
p(dom)
p(subo)
Constrained or unconstrained?
0.000
0.000
I Proportion
unblocked
for minor
movements, p(x)
(1)
Single-stage
Process
(2) (3)
Two-Stage Process
stage I Stage II
pel)
p(4)
p(7)
peS)
p(9)
p(lO)
p(ll)
93
Computation 4 and 5
Single-Stage Process
Movement 1 4 7 8 9 10 11 12
L L L T R L T R
V c,x 34 56 172 164 56 164 164 34
s
Px
V c,u,x
C r,x
C plat,x
Two-Stage Process
7 8 10 11
Stage1 Stage2 Stage1 Stage2 Stage1 Stage2 Stage1 Stage2
1
I
I
I
V(c,x)
s
P(x)
V(c,u,x)
130
42
1700
130
34
1700
34
130
1700
34
130
1700
I
I
C(r,x)
C(plat,x)
I
Worksheet 6-Impedance and capacity Equations
Step 1: RT from Minor St.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free st.
Step 2: LT from Major st.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Movement Capacity
Probability of Queue free st.
Maj L-Shared Prob Q free st.
Step 3: TH from Minor st.
Conflicting Flows
Potential Capacity
Pedestrian Impedance Factor
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
Probability of Queue free st.
Step 4: LT from Minor St.
Conflicting Flows
Potential Capacity
pedestrian Impedance Factor
Maj. L, Min T Impedance factor
Maj. L, Min T Adj. Imp Factor.
Cap. Adj. factor due to Impeding mvmnt
Movement Capacity
9
12
1
56
1011
1.00
1011
1.00
34
1039
1.00
1039
0.98
I
4
1
I
56
1549
1.00
1549
1.00
1.00
34
1578
1.00
1578
0.98
0.98
I
8
11
I
I
164
729
1.00
0.98
711
1.00
164
729
1.00
0.98
711
1.00
7
10
I
172
791
1.00
0.97
0.98
0.97
764
164
801
1.00
0.98
0.98
0.98
786
Worksheet 7-Computation of the Effect of Two-stage Gap Acceptance
step 3: TH from Minor st.
Part 1 - First Stage
Conflicting Flows
Potential Capacity
8
11
130
789
34
867
94
n Max
C sh
SUM C sep
n
C act
764
1012
I
I
I
Q sep +1
round (Qsep +1-)
Worksheet la-Delay, Queue Length, and Level of Service
Movement 1 4 7 8 9 10 11 12
Lane Config LTR LTR LTR LTR
v (vph) 37 0 1 17
C(m) (vph) 1578 1549 764 1012
vlc 0.02 0.00 0.00 0.02
95% queue length 0.00 0.00 0.00 0.00
Control Delay 7.3 7.3 9.7 8.6
LOS A A A A
Approach Delay 9.7 8.6
Approach LOS A A
Worksheet I1-Shared Major LT Impedance and Delay
I
I
1
I
Movement 2 Movement 5
p(oj) 0.98 1.00
v(il), Volume for stream 2 or 5 56 34
v ( i2 ) , Volume for stream 3 or 6 0 0
s(il), Saturation flow rate for stream 2 or 5 1700 1700
s ( i2 ) , Saturation flow rate for stream 3 or 6 1700 1700
p*(oj) 0.98 1.00
d(M,LT) , Delay for stream 1 or 4 7.3 7.3
N, Number of major street through lanes 1 1
d(rank,l) Delay for stream 2 or 5 0.2 0.0
I
I
I
I
I
I
I
I
I
I
I
96
I