HomeMy WebLinkAboutTraffic Impact Analysis US 31 & I-465
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TRAFFIC' I.MPACT ANALYSIS
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PROPOSED ClARIA.N HEALTH HOSPITAL'
1..465 &. U~'S. 31 '
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, CARMEL', INDIANA,
PREPARED FOR
, CLARIAN HEALTH
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NOVEMBER 2002
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A&F'ENGINEERING CO.. L.LC
CONSULTING ENGINEERS
8425 KEYSTONE CROSSING, SUITE 200
INDIANAPOLlS,'INDIANA 46240
, (317) 202-0864 .
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TRAFFIC IMPACT ANALYSIS
PROPOSED CLARIAN HEALTH HOSPITAL
1-465 & U,.S. 31
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CARMEL, INDIANA
PREPARED FOR
CLARIAN HEALTH
NOVEMBER 2002
PREPARED By:
A & F ENGINEERING CO., llC
CONSULTING ENGINEERS
8425 KEYSTONE CROSSING, SUITE 200
INDIANAPOLIS, IN 46240
PHONE 317-202-0864
FAX 317-202-0908
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CLARlAN HEALTH - NORTH HOSPlTAL
-
TRAFFIC IMPACT ANALYSIS
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COPYRIGHT
This Analysis and the ideas, designs and concepts contained herein are the
exclusive intellectual property of A&F Engineering Co., LLC. and are not
to be used or reproduced in whole or in part, without the written consent
of A&F Engineering Co., LLC.
@2002, A&F Engineering Co., LLC.
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CIARlAlV HEALTH - NORTll HOSPITAL
TRAFFiC IMPACT ANALYSIS
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TABLE OF CONTENTS
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LIST OF FIGURES .. H....... ......... ............... ......... H............. ................................... H..... H..................... II
CERTIFlCA TION ................ ................. 'H ... ........................ ........................ ..... '''. ............H.............. ...... ............. ..... ... .In
INTRODUCTJON.... .. ........................................... ............................................................ ........................ I
PURPOSE........ ........... ........... .............. ..... .. .......... .............. ..... ...... ........... ......... .......... ......... .............. .... .......... ....... ... I
SCOPE OF \VORK ........ . H ............................. ................ . H ................... ................... .......m....... H ................... ]
DESCRIPTION OF THE PROJECT ............m...... ....... .................................... ....m........... ................................................2
STUDY AREA.... .................................. ................................ .................. ............. ................................. .................... ........ 4
DESCRIPTION OF THE ABUTTfNG STREET SYSTEM .................................... ................................................................4
TRAFFIC DATA.. H H.................. H..................... ............... ......... ......................................... ............ H.... .H....................... 5
GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT...................o.u........................................................... 5
TABLE I - GENERATED TRIPS FOR PROPOSED DEVELOPMENT.......m..................................................................... 5
INTEI{NAL TRJPS................. ............... ....... ................. ..... ... ............ ..................................... .. .......... ...... ....................... 7
PASS-BY TRIPS ................. ....................H....H....................................dd........... ... ........................................................7
ANNUAL GROWTlI RATE FOR BACKGROUND TRAFFICd..........H .............................................. ................................. 7
TABLE 2 - ANNUAL GROWTH RATES FOR BACKGROUND TRAFFIC ............m.... ..H............................................7
PEAK HOUR. ...................................... ........ .............. """'''.. ....H......................................d............ ..........H...... 7
ASSIGNMENT AND DISTRIBUTION OF GENERATED TRIPS .................................d.d........H...m........................... 8
PROPOSED DEVELOPMENT GENERATED TRIPS ADDED TO THE STREET SYSTEM .......................................... ........ 8
YEAR 20] 2 TRAFFIC VOLUMES.......... .. ............. -.- . .. ........ ....................... ............. ............... .............................. 8
CAPACITY ANALYSIS ................................................................................ .... ........................................................11
DESCRIPTION OF LEVELS OF SERVICE ............................. ............................................................. ................. ..... II
CAPAClTY ANALYSES SCENARIOS....... ............................................................ ..................13
TABLE 3 - LEVEL OF SEI{V1CE SUMMARY: U.S. 3] & I 06TH STREET ..........................___........................................... 18
TABLE 4 - LEVEL OF SERVICE SUMMARY: U.S. 31 & I 03RD STREET ............................................................_....... 19
TABLE 5 - LEVEL OF SERVICE SUMMARY: PENNSYLVANIA STREET & I06TH STREE./.....................................21
TABLE 6 - LEVEL OF SERVICE SUMMARY: PENNSYLVANIA STREET & 1 03lill STREET ..............................................22
TABLE 7 - LEVEL OF SERVICE SUMMARY: COLl.EGE A VENUE & I OJRD STREET .................... ........................ 24
TABLE 8 - LEVEL OF SERVICE SUMMARY: COLLEGE AVENUE & PENNSYLVANIA PARKWAy.................................. 25
TABLE 9 - LEVEL OF SERVICE SUMMARY: COLLEGE AVENUE & 10 I Sf STREET.... ................................................26
TABLE 10 - LEVEL OF SERVICE SUMMARY: PENNSYLVANIA PARKWA Y & ACCESS DRIVE] ................................... 27
TABLE I] - LEVEL OF SERV1CE SUMMARY: PENNSYLVANIA PARKWA Y & ACCESS DRIVE 2................................... 28
TABLE 12 - LEVELOF SERVICE SUMMARY: PENNSYLVANIA PARKWAY & ACCESS DRIVE 3 ................................... 29
TABLE 13 - LEVEL OF SERVICE SUMMARY: PENNSYLVANIA PARKWAY & ACCESS DRIVE 4............. ........ 30
CONCLUSIONS............................................. .............. ......................................................... .._.......... ..... ..................31
RECOMMENDATIONS ............ ... .......... ............... ................................. ................ .. . ................. ....................................38
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CLARJAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
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LIST OF FIGURES
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FIGURE I: AREA MAP......................................................... ........................................................................................ 3
FIGURE 2: EXISTfNG INTERSECTION GEOMETRICS.............................................................................. . ................. 6
FJGURE 3: ASSIGNMENT AND DISTRIBUTION OF GENERATED TI<AFFIC VOLUMES FIGURE 4: GENERATED TRAFFIC
VOLUMES FOR PROPOSED DEVELOPMENT ................................................................... ................. .................... 9
FIGURE 4: GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT ................................................................10
FIGURE 5: EXISTING TRAFFIC VOLUMES.......................................................................... ....... .................................. 14
FIGURE 6: SUM OF EXISTING AND PROPOSED DEVELOPMENT TRAFFIC VOLUMES ....................................................... 15
FIGURE 7: YEAR 2012 TRAFFIC VOLUMES ............................................................................. ...--................ 16
FIGURE 8: SUM OFYEAR 2012 AND PROPOSED DEVELOPMENT TRAFFIC VOLUMES.................................................... 17
FIGURE 9: PROPOSED INTERSECTION GEOMETRICS FOR SCENARIO 2 (EXISTING AND PROPOSED DEVELOPMENT
TRAFFIC VOLUMES)... ............. ............. ......... .......... ......... ............ .......... ............... ................ ......... .......... ........ 41
FIGURE 10: PROPOSED INTERSECTION GEOMETRICS FOR SCENARIO 4 (YEAR 2012 AND PROPOSED DEVELOPMENT
TRAFFIC VOLUMES)................ . .........___..___....................................... ................... ...................... ......... .......42
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CL4.RlA1V HEALTH - NORTH HOSPITAL
TRAFFIC Ill4PACT ANALYSIS
CERTIFICATION
I certify that this TRAFFlC IMPACT ANALYSIS has been prepared by me and under my immediate
supervision and that I have experience and training in the field of traffic and transportation
engmeenng.
A&F ENGINEERING CO., INC.
d lo. /--:: ---A -../I.
Steven J. F ehribach, P oE.
Indiana Registration 890237
/ ~dVJ11!!f~
R. Matt Brown P .E.
Indiana Registration 10200056
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CLARlAN HEALTH - NORTIJ HOSPITAL
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TRAFFIC IMPACT ANALYSIS
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INTRODUCTION
This TRAFFIC IMP ACT ANALYSIS, prepared at the request of the Carmel Department of Community
Services on behalf of Clarian Health, is fOT a proposed hospital and medical offices that will be
located just north ofIA65 and east of U.S. 31.
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 roathvay 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 determil1c 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 Lngress 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 traffic volume counts at the following locations:
. U.S. 31 & 1061h Street
. US. 31 & l03rd Street
. Pennsylvania Street & 106th Street
. Pennsylvania Street & l03rd Street
. College Avenue & 103rd Street
D College Avenue & Pennsylvania Parkway
III College A venue & 101 sl Street
Second, to estimate the number of new trips that will be generated by the proposed development.
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CLARJAN HEALTH - NORTH HOSPlTAL
TRAFFIC IMPACT ANALYSIS
Third, to assign the generated traffic volumes to the driveways an(Vor roadways that will serve to
provide access to the proposed development.
Fourth, to distribute the generated traffic volumes from the proposed development onto the public
roadway system and intersections that have been identified in the study area.
Fifth, to prepare an analysis induding a capacity analysis and level of service analysis for each
intersection included in the study area for each of the following scenarios:
SCENARIO 1: Existing Conditions - Based on existing roadway conditions and traffic
volumes.
SCENARIO 2: Proposed Development - Add the traffic volumes that will be generated by
the proposed development to the existing traffic volumes.
SCENARIO 3: Year 2012 - Project the existing traffic volumes ten years fOf\Vard using a
growth rate.
SCENARIO 4: Year 20] 2 with Proposed Development - Add the traffic volumes that will
be generated by the proposed development to the projected year 2012 traffic
volumes.
Finally, to prepare a TRAFFIC IMPACT ANALYSIS documenting all data, analyses, conclusions
and recommendations to provide for the safe and efficient movement of traffic through the study
area.
DESCRIPTION OF THE PROJECT
The proposed development will be located in the Tl0l1hcast quadrant of U.S. 31 and 1-465 in Carmel,
Indiana. As proposed, the development will consist of 374,732 square feet of hospital use and
1 56,058 square feet of medical office land use. Figure lis an area map of the proposed site.
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A REA MAP
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CUR/A.N HEALTH - NORTH HOSPITAL
II -
TRAFFIC IMPACT ANALYSIS
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STUDY AREA
The study area defined for this analysis will include the following intersections:
. U.S. 31 & 1061h Street
o U.S. 31 & 103rd Street
. Pennsylvania Street & 1061h Street
. Pem1sy]vania Street & 103rd Street
. College Avenue & 103rd Street
. College Avenue & Pennsylvania Parkway
. College Avenue & 101 sl Street
Ii) All Proposed Access Points
DESCRIPTION OF THE ABUTTING STREET SVSTKM
This proposed development would be served by the public roadway system that includes 1-465, U.s.
31) I061h Street, I 03rd Street, College A venue and Pennsylvania Parkway.
1- 465 - is a major Interstate loop Ihat surrounds the greater Indianapolis metropolitan area.
U.S. 3] - is a north-south, four-Jane divided highway that runs the entire length of Indiana and
serves as a major arterial to severa] mid-size cities throughout the state. This roadway becomes
Meridian Street within the Indianapolis City limits.
] 06TH STREET - is an east-west, 2-lane roadway that serves several residential developments
within the City of Carmel. The posted speed limit along this roadway in the vicinity of the site is
35 mph.
I03)ill STREET - is a minor east-west 2-lane roadway. The posted speed limit along this roadway
in the vicinity ofthe site is 35 mph.
COLLEGE AVENUE - is a north-south, 2-lane roadway that serves many residential areas
throughout Marion County and Hamilton County. The posted speed limit along this roadway in
the vicinity of the site is 35 mph.
PENNSYLVANIA PARKWAy/STREET - Pennsylvania Parkway is an east-west 4-lane roadway that
becomes Pennsylvania Street north of 103rd Street. The posted speed limit along this road\vayin
the vicinity ofthe site is 35 mph.
u.s. 31 & l06'h Street - This intersection is currently controlled with an automatic traffic signal.
The existing intersection geometries are illustrated on Figure 2.
us. 31 & 103rd Street - This intersection is currently controlled with an automatic traffic signal.
The existing intersection geometries arc illustrated on Figure 2.
Pennsylvania Street & l06'h Street - This intersection is currently controlled with an automatic
traffic signal The existing intersection geometries are illustrated on Figure 2.
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TRA.EFIC IMPACT ANALYSIS
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Pennsylvania Street & J 03rJ Street - This intersection is currently controlled as a four-way stop.
The existing intersection geometries are illustrated on Figure 2.
College Avenue & J 03rd Street - This intersection is currently controlled with an automatic traffic
signal. The existing intersection geometries are illustrated on Figure 2.
College Avenue & Pennsylvania Parbvay - This "T-intersection" is currently controlled with
Pennsylvania Parkway stopping for CoJIege Avenue. The existing intersection geometries are
illustrated on Figure 2.
College A venue & 101'" Street - This 'T-intersection" is currently controlled with 1 0 1 sl Street
stopping for College A venue. The existing intersection geometries are illustrated on Figure 2.
TRAFFIC DATA
Peak hour manual turning movement traffic volume counts were made at each of the study
intersections by A&F Engineering Co., LLC. The traffic volume counts include an hourly total
of all "through" traffic and all "turning" traffic at the intersection. The traffic volume counts
were made during the hours of 6:00 AM to 9:00 AM and 3: 00 PM to 6:00 PM in October 2002.
These counts are included in Appendix A.
GENERATED TRAFFIC VOl,UMES FOR PROPOSED DEVELOPMENT
The eslimate of traffic to be generated by the proposed development is a function of the
development size and ofthe character of the land llse. Trip Generationl report was used to calculate
the number 6f 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 summarizes the trips that will be generated by the proposed development.
TABLE 1 - GENERA TED TRIPS fOR PROPOSED DEVELOPMENT
DEVELOPMENT INFORMATION GENERA TED TRIPS
LAND USE ITE AM AM PM PM
CODE SIZE ENTER EXIT ENTER EXIT
Hospital 610 374,732 SF 273 101 87 277
Medical Office 720 156,058 SF 303 76 154 417
TOTAL 576 177 241 694
I Tnj) Generation, Institute of Tr;msportation Engineers, Sixth Edition, 1997.
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fOIST STREET AND COLLEGE A VENUE
FIGURE 2
EXISTING INTERSECTION
GEOMETRICS
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INTERNAL TRIPS
An internal trip results when a trip is made between two land uses without using the roadway
system. A small number of internal trips might occur between the land uses considered in this
study. However, these trips are assumed to be negligible in order to create a worst case scenario.
PAss-BY TRIPS
Pass-by trips are trips already on the roadway system that decide to enter a land use. These tnps
are typically associated with retail land uses. The proposed development will consist of medical
uses only. Therefore, no reduction is applied for pass-by trips.
ANNUAL GROWTH RATE FOR BACKGROUND TRAFFIC
In order to forecast future background traffic volumes, annual growth rates were detemJined on a
street by street basis. The following table summarizes the annual growth rate used on each study
roadway.
TABLE 2-ANNUAL GROWTH RATES FOR BACKGROUND TRAFFIC
STUDY ROADWAY ANNUAL
GROWTH RATE
U.S. 31 1.0 % per Year
I061h Street 2.5 % pcr Y car
College A venue 2.5 % per Year
10 I st Street 0.25 % per Year
10 3 nJ Street 0.25 % per Year
Pennsylvania Parkway/Street 0.25 % per Year
PEAK HOUR
The peak hour is based on the traffic volume counts collected at the study intersections. The peak
hour varies by intersection. Throughout this analysis, all references to the peak hour will be for the
peak hour at the individual intersections to represent the "worst caseD scenario.
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CLARIAl" HEALTH - NORTH HOSPITAL
TRAFFIC TI~lPACT ANALYSIS
ASSIGNMENT AND DISTRIBUTION OF GENERATED TRIPS
The study methodology used to determine the traffic volumes, from the proposed development, that
will be added to the street system is defined as follows:
I. The volume of traffic that will enter and exit the site must be assigned to the various access
points and to the public street system. Using the traffic volume data collected for this
analysis, traffic to and from the proposed new site has been a<;signed to the proposed
driveways and to the public street system that will be serving the site.
2. To determine the volumes of traffic that will be added to the public roadway system, the
generated traffic must be distributed by direction to the public roa(hvays at their
intersection with the driveway. For the proposed development, the distributlO11 was based
on the existing traffic patterns and the assignment of generated traffic.
The assignment and distribution of generated traffic volumes for the proposed development are
shown on Figure 3.
PROPOSED DEVELOPlVIENT GENERATED TRIPS ADDED TO THE STREET
SYSTEM
Generated traffic volumes that can be expected from the proposed development have been
prepared for each of the proposed access pohltS and for each of the study area intersections. The
peak hour generated trame volumes are shown on Figure 4. These data are based on the
previously discussed trip generation data, assignment of generated traffic, and distribution of
generated traffic.
YEAR 2012 TRAFFIC VOLUMES
To evaluate the future impact ofthis development on the public roadway system, the existing
traffic volumes must be projected fonvard to a design year. The design year used for this project
will be year 20] 2. The year 2012 projected traffic volumes are shown on Figllre 6.
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ASSIGNMENT & DISTRIBUTION
OF GENERA TED TRAFFIC VOLUMES
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FIGURE 4
GENERA TED TRAFFIC VOLUMES
FOR PROPOSED DEVELOPMENT
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TRAFFIC IMPACT ANAU'SlS
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CAPACITY ANALYSIS
The "efficiency" of an intersection is based on its ability to accommodate the traftie volumes that
approach the intersection. The "efficiency" of an intersection is designated by the Level-of-
Service (LOS) of the intersection. The LOS of an intersection is determined by a series of
calculations commonly called a "capacity analysis". Input data into a capacity analysis include
traffic volumes, intersection geometry, number and use of lanes and, in the case of signalized
intersections, traffic signal timing. To determine the level of service at each of the study
intersections, a capacity analysis has been made using the recognized computer program based
on the Highway Capacity Manual (HCM/.
DESCRIPTION OF LEVE'LS OF SERVICE
The following descriptions are for signalized intersections:
Level of Service A - describes operations with a very low delay, less than or equal to lO.O
seconds per vehicle. This occurs when progression is extremely favorable,
and most vehicles arrive during the green phase. Most vehicles do not
stop at all.
Level of Service B - describes operations with delay in the range of 10.1 to 20.0 seconds per
vehicle. This gcnerally occurs with good progression. tv10re vehicles stop
than LOS A, causing higher levels of average delay.
Level of Service C - describes operation with delay in the range of 20.1 seconds to 35.0
seconds per vehicle. These higher delays may result from failed
progression. The number of vehicles stopping is significant at Ihis level,
although many still pass through the intersection without stopping.
2 Transportation Research Board, National Research COlillCil, Washington, DC, 2000.
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TRAFFIC IMPACT ANALYSIS
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Level of Service D - describes operations with delay in the nmge of 35.] to 55.0 seconds per
vehicle. At level of service D, the influence of congestion becomes more
noticeable. Longer delays may result from some combinations of
unfavorable progressiOn. Many vehicles stop, and the proportion of
vehicles not stopping declines.
Level of Service E - describes operations wiLh delay in the range of 55.] to 80.0 seconds per
vehicle. This is considered Lo be the limit of acceptable delay. These high
delay values generally indicate poor progression and long cycle lengths.
Level of Service F - describes operations with delay in excess of 80.0 seconds per vehicle.
This is considered to be unacceptable 10 mosL drivers. This condition
otten occurs wiLh oversaturation, i.e., when arrival now rates exceed the
capacity of the inLersection. Poor progression and long cyc Ie lengths may
also be major contribuLing causes to such delay levels.
The following lisL shows the delays related to the levels of service for unsignalized in1ersections:
Level of Service
A
B
C
D
E
F
Control Delay (seconds/vehicle)
Less than or equal to 10
Between 10.1 and 15
Between] 5.1 and 25
Between 251 and 35
Between 35.1 and 50
greater than 50
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. .-
TRAFFIC IMPACT ANALYSIS
--
-
CAPACITY ANALYSES SCENARIOS
To evaluate the proposed development's effect on the public street system, the traffic volumes
from each of the various parts must be added together to form a series of scenarios that can be
analyzed. The analysis of these scenarios determines the adequacy of the existing roadway
system. From the analysis, recommendations can be made to improve the public street system so
it will accommodate the increased traffic volumes.
An analysis has been made for the AM peak hour and PM peak hour for each of the study
intersections for each of the following scenarios:
SCENARIO 1: Existing Traffic Volumes - These are the traffic volumes that were obtained
in October 2002. Figure 5 is a summary of these traffic volumes at the
study intersections.
SCENARIO 2: Year 2012 Traffic V o/umes + Proposed Development Traffic Volumes -
Figure 6 is a summary of these traffic volumes at the study intersections tor
the peak hour.
SCENARIO 3: Year 2012 TrafJic Volumes - Figure 7 is a summary of these traffic volumes
at the study intersections for the peak hour.
SCENARIO 4: Year 2012 Tn~ffic Volumes + Proposed Development Traffic Vo/umes -
Figure 8 is a summary of these traffic volumes at the study intersections for
the peak hour.
The requested analyses have been completed and the computer solutions showing the level of
service results are included in Appendix A. TI1C tables that are included in this report are "a
summary of the results ofthe level of service analyses and are identified as follows:
Table 3 - U.S. 31 & 1 06lh Street
Table 4 - U.S. 31 & J 03rd Street
Table 5 - Pennsylvania Street & 1061h Strcet
Table 6 ~ Pennsylvania Street & 103rd Street
Table 7 - College Avenue & l03rd Street
Table 8 - College A venue & Pennsylvania Parkway
Table 9 - College Avenue & 101 sI Street
Table 10- Pennsylvania Parkway & Access Drive 1
Table 11 - Pennsylvania Parkway & Access Drive 2
Table 12 - Pemlsylvania Parkway & Access Drive 3
Table 13 - Pennsylvania Parkway & Access Drive 4
13
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trl ~ 4 -&" 233 (351)
(111) 1311' ~ t ,.
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(175) 146. -;::::,..,.,
co <.D ~
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~ ';:: ~ ...... 3B 1 (247)
+l ~ 4 -&" 69 (13)
(313) 352 j ~ t it
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t ,.
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LEGEND
00 = A.M. PEAK HOUR
(00) = P.M. PEAK HOUR
= NEGLIGIBLE
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EXISTING TRAFFIC VOLUMES
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~ l 4 +' 69 (13)
(13) 352.1'- ~ t ,.
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( 45) 123 "'\.
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c:-.J I-f") -..
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(77) 10 J' ~ t r+
(53) 23 -.. ~ C. ::2
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(t) 1.:J" t (I
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FIGURE 6
SUM OF EXISTING & GENERATED
TRAFFIC VOLUMES
FOR PROPOSED DEVELOPMENT
C9 2002, A&F Engineering Co, LLC
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(00) = P.M. PEAK HOUR
= NEGLIGIBLE
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FIGURE 7
YEAR 2012 TRAFFIC VOLUMES
(g 2002, A&F E~g!!l.eeriflg. Co., LLC
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FIGURE 8
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-- 284 (613
+' 0 (0)
+oa r+
(409) 598 -+- ~ "
38) 92"'l- -
_ 174 (85)
.. 6 (2)
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(256) 157 _. ""
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""'> PENNSYL VANIA PKWy.
~
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..r 11 (6)
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(*) -= -.. * ~ ,......
(*) · ~ s~'~
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00
a
SUM OF YEAR 2012 &
GENERA TED TRAFFIC VOLUMES
FOR PROPOSED DEVELOPMENT
-- 157 (78)
...r 17 (7)
~ ,.
(235) 152.... ~ <f1
(94) 225"'l-
@ 2002. A&F Engineering Co, LLC
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CURlAlV HEALTH - NORTIJ HOSl'lTAL
TRAFFIC IMPACT ANALYSIS
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TABLE 3 - LEVEL OF SERVICE SUMMARY: U.S. 31 & 106TH STREET
AM PEAK HOUR
MOVEMENT SCENARIO
1 IA 2A 3A 3B 4B
Northbound Approach C D D 0 C C
Southbound Approach F D E D C C
Eastbound Approach E D D E D D
Westbound Approach F E E F F F
lntersection F D D E D D
PM PEAK HOUR
MOVEMENT SCENARIO
I IA 2A 3A 3B 4B
Northbound Approach C C C 0 C C
Southbound Approach F C C D C C
Eastbound Approach E 0 E E 0 D
Westbound Approach F F F F F F
lntersection F 0 D E D D
SCENARIO I:
SCENARIO I A:
SCENARIO 2A:
SCENARIO 3A:
SCENARIO 3B:
SCENARIO 4B:
Existing Traffic Volumes with Existing Conditions
Existing Traffic Volumes with*
. One additional southbound through lane
Sum of Existing and Proposed Development Traffic Volumes with*
. One additional southbound through lane
Sum of Existing and Year 2012 Traffic Volumes with*
. One additional southbound through lane
Sum of Existing and Year 20] 2 Traffic Volumes with*
. Two additional southbound through lanes
. One additional northbound through lane
Sum of Existing, Year 2012 and Proposed Development Traffic Volumes
wilh*
lJ Two additional southbound through lanes
. One additional northbound through lane
*
All additions for each scenario are made from the existing conditions.
18
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ClARIAN HEALTH - NORTHHOSPlTAL
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TRAFFIC IMPACT ANALYSIS
TABLE 4 - LEVEL Of SERVICE SUMMARY: U.S. 31 & 103RD STREET
AM PEAK HOUR
MOVEMENT SCENARIO
1 2 2A 2B 3 3A 4B 4C
Northbound Approach D D D C E C C C
Southbound Approach D D C C D C C C
Eastbound Approach D D D 0 D D D D
Westbound Approach F F F D F D E E
Intersection D D D C E C C C
PM PEAK HOUR
MOVEMENT SCENARIO
1 2 2A 2B 3 3A 4B 4C
Northbound Approach C D D 0 D C D C
Southbound Approach C E D D D C D C
Eastbound Approach F F F 0 F E D D
Westbound Approach F F F E F F F E
Intersection D F F 0 E D D D
Note: See next page tor scenario descriptions.
19
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CLARlAN HEALTH - NORTH HOSPlHL
TRAFFIC IMPACT ANALYSIS
- ~. ~ ,~rJ m ~ ~ ~<': 'I' ~ ~ ~ -: '''' l' 11' e~"',., ~.::..:~. {. "~'::- " l -" : t' 1.. ~ - i'i'':: ~ '" , ': c. ! I - ~:'._ - - ';... , 4~~ Jll
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SCENARIO I:
SCENARIO 2:
SCENARIO 2A:
SCENARIO 2B:
SCENARIO 3:
SCENARIO 3A:
SCENARIO 4B:
SCENARIO 4C:
Existing Traffic Volumes with Existing Conditions
Sum of Existing and Proposed Development Traffic Volumes with Existing
Conditions
Sum of Existing and Proposed Development Traffic Volumes with*
. One additional northbound through lane
. One additional southbound through lane
Sum of Existing and Proposed Development Traffic Volumes with*
. One additional northbound through lane
II One additional southbound through lane
. One additional westbound left-turn lane
Sum of Existing and Year 2012 Traffic Volumes with Existing Conditions
Sum of Existing and Year 2012 Traffic Volumes with*
. One additional northbound through lane
. One additional southbound through lane
Sum of Existing, Year 2012 and Proposed Development Traffic Volumes
wilh*
. One additional northbound through lane
. One additional southbound through lane
. One additional westbound left-turn lane
Sum of Existing, Year 2012 and Proposed Development Traffic Volumes
with*
. One additional northbound through lane
o One additional southbound through lane
o Two additional westbound left-turn lanes
*
All additions for each scenario are made from the existing conditions.
20
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CURlAN HEALTH - NORTH HOSPITt1L
TRAFFIC IMPACT ANALYSIS
..P ~'IT~&t..:.r.-~_'" (l''' ~ ]~~"+"O:> ~ - 'j C;''':}"", J-~~."~ .C,'" io ~.:~ ".- ~ 'i.'I>.-","l~ ~"'~A "',<f~l_.Q~oQ;;'=-:
TABLE 5 - LEVEL OF SERVICE SUMMARY: PENNSYLVANIA STREET & I 06TH STREET
AM PEAK HOUR
- MOVEMENT SCENARIO
1 2 3 4
Northbound Approach D D D D
Southbound Approach C C D D
Eastbound Appro8ch C C D D
Westbound Approach C C 0 D
Intersection C C D D
MOVEMENT SCENARIO
2 '"
1 _1 4
Northbound Approach 0 D C C
Southbound Approach B B D C
Eastbound Approach C D C D
Westbound Approach B C B B
Intersection C D C C
PM PEAK HOUR
SCENARIO I :
Existing Traffic Volumes with Existing Conditions
SCENARIO 2:
Sum of Existing and Proposed Development Traffic Volumes with
Existing Conditions
SCENARIO 3:
Sum ofExistlng and Year 2012 Traffic Volumes with Planned
Conditions*
SCENARIO 4:
Sum of Existing, Year 2012 and Proposed Development Traffic Volumes with
Planned Conditions*
* The planned conditions consist of the following:
II' The addition of a northbound left-turn lanc
I) One additional northbound through lanc
I) The replacement of the southbound right-tum lane by an additional southbound through
lane
21
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CLARIAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
r..~'.-' ,J~~;~~: _."'-;'.' 't ~ '!g_ ~ "-"'~..' ~ " _.if"! _p,....... II~" ...4- >,!',=, "~" J.\ '" c<.#~;;- :'~...."&; ....
TABLE 6 - LEVEL OF SERVICE SUMMARY: PENNSYLVANIA STREET & 1 03RD STREET
AM PEAK I-lOUR
MOVEMENT SCENARIO
I 2 2S 2R 3 4S 4R
N0l1hbound Approach B E C A B C A
Southbound Approach B C D A B D A
Eastbound Approach B F B A B A A
Westbound Approach B B B A B B A
Intersection B F C A B C A
PM PEAK HOUR
MOVEMENT SCENARIO
1 2 2S 2R 3 4S 4R
Northbound Approach B F B B B B B
Southbound Approach C D C A C C A
Eastbound Approach B F C A B B A
Westbound Approach B B C A B C A
Intersection B F C A B B A
Note: See next page for scenario descriptions.
22
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CLARlAN HEALTH - NORTH HOSl'JTAL
TRAFFIC IMPACT ANALYSIS
_ -".: '0'"~I'::<'- -~",,-,!l _ $I *' 0 ~ "" ;", ~ I '.~ : T ~ ll-'''-'<%'. .~ -- _'~ , _ ~. 7 "', ;' "...."".....- _,~;}"..."p
SCENARIO 1:
SCENARIO 2:
SCENARIO 2S:
SCENARIO 2R:
SCENARIO 3:
SCENARIO 4S:
SCENARIO 4R:
Existing Traffic Volumes with Existing C011ditions
Sum of Existing and Proposed Development Traffic Volumes with
Existing Conditions
Sum of Existing .md Proposed Development Trat1ic Volumes with
Proposed Traffic Signal Conditions*
Sum of Existing and Proposed Development Traffic Volumes with
Proposed Roundabout ConditioJJs*
Sum of Existing and Year 2012 Traffic Volumes with Existing Conditions
Sum of Existing, Year 2012 and Proposed Development Tramc Volumes with
Proposed Traffic Signal Conditions*
Sum of Existing, Year 2012 and Proposed Development Traffic Volumes with
Proposed Roundabout Conditions*
* If a traffic signal control is to be used at this intersection, the following intersection geometries
are proposed:
. Northbound Approach - Two left-tum lanes and a shared
thr01lghlright-turn lane
e Southbound Approach - One shared lane
G Eastbound Approach - One left-turn lane, one through lane and one
right-turn lane
I) Westbound Approach - One left-tum lane and a shared throughfright-
tum lane
* If a roundabout is to be eonstmeted at this intersection, the following conditions are proposed:
.. All approaches and departures should include two lanes
II The minimum circulatory roadway wldth should be 28 feet.
23
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ClARL4N HEALTH - NORTH HOSeITAL
TRAFFIC J.'lJPACT ANALYSIS
j~""l#'i='; ..":"'~; ,:,;;>.~ "'*~.l~. .':._,'( ~_..'_"'.~- "--'~u_'. '" ~ ,i:'" "", '. J::"'~ I ~,'<>p-:-w~'~~!:t~=::
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TABLE 7 - LEVEL OF SERVICE SUMMAR Y: COLLEGE A VENUE & 103 RD STREET
AM PEAK HOUR
MOVEMENT SCENARIO
1 2 3 4
Northbound Approach A A A A
Southbound Approach A A B B
Eastbound Approach B B B B
Westbound Approach B B n B
Intersection A A B B
PM PEAK I-lOUR
MOVEMENT SCENARIO
1 2 3 4
Northbound Approach A A B B
Southbound Approach A A A A
Eastbound Approach B B B B
Westbound Approach B B B B
Intersection A A B B
SCENARIO 1:
Existing Traffic Volumes with Existing Conditions
SCENARIO 2:
Sum of Existing and Proposed Development TraffIC Volumes with
Existing Conditions
SCENARIO 3:
Sum of Existing and Year 20J 2 Traffic Volumes with Existing Conditions
SCENARIO 4:
Sum of Existing, Year 20]2 and Proposed Development Traffic Volumes with
Existing Conditions
24
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CL4R1AN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
. r .,. ...' ~ . \{~ _ _'~ ;.;; .. no -~'" _, i ,,~\. r r,"7>~... -"", I ~"''' _ 0,'"1 11-,.", _ ~;;:,..- ... 1:_
TABLE 8 - LEVEL OF SERVICE SUMMARY: COLLEGE AVENUE & PENNSYLVANIA PARKWAY
AM PEAK HOUR
MOVEMENT SCENARIO
1 2 3 4
Northbound Left-Turn A A A A
Eastbound Approach B B C C
PM PEAK HOUR
MOVEMENT SCENARIO
I 2 3 4
Northbound Left~ Turn A A A A
Eastbound Approach C C C C
SCENARIO 1 :
Existing Traffic Volumes with Existing Conditions
SCENARIO 2:
Sum of Existing and Proposed Development Traffic Volumes with
Existing Conditions
SCENARIO 3:
Sum of Existing and Year 2012 Traffic Volumes with Existing Conditions
SCENARIO 4:
Sum of Existing, Year 2012 and Proposed Development Traffic Volumes with
Existing Conditions
25
D
D
D
D
o
o
o
o
o
o
o
o
o
U
D
o
o
D
D
CURIAN HEitLTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
1-<: J"~"',., ~:.d"1l~;',,-;:; fi -{"".~7'1~ -- ~~i} -~- lth~'-~l .J~: . t~)i c..~ l~~.. ". <,,' -, _ ~1I""--i',g'tJi=._... 11~'~"'~11~':=.". :: ....;
TABLE 9 - LEVEL OF SERVrCE SUMMARY: COLLEGE A VENUE & 1 OJ ST STREET
AM PEAK I-JOUR
MOVEMENT SCENARJO
j 2 3 4
Northbound Left-Turn --- A --- B
Southbound Left-Turn A A A A
Eastbound Approach n_ D n_ E
Westbound Approach E F F F
PM PEAK HOUR
MOVEMENT SCENARIO
1 2 3 4
Northbound Left-Turn --- B u- n
Southbound Left-Tum B B B B
Eastbound Approach u_ F u_ F
Westbound Approach F F F F
SCENARIO 1:
Existing Traffic Volumes with Existing Conditions
SCENARIO 2:
Sum of Existing and Proposed Development Trame Volumes with
Proposed Conditions*
SCENARIO 3:
Sum of Existing and Year 2012 Traffic Volumes with Existing Conditions
SCENARIO 4:
Sum of Existing, Year 2012 and Proposed Development Traffic Volumes with
Proposed Conditions*
* The proposed conditions consist of the following:
III The addition of a northbound left-turn lane
g The addition of a southbound right-turn lane
III The emergency access constructed as one outbound lane and one inbound lane
26
o
D
CLARIAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANA1~YSIS
;~. D....~~".~-"-,.~4:'~~ _ ;~7,,"~.,,;.. '7..~,","""- .~. ;"r:'~ <1'" Q '!IF.! ~ "'<;0 co'- ._: .; !>~" ......:, -~ ~!j!i.;- ~~ ~'v:
D
o
D
o
D
o
o
D
o
o
o
o
o
D
o
[J
o
TABLE 10 - LEVEL OF SERVICE SUMMARY: PENNSYLVANIA PARKWA Y & ACCESS DRIVE 1
AM PEAK HOUR
MOVEMENT SCENARIO
2 4
Northbound Approach C C
Westbound Left-Turn A A
PM PEAK HOUR
MOVEMENT SCENARIO
2 4
Northbound Approach C C
Westbound Left-Turn A A
SCENARIO 2:
Sum of Existing and Proposed Development Trame Volumes with
Proposed Conditions*
SCENARJO 4:
Sum of Existing, Year 2012 and Proposed Development Trame Volumes with
Proposed Conditions*
* The proposed conditions consist of the following:
e The addition of a westbound left-tum lane
II The access constructed as one outbound lane and one inbound lane
27
o
o
D
o
D
D
D
D
o
o
o
o
o
o
o
o
D
o
o
CLARlAN HEALTH - NORTH 1l0SPlTA.L
-:-: \I'~~ ~ ~ ..... . ~--:.t liI'v~: ......- '" JI "'~"" oj 0 '" ~,! ~ I tJ' t"'~' !t : ~4' . ~ .; ~ ~ ~;~ ~ :"'"1' . i' ., .,."I!l I, " ~"'... ...\, 'ifK -.;, ~
TRAFHC IIIJPACT ANALYSIS
TABLE 11 - LEVEL OF SERVICE SUMMARY: PENNSYLVANIA PARKWAY & ACCESS DRIVE 2
AM PEAK HOUR
MOVEMENT SCENARIO
2 4
Northbound Approach B B
Westbound Lcft- Turn A A
PM PEAK HOUR
MOVEMENT SCENARIO
2 4
Northbound Approach C C
Westbound Left-Turn A A
SCENARIO 2:
Sum of Existing and Proposed Development Traffic Volumes with
Proposed Conditions*
SCENARIO 4:
Sum of Existing, Year 20 J 2 and Proposed Development Traffic Volumes with
Proposed Conditions*
* The proposed conditions consist of the following:
III The addition of a westbound 1efHum lane
. The access constructed as two outbound lanes t""o one jnbound Janes
28
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
D
o
o
\II ~.,," ::': <I.., '" I.> F'f H" :: ~ ~ l'9 11 '. ~ ~.(.~ 'lv ~ ~ ~~,.. . ",,""I!.~ ": ...... r; t - ^ 1,1 p~;.r <-= .... f1J.:" 7:r
Cl~RlAN HEALTH - NOR1'H HOSP/TAL
TRAFFIC IMPACT ANltLYSlS
TABLE 12 - LEVEL OF SERVICE SUMMARY: PENNSYLVANIA PARKWAY & ACCESS DRIVE 3
AM PEAK HOUR
MOVEMENT SCENARJO
2 4
Northbound Approach B B
Westbound Left-Turn A A
PM PEAK HOUR
MOVEMENT SCENARJO
2 4
Northbound Approach B C
Westbound Left-Turn A A
SCENARIO 2:
Sum of Exisling and Proposed Development Traffic Volumes with
Proposed Conditions*
SCENARIO 4:
SUIll of Existing, Year 2012 and Proposed Development Traffic Volumes with
Proposed Conditions*
* The proposed conditions consist of the following:
It The addition of a westbound left-turn lane
o The access consLructed as two outbound lanes and two inbound lanes
29
o
o
~ ;:; ,: - ~_ ~ ~. ~ ~ ':;. ~ - ~ !..1i. <~" . "'-~"..~.. .., - ...~_'.tF.ti ~ - ",/. g.' "" '1 ~ .;: . ,- '" I ' ~ '- "
CURIAN HEALTH - NORTlI HOSPITAL
TRAFFIC IMPACT ANALYSIS
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
o
TABLE 13 - LEVEL OF SERVICE SUMMARY: PENNSYLVANIA PARKWAY & ACCESS DRIVE 4
AM PEAK HOUR
MOVEMENT SCENAR10
2 4
Northbound Approach A A
Westbound Left-Turn A A
PM PEAK HOUR
MOVEMENT SCENARlO
2 4
Northbound Approach A A
Westbound Left-Turn A A
SCENARIO 2:
Sum of Existing and Proposed Development Traffic Volumes with
Proposed Conditions*
SCENARIO 4A:
Sum of Existing, Year 2012 and Proposed Development Traffic Volumes with
Proposed Conditions*
* The proposed conditions consist of the following:
o The addition of a \vestbound left-turn lane
. The access constructed as two outbound lanes and one inbound lane
30
o
o
o
o
o
[J
o
o
o
o
o
o
o
o
o
D
o
o
o
CLARlAN HEALTH - NORTH HOSPITAL
TRAFFIC iMPACT ANALYSIS
v '" 4'.;~ :"~,K"''':~~ ~~~:"! ~.i-MJl ~.~~~,\:' .....~;.;< 'l'~,~ (JIJ_ \~:~~L..'"- _' .If '< 0 ,"". i-. '" :- J "'~. ""-~''': ~~:;;;;~> L,..w'~
CONCLUSIONS
The conclusions that follow are based on existing trafiic 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 "md PM peak hour that were addressed in this analysis.
These peak hours are when the largest volumes oftrafiic 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 olher 22 hours.
1. U.S. 31 & 106TH STREET
Scenario 1 Analysis: Existing Traffic Volumes
Scenario 1 Results: In order to achieve acceptable levels of service during the peak
hours the following additions are needed to the existing
intersection conditions:.
o One additional southbound through lane
Scenario 2 Analysis: Existing Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 2 Results: In order to achieve acceptable levels of service during the peak
hours the following additions are needed 10 the existing
intersection conditions:
o One additional southbound through lane
Scenario 3 Analysis: Year 2012 Traflic Volumes
Scenario 3 Results: In order to achieve acceptable levels of service dming the peak
hours the following additions are needed to the existing
intersection conditions:
. Two additional southbound through lanes
. One additional northbound through lane
Scemrio 4 Analysis: Year 2012 Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 4 Results: In order 10 achieve acceptable levels of service during the peak
hours the following additions are needed to the existing
intersection conditions:
· TVlo additional southbound through lanes
· One additional northbound through lane
31
o
o
n.o'~ 'S';- "'.. ~~, :tO~--:'iI-.:_~~.j" = q,:~ ,~ ~~,; <=....:'7"" t:=~~<=~'" ~". [JI;.l ~ "',-5 v~. ~~f Jr' ~". ~ " .. . .:> ...!; ~I ~1 . "1l .~-!- 'r_"'" ~~ -;---.~
CURIAN HEALTH - NORI1J HOSPITAL
TRAFFIC IMPACTAN4LYSIS
[J
2. U.S. 31 & I 03RD STREET
[j
o
o
o
Scenario 1 Analysis: Existing Traffic Volumes
Scenario ] Results: Geometric improvements are not necessary to achieve acceptable
levels of service during the peak hours.
Scenario 2 Analysis: Existing Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 2 Results: in order to achieve acceptable levels of service during the peak
hours the following additions are needed to the existing
intersection conditions:
. One additional northbound through lane
. One additional southbound through lane
. One additional westbound left-turn lane
o
Scenario 3 Analysis: Year 20] 2 Traffic V oluIncS
Scenario 3 Results: In order to achieve acceptable levels of service during the peak
hours the following additions are needed to the existing
intersection conditions:
. One additional northbound through lane
o One additional southbound through lane
o
o
Scenario 4 Analysis: Year 2012 Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 4 Results: In order to achieve acceptable levels of service during the peak
hours the following additions are needed to the existing
intersection conditions:
. One additional northbound through lane
. One additional southbound through lane
. Two additional westbound left-turn lanes
o
o
o
o
o
o
3. PENNSYLVANIA STREET & lO6Tf1 STREET
Scenario] Analysis: Existing Traftle Volumes
Scenario I Results: Geometric improvements are not necessary to achieve acceptable
levels of service during the peak hours.
Scenario 2 Analysis: Existing Traffic V oJumes & Proposed Development Traffic
Volumes
Scenario 2 Results: Geometric improvements are not necessary to achieve acceptable
levels of service during the peak hours.
o
o
o
32
o
o
CLAR/AN HEALTH" NORTH HOSPlTAL
1'0( ~'~~>e_ '_~~.I~ ~~~~1,~' ~ >o;,~, @"~ ~ "'L".'~. "-"Jil~~f"~>~';:{ ~ ~~ ~ 'I). 71-;~' 10', ~'ff..,,,,~,, t!l,~~16- 1),1' ',,- -f-;f~--:;:.1 t% -J
TRAFFIC IMPACT ANALYSIS
o
Scenario 3 Analysis: Year 2012 Traffic Volumes
ScenaJio 3 Results: In order to achieve acceptable levels of service during the peak
hours the following modifications are needed to the existing
intersection conditions:
. One additional northbound through lane
CI One additional northhound left-turn lane
. Modify the existing southbound right-turn lane to
become a shared through/right-turn lane
o
o
c
o
Scenario 4 Analysis: Year 2012 Traffic Volumes & Proposed Development Traffic
V olllmes
Scenario 4 Results: In order to achieve acceptable levels of service during the peak
hours the [allowing modifications are needed to the existing
intersection conditions:
CI One additional northbound through lane
. One additional northbound left-turn lane
. Modify the existing southbound right-turn lane to
become a shared through/right-turn lane
o
o
o
o
4. PENNSYLVANIA STREET & 1 03RD STREET
Scenario I A.nalysis: Existing Traffic Volumes
Scenario 1 Results: Geometric improvements are not necessary to achieve acceptable
levels of service during the peak hours.
o
o
D
D
o
Scenario 2 Analysis: Existing Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 2 Results: Acceptable levels of service can be achieved through the addition of
a traffic signal or a rOlmdabout at this intersection. In either case
addition geometric improvements should also be made. The
following summarizes these improvements for each case.
If a traffic signal is installed at this location then the intersection should be
reconstructed to include the foHowing lanes:
Northbound: Two left-turn lanes, one shared through/right-turn laJ1e
Southbound: One left-turn lane, one lhrough lane & one right-tum lane
Eastbound: One left-turn lane, one through lane & one right-turn Jane
Westbound: One left-turn lane, one shared through/right-turn lane
o
[J
If a roundabout is constructed at this location then all approaches and all
departures should be constructed to include two lanes. In addition, the
roundabout should be constnlcted to include at least 28 feel of circulatory
roadway width.
Scenario 3 Analysis: Year 20J2 Traffic Volumes
Scenario 3 Results: Geometric improvements are not necessary to achieve acceptable
levels of service during the peak hours.
o
33
o
o
~ ";- 00,,:, ~ .j- ~""~'o[Jr~" <,o-~,,":-,,. v" ~'~_-'it~r..., <;>.-,,-, ~~""~"!:f!,'~,,.: ',~ _~ ~ " - JoIO ,$.. "'c:;; 7:~-""'~ ~t"y ;;'!I.If~
CLARL4N HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT ANALYSIS
[J
Scenario 4 Analysis: Existing Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 4 Results: Acceptable levels of service can be achieved through the addition of
a traffic signal or a roundabout at this intersection. In either case
addition geometric improvements should also be made. The
following summarizes these improvements for each case.
o
D
o
o
If a trafTjc signal is installed at this location then the intersection should be
reconstmcted to include the following lanes:
Northbound: Two left-turn lanes, one shared through/right-turn lane
Southbound: One left-turn lane, one through lane & one right-tum lane
EastbOlmd: One left-turn lane, one through lane & one right-turn lane
Westbound: One left-turn lane, one shared through/right-turn lane
o
If a roundabout is constructed at this location then all approaches and all
departures should be constmcted to include two lanes. In addition, the
roundabout should be constructed to include at least 28 feet of circulatory
roadway width.
o
o
[J
D
o
o
D
U
5. COLLEGE A VENUE & ] 03RJ) STREET
Scenario 1 Analysis: Existing Traffic Volumes
Scenario 1 Results: Geometric improvements are not necessary to achieve acceptable
levels of service during the peak hours.
Scenario 2 Analysis: Existing 'fraffie Volumes & Proposed Development Traffic
Volumes
Scenario 2 Results: Geometric improvements arc not necessary to achieve acceptable
levels of service during the peak hours.
Scenario 3 Analysis: Year 2012 Traffic Volumes
Scenario 3 Results: Geometric improvements are not necessary to achieve acceptable
levels of'service during the peak hours.
Scenario 4 Analysis: Year 2012 'fraffic Volumes & Proposed Development Traffic
Volumes
Scenario 4 Results: Geometric improvements are not necessary to achieve acceptable
levels of service during the peak hours.
6. COLLEGE AVENUE & PENNSYLVANIA PARKWAY
u
o
o
Scenario I Analysis: Existing Traffic Volumes
Scenario 1 Results: Geometric improvements are not necessary to achieve accepl~lble
levels of service during the peak hours.
34
u
o
Cu. R1AN HEALTH 0 NORTH HOSPITAL
i:--~t "";~, '" ~~li.!;. :_ ~;; 'i:kv~t' "" ~-,;'^,,--.j:..~''(;'''~$Wr: .'t..'lIP~-:....o=--'-~ ~-;:":,,.j.;_. "i....,,_';'~- :;"'" '\."-' ~(j."'~h ,,~' !
TRAFFIc IMPACT A1VALYSIS
o
o
o
o
o
Scenario 2 Analysis: Existing Tratlic Volumes & Proposed Development Traffic
Volumes
Scenario 2 Results: Geometric improvements are not necessary to achieve acceptable
levels of service during the peak hours.
Scenario 3 Analysis: Y car 2012 Tramc V oJumes
Scenario 3 Results: Geomelric improvements are not necessary to achieve acceptable
levels of service during the peak hours.
Scenario 4 Analysis: Year 2012 Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 4 Results: Geometric improvements are not necessary to achieve acceptable
levels of service during the peak hours.
7. COLLEGE AVENUE & 10 I Sf STREET
o
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D
Scenario 1 Analysis: Existing TratTic Volumes
Scenario 1 Results: The westbOlmd approach experiences delays during the peak hours
due to the amount of through traffic along College A venue. These
delays cannot be substantially reduced with geometric
improvements.
u
o
o
u
o
o
o
D
o
Scenario 2 Analysis: Existing Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 2 Results: The development of the proposed site will add a west leg to this
intersection through the development of an emergency access
drive. 111 order to facilitate the movement of traffic into this access,
a northbound left-turn lane and a southbound right-turn lane should
be developed along College Avenue. However, the analysis of this
intersection including the additional west leg and the
improvements along College A venue has shown that the eastbound
and westbound approaches will experience delays during the peak
hOll!. In addition, further analysis has sho'AlJ1 that these delays
cannot be substantially reduced with additional geometric
improvements.
Scenario 3 Analysis: Year 2012 Traffic Volumes
Scenario 3 Results: The westbound approach experiences delays during the peak hours
due to the amount of through traffic along College Avenue. These
delays cannot be substantially reduced with geometric
improvements.
35
o
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CLARMN HEAUH - NORTH HaSP/TAL
TRAFF1C IMPACT ANALY81S
~._~.;' '[';;:r\,"'aV".i~;::!''J''~!'''''''''' .~'\ll" '~i'-'!''t~,~ _'!i;c> (ffi.n( :".{ ~~~...",..r \i.~_'-:l~,-",,,"l~'-_ 1'~""""'~'1.9'~ '<t~~~f;;:~
Scenario 4 Analysis: Year 2012 Traffic Volumes & Proposed Development Traffic
Volumes
o
Scenario 4 Results: The development of the proposed site will add a west leg to tbis
intersection through the development of an emergency access
drive. In order to facilitate the movement of traffic into this
access, a northbound left-tum lane and a southbound right-turn
lane should be developed along College A venue. However, the
analysis of this intersection including the additional west leg and
the improvements along College Avenue has shown that the
eastbound and westbound approaches will experience delays
during the peak hour. In addition, further analysis has shown that
these delays cannot be substantially reduced with additional
geometric improvements.
o
o
o
D
8. PENNSYLVANIA PARKWAY & ACCESS DRIVE 1
Scenario 2 Analysis: Existing Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 2 Results: This intersection will operate at acceptable levels of service during
the peak hours with the fonowing interscction modificabons:
o The addition of a westbound lcft-tum lane along
Pemlsylvania Parkway
o The development of the access drive to lI1clude one
inbound lane and one outbound lanc
D
o
o
u
o
o
D
U
o
D
D
Scenario 4 A nalysis: Year 2012 Trame Volumes & Proposed Development Traffic
Volumes
Scenario 4 Results: This intersection will operate at acceptable levels of service during
the peak hours \\iith the following intersection modifications:
Go The addition of a westbound left-turn lane along
Pennsylvania Parkway
o 'l'he development of the access drive to include one
inbound lane and one outbound lane
9. PENNSYLVANIA PARKWAY & ACCESS DRIVE 2
Scenario 2 Analysis: Existing Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 2 Results: Tbis intersection will operate at acceptable levels of service during
the peak hours with the following intersection modifications:
I) The addition of a westbound Ieft-tum lane along
Pennsylvania Parkway
CD The developmcnt of the access drive to include two
outbound lanes and two inbound lanes
16
o
o
""'.;_,.1'31+.- .+'?,: ~~ ~~~ ----; - - ~ ~~_.-' 0" .-- c=~ _: ~ ;j"~""'''' ~-. .. ~ it. . ~ ~i0 "'- \i "
CLARIAN Hk'ALTII - NORTH HOSPITAL
TRAFFIC 1l,fPACT ANALY.WS
o
Scenario 4 Analysis: Year 2012 Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 4 Results: This intersection wiIl operate at acceptable levels of service during
the peak hours with the following intersection modifications:
e The addition of a westboundleft-tllm lane along
Pennsylvania Parkway
e The development of the access drive to include t1,',ro
outbound lanes and two inbound lanes
D
D
D
o
] O. PENNSYLVANIA PARKWAY &ACCESS DRIVE 3
Scenario 2 Analysis: Existing Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 2 Results: This intersection will operate at acceptable levels of service during
the peak hours \vith the following intersection modifications:
. The addition of a westbound left-turn lane along
Pennsylvania Parkway
It The development of the access drive to include two
outbound lanes and two inbound lanes
o
o
Scenario 4 Analysis: Y caT 2012 Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 4 Results: This intersection will operate at acceptable levels of service during
the peak hours with the following intersection modifications:
o The addition of a westbound left -turn lane along
Pennsylvania Parkway
It The development of the access drive to include two
outbound lanes and two inbound lanes
o
o
D
o
D
o
11. PENNSYLVANIA PARKWAY & ACCESS DRlVE 4
Scenario 2 Analysis: Existing Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 2 Results: This intersection will operate at acceptable levels of service during
the peak hours with the following intersection modifications:
" The addition of a westbound left-111m lane along
Pennsylvania Parkway
o The development of the access drive to include two
outbound lanes and one inbound lane
D
u
o
o
37
D
o
CLARIAN HEALTH - NORTH HOSPITAL
" jl:l~ Ii- .~.; ...-'f(~...'\~~Jt~J'""=!~..:\~-' '.:;"'" ~l ."~ --~ r_"'i"~:"""',,"""~~80 &l~,'. -",'''.''''..~~", t -' . - "-1 ~ '., stdJ,l ~,,,,\;;.~...JT'
TRAFFIC IMPACT ANALYSIS
o
Scenario 4 Analysis: Year 20] 2 Traffic Volumes & Proposed Development Traffic
Volumes
Scenario 4 Results: This intersection will operate at acceptable levels of service during
the peak hours with the following intersection modifications:
e The addition of a westbound left-tum lane along
Pennsylvania Parkway
o The development of the access drive to include two
outbound lanes and one inbound lane
D
D
D
D
RECOMMENDATIONS
Based on this analysis and the conclusions, the following recommendations are made to ensure that
the roadway system will operate at acceptable levels of service if the site is developed as proposed.
All recommendations are in addition to the existing geometric conditions that exist today.
D
o
D
1. U.S. 31 & ] 06TH STREET
o
D
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D
. An additional southbound through lane should be added to this intersection in order to provide
additional capacity. This additional lane is necessary with or without the proposed
development. The reconIDlended intersection schematic is shown on Figure 9.
o Two additional southbound through lanes and one additional northbound through will be
necessary as background area traffic increases over the next ten years. These additional lanes
will also provide sufficient capacity for the added proposed development traffic volumes. These
improvements are shown on Figure 10.
2. nS.31&103RDSTREET
o
Ii) When the proposed development traffic is added to the existing traffic at this intersection, the
following Jane additions are needed to achieve an acceptable level of service at this location:
. One additional northbound through lane
. One additional southbound through lane
I) One additional westbound left-turn lane
The recommended intersection geometries are graphically summarized on Figure 9.
III When the proposed development traffic is added to the projected year 2012 traffic volumes at
this intersection, the following lane additions are needed to achieve an acceptable level of
service at this location:
o
o One additional northbound through lane
Ii) One additional southbound through lane
Ii) Two additional westbound left-tum lanes
The recommended intersection geometries are graphically summarized on Figure 10.
o
D
o
38
o
D
-"tQl~~:<,,:';' """'. 0I~.t=>;!."'>':E~ t:.':'rl~ - J~~-:~";'- ,"",,:,""']..:\,1:;\0 ~c,~I~...':--,. "!;l' ~ g;:......l!>.': ~\-~. ."...<:~,Z$.- ! ~ I>~ ~', ~-,,.jlo'.*,~
CLARlAN HEALTH - NORTH HOSPITAL
TRAFFIC IMPACT AlvALYSIS
o
3. PENNSY L VAN IA STREET & I 06TII STREET
o
. Improvements are not needed at this intcrscctlon due to the existing ancVor proposed
development traffic volumes.
o The following intersection additions/modifications are needed to adequately accommodate the
projected year 2012 tramc volumes.
. One additional northbound through lane
It One additional northbound left-turn lane
. Modify the existing southbound right-turn lane to become a
shared through/right~tum lane
These additions/modifications will provide sufficient capacity for the added proposed development
traffic volumes. Figure 10 summarizes these improvements.
D
D
u
4. PENNSYLVANlA STREET & 103RDSTREET
o
o
G In order to accommodate the increased traffic from the proposed development, a traffic signal or
a roundabout is reconmlended at this intersection. If a traffic signal is installed the intersection
should be constnlcted to include the following:
NOIihbound: Two left-turn lanes, one shared through/right-turn lane
Southbound: One left-turn lane, one through lane & one right-turn lane
Eastbound: One left~tum lane, one through lane & one right-turn lane
Westbound: One left-turn lane, one shared through/right-turn lane
These geometries are slurunnrized on Figure 9 and Figure 10..
o
u
On the other hand, if a roundabout is constructed, all approaches and all departures should
consist of two lanes and the circulatory roadway should be at least 28 feet in \vidth.
o
o
D
5. COLLEGE AVENUE & 103RD STREET
. Improvements arc not needed at this intersection due to the existing and/or proposed
developmenL traffic volWlles.
o Improvements are not needed at this intersection due to the year 2012 and/or proposed
development traffic volumes.
6. COLLEGE AVENUE &PE'N'NSYLVANIA PARKWAY
o
D
. Improvements are not needed at this intersection due to the existing and/or proposed
development traffic volumes.
.. Improvements arc not needed at this intersection due to the year 2012 and/or proposed
development traffic volumes.
o
D
o
39
o
o
CLAR/AN HEALTH - NORTH HaSP/HI.
TRAFFIC IMPACT ANALYSIS
"LT, ;"'I.~. ; ~"':' J\'i"l-;'~_ ~~:;"'~~'~';;~?<..t~'"~ ': .:>~'-;.tl ~,' ."~ :;...,.... ~/ . ,- .. "") " _ '" I ,,'I-,/'\..~1i:".~!' ~t~ .
D
7. COLLEGE A VENUE & ] 01 ST STREET
D
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o In conjunction with the development of the proposed site, a west leg will be added to this
intersection in order to provide emergency access into the proposed site. In addition, a left-turn
lane and a right-turn lane are needed along College Avenue to facilitate the safe and efficient
entrance of emergency vehicles into this site. Figure 9 and Figure 10 illustrate the proposed
geometries at this location.
8. PEN~SYL VANIA PARKWAY & ACCESS DRIVE 1
o In conjunction with the development of the proposed site, a westbound left-turn lane should be
constmcted along Pennsylvania Parkway in order to facilitate the safe and efficient entrance of
vehicles into this site.
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o The proposed access drive should be constructed to include one inbound lane and one outbound
lane.
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9. PENNSYLVANIAPARKWA Y & ACCESS DRIVE 2
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.. In conjunction with the development of the proposed site, a westbound left-turn lane should be
constmcted along Pennsylvania Parkway in order to facilitate the safe and efficient entrance of
vehicles into this site.
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. The proposed access drive should be constmcted to include two inbound lanes and two
outbound lanes.
1 o. PENNSYLVANIA P ARKWA Y & ACCESS DRIVE 3
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.. In conjunction with the development of the proposed site, a westbound left-turn lane should be
constructed along Pennsylvania Parkway in order to facilitate the safe and efficient entrance of
vehicles into this site.
III The proposed access drive should be constmcted to include two inbound lanes and two
outbound lanes.
II. PENNSYLVANIA PARKWAY & ACCESS DRIVE 4
.. In conjunction with the development of the proposed site, a westbound left-turn lane should be
constructed along Pennsylvania Parkway in order to frlcilitate the safe and efficient entrance of
vehicles into this site.
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. The proposed access drive should be constmcted to include one inbound lane and two outb,ound
lanes.
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tl~Jf:t.1 ~ A~ iuPflo~
~;:.;..:;;;.-:,; - ADCJED PoftiVYEMENrs
PECVNSrRUC1FD i'JrERSEC(K;xv
AND ADDED r."i4FM\: SJG/'IAL
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106TH STREET AND US 3!
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103RD. STREET AND PENNSYL VANIA PKWY/ST
CLARIAN HEALTH
NORTH HOSPITAL
41
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I06TH STREET
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103RD. STREET
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103RD STREET AND US 31
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PENNSYLVANIA PKWY
NO JMF'RO~ NECESSARY
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PENNSYL VANIA PKWY AND COLLEGE A VENUE
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FIGURE 9
PROPOSED INTERSECTION
GEOMETRies FOR SCENARIO 2
(EXISTING AND PROPOSED DEVELOPMENT
TRAFFIC VOLUMES)
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103RD STREET AND PENNSYL VANIA PKWY./ST
ClARIAN HEALTH
NORTH HOSPITAL
-,
~~0 -,q~ ~VEMENrS
103RD STREET AND Us. 31
106TH STREET AND PENNSYL VANIA STREET
/
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PENNSYL VANIA PKWY ~
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103RD STREET AND COLLEGE A VENUE
PENNSYL VANtA PKWr: AND COLLEGE A VENUE
101ST STREET AND COLLEGE A VENUE
42
FIGURE 10
PROPOSED INTERSECTION
I GEOMETRICS FOR SCENARIO 4
I .
(YEAR 2012 AND PROPOSED DEVELOPMENT
TRAFFIC VOLUMES)
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TRAFFIC IMPACT ANALYSIS
PROPOSED CLARIAN HEALTH HOSPITAL
1-465 & U.S. 31
ApPENDIX A
CARMEL, INDIANA
PREPARED FOR
CLARIAN HEALTH
NOVEMBER 2002
PREPARED By:
A & F ENGINEERING CO., LLC
CONSULTING ENGINEERS
8425 KEYSTONE CROSSING, SUITE 200
INDIANAPOLIS, IN 46240
PHONE 317-202-0864
FAX 317-202-0908
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CLARTANHEALTH - NORTH HOSPITAl"
'TRAFFICIMl'ACT At'OALYSIS
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ApPEN DIX A
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This document contains the traffic data that were used 1n the TRA.'FIC IMPACT ANALYSIS for the
proposed development.
Included is the intersection turning movement traffic volume counts and the intersection capacity
analyses for each of the study intersections for the AM peak hour and PM peak hour.
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CURIAl" HEALTH - NORTH HOSPITAL
"': ~ "71:-_=,,'1'/:~~~: 'If..'l:'oJ;: . """' ~~;if'-, ~ ~ ~ II '"':." {' f 1)1",,,,,,, r', -,~'~,- 'J ~ ~ '~b' < ~ -v'%-- ~.,
TRAFI'1C IMPACT ANALYSIS
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ApPENDIX A
T ABLE OF CONTENTS
U.S. 31 & 1061H STREET.. .................................................................................... .... .............................................. ]
U.S. 31 & I03Rn STREET................................................. ............................................................................................. 17
PENNSYLVANIA STREET & I 06TH STREET.................................................... ........ .......................................37
PENNSYLVANIA STREET & I 03RD STREET ................ ...........................................................................................49
COLLEGE AVENUE & I 03fU) STREET ................................. .................... . ..... ...... ................................... 115
COLLEGE AVENUE & PENNSYLVANIA PARKWAY .................................................................................... .................127
COLLEGE AVENUE & ] 0 I ST STREET ......................................... ......... ............................... .................. 139
PENNSYLVANIA P....RKWAy & ACCESS DRIVE ] .....................................................................................................149
PENNSYLVANIA PARKWAY & ACCESS DRIVE 2 .................................................................................................... 156
PENNSYLVANIA PARKWAY & ACCESS DRIVE 3 ..................................................................... .........................161
PENNSYLVANIA PARKWAY & ACCESS DRIVE 4 .................. ........................................................................ 166
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CLARJAN HEALTH - NORTH HOSPITAL
TRAFFIC TMI' ACT ANAL YSIS
~~ ;...:' "~"':'I"~. '" J;, -=; - "~~" <:r ..-- ::--~~~ j."',,~ ":: ~....!.. '~-. .~. _ 'l~ .~',
TII
'U.S. 31 & 106 STREET
INTERSECTION DATA
TRAFFIC VOLUlVIE COUNTS
AND
CAPACITY ANALYSES
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A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUMMARY
CLIENT
LOCATION
DATE
CLARIAN HEALTH
(J.S. 31 & 106TH STREET (06)
:OCTOBER 16, 2002
PEAK HOUR. DATA
r-
AM PEAK
HR BEGIN 7;15 I\M
L T R TOT
NORTHBOUND 177 2321 376 2874
EASTBOUND 131 155 146 432
SOUTHBOUND 30 2558 120 2708
WESTBOUND 233 221 31 -185
OFF PEAK
PM PEAK
HR BEGIN 4:30 PM
TOT L T R TOT
139 2220 364 2723
111 256 175 542
48 2222 47 2317
351 202 35 588
T
R
L
HOUR SUMMARY
HOUR NB 5B NB+SB EB WB EB+WB TOTAL
- AM -
6- 7 1402 1659 3061 172 196 368 3429
7- 8 2639 2554 5193 456 473 929 6122
8- 9 2468 2254 4722 435 436 871 5593
- PM -
3- 4 2092 1761 3853 449 369 818 4671
4- 5 249J 2187 4678 533 564 1097 5775
5- 6 2789 2058 4847 496 519 1015 5862
TOTAL 13881 12473 26354 2541 2557 5098 31452
44.1~o 39.7% 83.8% 8.1% 8.1% 16.2% 100.0%
AM PEAK VOLUMES -
1S-MIN 761 698 124 136
HOUR 2874 2708 456 487
PHF 0.94 0.97 0.92 0.90
- PM PEAK VOLUMES -
15-MIN 720 610 146 158
HOUR 2789 2317 556 588
PHF 0.97 0.95 0.95 0.93
2
TRAFFIC VOLUME SUMMARY
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CLIENT
LOCATION
DATE
CLARIAN HEALTH
U.S. 31 & 106TH STREET (06)
:OCTOBER 16, 2002
DIRECTION OF TRAVEL : NORTHBOUND
-
HOUR LEFT THRU RIGHT TOTAL BOTIl
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK
AM ~
6- 7 71 1 72 1119 82 1201 125 4 129 1315 87 140
7- 8 154 10 164 2041 92 2133 336 6 342 2531 108 2639
8- 9 146 15 161 1883 135 2018 284 5 289 2313 155 246~
PM
3- 4 112 5 117 1722 109 1831 141 3 144 1975 117 2092
4- 5 129 2 131 2016 69 2085 270 5 275 2415 76 ;~~O
5- 6 164 1 165 2171 62 2233 389 2 391 2724 65
PASSENGER 776 10952 1545 13273
95.8% 95.2?o 98.4% 95.6% 0
TRUCK 34 549 25 608
4.2% 4.8% 1. 6% 4.4% D
BOTH 810 11501 1570 13881
5.806 82.9% 11..3% 100.0% 0
DIRECTION OF TRAVEL EASTBOUND
,--
HOUR LEFT THRU RIGHT TOTAL BOTH~
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK
AM ,
6- 7 34 2 36 42 1 43 91 2 93 167 5 '17H
7- 8 154 4 158 142 4 146 152 0 152 448 8 -:456
8- 9 95 '7 102 151 15 166 164 3 167 410 25 43~
PM
3- 4 84 5 89 172 9 181 170 9 179 426 23 449
~;{
4- 5 101 2 103 220 8 228 195 7 202 516 17
5- 6 115 0 115 242 3 245 133 3 136 490 6
PASSENGER 583 969 905 2457
96.7% 96.0% 97.4% 96.7% 0
TRUCK 20 40 24 84
3.3% 4.0% 2.6% 3.3% 0
BOTH 603 1009 929 2541
23.7?" 39.7% 36.6% 10O.Os" 0
3 0
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A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUMMARY
CLIENT
LOCATION
DATE
CLARIAN HEALTH
U.S. 31 & 106TH STREET (06)
:OCTOBER 16, 2002
DIRECTION OF TRAVEL : SOUTHBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
At'<1
6- 7 6 1 7 1547 38 1585 65 2 67 1618 41 1659
7- 8 23 0 23 2352 71 2423 107 1 lOB 2482 72 2554
8- 9 17 3 50 1980 124 2104 96 4 100 2123 131 2254
PM
]- 4 30 1 :31 1526 146 1672 57 1 58 1613 148 1761
4- 5 37 1 38 1984 122 2106 41 2 43 2062 125 2187
5- 6 47 0 47 1862 101 1963 48 0 48 1957 101 2058
PASSENGER
190
96.9%
11251
94.9%
414
97.65',;
11855
95.0"0;
TRUCK
6
3.1S'"
G02
10
2.4%
618
5.0%
5_1%
80TH
196
1.6"0;
11853
95.0%
424
3 . 4 DO;
12473
100.0%
DIRECTION OF TRAVEL
WESTBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
n
J'I.M c
6- 7 120 3 123 66 II 70 3 0 3 189 7 -196
7~ 8 242 2 244 201 5 206 23 0 23 466 7 '173
8- 9 190 10 200 187 16 203 31 2 33 408 28 436
PM
3- 4 177 6 183 144 6 150 33 3 36 354 15 369
4 - 5 345 0 345 179 4 183 36 0 36 560 4 564
':) -. 6 297 3 300 180 6 186 32 1 33 509 10 519
PASSENGER 1371 957 158 2486
98. 3% 95. 9% 96 _3% 97.2%
TRUCK 24 41 6 71
1. 7'30 4 100; :3 . 'l ~o 2.890
BOTH 1395 998 164 2557
54 r 0 39.0~o 6 _ 4 "6 100_0%
0.&
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SHORT REPORT
General Information lSite Information
~nalyst RMB Intersection IJS 31 & 1G6th Street
Agency or Co. A&F Engineering Area Type All other areas
Date Performed 11/1/0.2 ~urjsdiction Carmel
Time Period AM Peak :Analysis Year Existing
Volume and Timing Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
NUI11. of Lanes 1 2 1 1 1 1 2 3 I 2 2 1
Lane group L T R L T R L T R L T R
Volume (vph) 131 155 146 233 221 31 177 2321 376 .30 2558 120.
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
pHF 0.90. 0.90. 0..90. 0..90. 0.90. 0.90. 0..90. 0..90. 0..90. 0..90. 0.90. 0..90.
Actuated (PIA) A A A A A A A A A A A A
Startup lost time 20. 2.0. 2.0. 2.0. 20. 2,0. 2.0. 2.0. 20. 2.0 2.0. 2.0.
Ext eft green 20. 2.0. 20. 2.0. 20. 20. 2.0. 2.0 20 20. 2,0. 2.0.
Arrival Iype 3 3 ;3 3 3 3 3 3 3 3 3 3
U nil Extension 30. 30 3.0. 3.0. 3.0. 30. 30. 3.0. 3D 3.0. 30. 3.0.
Ped/Bike/RTOR Volume 0. 73 a 15 0. 188 0. 60.
Lane Widlh 120. 12.0. 120. 12.0. 12.0. /0.0. 12.0. 12.0. 12.0. 120. 12.0. 12.0.
Parking/Gr ade/P arking N a N N a N N a N N 0. N
Parl<ing/hr
Bus stops/hr U 0. 0. a 0. 0. 0. 0. a 0. 0. 0.
Unit Extension 30 3.9 3.0. 30 3.0. 30. 3.0. 3.0. 3.0. 30. 3.0. 3.0.
Phasing Excl. Left EW Perm 03 04 Excl. Left Thru & RT 07 08
Timing G= 7.0. G= 110. G= G= G= 70. G= 770. G= G=
y= 3 y= 5 y= y= Y= 5 y= 5 y= y=
Duration of Analysis (hrs) = 0..25 lCycle Length C = 1200.
Lane Group Capacity, Control pelayo and LOS Determination
EO WB NB SB.
Ad] flow rate 146 172 81 259 .246 18 197 2579 20.9 33 2842 67
Lane group cap. 160. 315 141 180. 166 132 195 3170 987 195 220.6 987
vlc ralio 0.9/ 0.55 0.57 1.44 1.48 0.14 1. 0.1 0..81 0..2/ 0.17 1.29 0.0.7 "
Green ratio 0.17 0.09 0.09 0.17 0..09 0.0.9 0..0.6 0.64 0..64 0.0.6 0..64 0..64
Unit delay dl 46.9 52./ 523 50..8 54.5 50.1 56.5 16.1 8.9 537 21.5 8. 1
Delay factor k 0.,43 0. 15 0. 17 0..,50. 0...50 0.11 0..50 0..35 0..11 G. .11 0..50. G.T 1
fncrem delay rJ2 465 2.0. 5.6 226.1 2462 0.5 67.1 17 O. 1 0.4 1333 0..0.
PF factor 1. GOO 10.0.0 /.0.0.0. 1.0.0.0 1.0.00. 1. aGo. /.0.00. 10.00 1.0.0.0 1-.0.0.0. 1.0.00. 1. 0.00.
Control delay 934 54.1 57.9 2769 300.7 50..6 1236 17.8 90. 54.1 1548 81
Laile group LOS F 0 E F F 0 F B A 0 F A
Apprch. delay 692 280.3 242 1503
Approach LOS E F C F
Intersec delay toO.. fi Intersection LOS F
fiCS::-OD(ll."
C(!P:nt~hT .;1,:';2000 l:Jrtii.-fl~i'j: of Horida,:'\iI Fl[~ht~ Rf"~fT"\'f'd
\/fl~,.l(IJ'1 4. 'c
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Short Report
Page 1 of]
1_ F,r.,\ S 1-
SHORT REPORT
General Information Site Information
Analy st RMB Intersection US 31 & 106th Street
~gency or Co. A&F Engineering Area Type All other areas
Date Performed 11/1/0.2 Jurisdiction Carmel
Irime Period PM Peak Analysis Vear Existing
Volume and Timinq input
EB \!VB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of Limes 1 2 1 1 1 1 2 3 1 2 2 1
Lane group L T R L T R L T R L T R
lVolume (vph) 1/1 256 175 351 202 35 139 2220. 364 48 2222 47
% Heavy veil 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90. 090. 090 0.90. 090 0.90 0.90 0.90. 0.90. 0.90. 0.90 0.90
~ctuated (P/A} A A A A A A A A A A A A
Startup lost time 20 20 20. 20. 20. 20. 20. 20 20. 20. 20. 20.
ExL eft. green 2.0 2.0. 2.0. 2,0. 2,0. 20. 2:0. 20 20. 20. 2.0. 20.
ft\rrival ty pe 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension ],0. 3.0. , 3.0 3.0. 3,0. 3D 3D 3D 30 3D 30 3.0.
PedfBike/RTOR Volume a 87 0. 17 0. 182 0 23
Lane Width 12,0. 120. 120. 120 120. 100. 120. 120. 120 120 12.0 120
Parking/Grade/Parking N 0. N N 0. N N 0 N N 0 N
Parkinq/hr
Bus slops/hr 0 0. a 0. 0 a 0. 0. a 0 a a
Unit Extension 3D 3,0. 3D 30 3D 30 30 30 30 30 3.0 3.0.
Phasinq ExcL Left EW Perm 03 04 Excl Left Thlu & R r 07 08
G= 110 G= 110 G= G= G= 70 G= 730 G= G=
Timing y= 3 y.= 5 y= y= y= 5 y= 5 y= y=
Duration of Analysis (hrs) = 025 Cycle Lenqth C = 1200
Lane Group Capacity. Control Delay, and LOS Determination
EB WB NB SB
Adj. flow rate 123 281 98 390 224 20 154 2467 20.2 53 2469 27
Lane group cap 218 315 141 218 166 132 195 3005 936 195 2091 936 :
v/e ratio 0.56 0.90 0.70. 1.79 1. 35 0,15 079 0.82 022 0..27 1.18 003
Green ratio 0.21 0.0.9 0.09 0..21 0.09 009 0.06 0.61 0.61 006 0. 61 0..61
Unif delay d 1 40..9 510 52.9 452 545 50.2 558 184 106 54 1 23.5 9.4
Delay factor k 016 042 026 0.50 050 011 034 0..36 on 0.11 0.50 0.11
Increm delay d2 3.4 27.4 139 372.9 191 6 05 19.3 1.9 0.1 0.8 86.6 GO
PF filctor 1000 1.000 1.000 1. 000. 1.000 1. (JOO 1.000 1. 000. 1.000 1. 000 1.000 1. 000
Control delay 44.3 81.3 667 4181 2461 507 751 20.3 107 54 fj 110.1 9,4
Lane group LOS 0 F E F F D E C B 0 F A
Apprch delay 69.5 3457 226 1079
Approach LOS E F C F
I ntersec. delay 91.1 Intersection LOS F
NCS?OOOHI
COP': I tg]ll '01000 Un-i\.n~:lt"\. of FI('fHJ;-l '\ll Eight~ Rt~:.fT,'ui
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Short Report
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iA#\~1A
SHORT REPORT
General Information Site Information
IAnalyst RMB Intersection US 31 & 1D6tll Street
f'\gency or Co A&F Engineering Area Type All otller areas
Date Performed 11/110. 2 Jurisdiction Carmel
!Time Period AM Peak Analysis Year Existing wi LOS lmprv.
Volume and Timing Ihput
EB W8 NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of Lanes 1 2 1 1 1 1 2 3 , 2 3 1
Lane grOL!P L T R L T R L T R L T R
tyolume (vph) 131 155 146 233 221 31 171 2321 376 30. 2558 120.
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90. 0.90. 0..90. 0...90. 090. 0..90. 0.90. 0.90. 0..90. 0..90. 0..90. 0.90.
iA-ctuated (P/A) A A A A A A A A A A A A
Startup lost time 2.0. 2.0. 2,0. 2.0. 20. 2.0. 20. 2:0. 20. 2:0. 2.0 20.
Ex! eff green 20. 2.0. 2.0. 2.0. 2.0. 20. 20. 2.0. 2.0. 2.0. 2.0. 2.0.
Arrival type .3 .3 3 3 3 3 3 3 3 3 3 3
Unit Extension 30. 3.0. 3.0. 30. 30. 30. 3.0. 3.0. 3D 30. 3.0. 3.0.
Ped/BikeiRTOR Voluine' 0. 73 0. 15 a 188 0. 60.
Laqe Wfdlh 12:0. 12.0. 12.0. 120. 120. 10.0. 12.0. 120. 120. 12.0. 12.0. 12.0.
Par k i ng/G rad e IPa r k thy N a N N a N N 0. N N 0. N
Parklng/hr
Bus slops/hr 0. a 0 0. 0 a 0. 0. a a 0. a
Unit Extension 30. 3.0. 3.0 3,0. 3.0. 30. 3.0. 3.0. 3.0 3:0. 3.0. 3.0.
Phasing- Excl. Left EW Perm 03 04 Excl. Left Thru & RT 07 08
Timing G= 7.0 G= 210. G= G= G= 70. G= 66.0. G= G=
Y= 3 y= 5 y= y= y= 5 y= 5 Y= Y=
Duration of Analysis (hrs) - 0. 25 CYl:;re Lenglh C = 119.0.
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
Adj flow rate 146 172 81 259 246 18 (97 2579 20.9 33 2842 67
Lane group cap 179 697 271 285 319 253 196 2740. , "853 196 2740. 853
vie r alia 0.82 0.28 0.30 091 0..77 0.0.7 101 094 0.2.5 0.17 1.04 0.08
Green ratio 0.26 018 0.18 0.26 0.18 018 0.06 0.55 0.55 0.0.6 0.55 0.55
Unit delay d 1 42.3 425 42.6 44.8 467 409 56.0 24.7 13.7 532 26.5 12.3
Delay factor k 0..36 D. 11 o 11 0.43 0.32 0.11 050 045 D. 11 0.1.1 U5a 011
Increm. delay d2 24.5 0.3 0.6 308 110 a. 1 656 7.5 0..2 0.4 27.8 0..0
PF fdetar 1. GOO f.OOa 10.00 1.0.00 1.0.00. 1.000. 100.0 10.0.0. 1.000 1.0.00 10.00 1.00.0.
Conlrol delay 66.7 42.7 432 756 57.8 410 1216 32.1 138 53.6 54.3 12.4
Lane group LOS E 0 0 E E 0 F C B 0 0 B
~pprch. delay 516 660. 36.8 53.3
Approach LOS 0 E D 0
Inlelsec delay 47.0 Intersection LOS 0
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Short Report
Pagel of I
1. p./v'lSiA
SHORT REPORT
General Information Site Information
Analyst RMB Intersection US 31 & 106th Street
Agency or Co A&F Engineering Area Type All other areas
Date Performed 11/1/02 Jurisdiction Cermet
Time Period PM Peak Analysis Year Existing wi L OS Imprv
Volume and Timinq Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TI-I RT
Num of Lanes 1 2 1 1 1 1 2 3 1 2 3 1
Lane group L T R L T R L T R L T R
Volume (vph) 111 256 175 3[j1 202 35 139 2220 364 48 2222 47
% Heavy veh 5 [) 5 5 5 5 5 5 5 5 5 5
PHF 0.90 090 0.90 0.90 0.90 0.90 0.90 090 090 0.90 090 090
~ctuated (PIA) A A A A A A A A A A A A
Startup lost time 20 20 2.0 2.0 2.0 2.0 2.0 2.0 2.0 20 20 20
Ex!. eft qreen 2.0 20 20 2.0 2.0 20 20 2.0 2.0 20 2.0 2.0
Arrivallype 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 3.0 30 30 3.0 3.0 30 30 30 30 30 3.0 3.0
PedlBike/RTOR Volume G 87 0 17 0 182 0 23
Lane Width .12.0 12.0 120 12.0 12.0 100 120 120 120 120 12.0 12.0
Par king/Grad elPar king N 0 N N 0 N N 0 N N 0 N
P;::lrkmg/hr
Bus slops/hr 0 0 0 0 0 0 0 0 0 0 0 0
Unit Extension 30 30 3.0 30 30 3.0 3.0 30 3.0 30 3.0 30
Phaslnq ExcL Left EW Perm 03 04 Excl Left . Thru & RT 07 08
Timing G'" 120 G= 11 0 G= G= G= 7.0 G'" 550 G= G=
y= 3 y= 5 y= y= y= [) y= 5 y= Y=
Duration of AnalysIs (hrs) = 0.25 Cl'Cle Lenqth C = 1030
Lane Group Capacity. Control Delay, and LOS Determination
EB WB NB SB
Ad] flow late 123 284 98 390 224 20 154 2467 202 53 2469 27
Lane group cap 270 367 164 270. 193 153 227 2638 821 227 2638 821
vfe ratio 0.46 0.77 0.60 1.44 1.16 013 068 0..94 025 0.23 0.94 0.03
Green ratio 0.25 0.11 0.11 0.25 011 0.11 007 0.53 0.53 0.07 0.53 0.53
Unif. delay d 1 31.5 44.8 439 38.3 46.0 417 46.9 22.3 129 45.5 224 11.4
Delay factor k 0.11 032 019 0.50 0.50 0.11 025 015 o 11 011 045 011
I nerem. delay d2 12 9.9 5.9 219.7 114.7 04 79 7.1 02 0.5 72 0.0
PF factor 1.QOO 1000 1.000 lOGO 1.0.00 1000 1.000 1.000 1000 1. (JOG 1000 '.000.
Control delay 327 547 49.8 2580 160. 7 421 548 295 13.0. 460 295 11.4
Lane group LOS C 0 0 F F 0 0 C B 0 C B
Apprch. delay 481 2168 297 297
l'\pplOach I. OS 0 F C C
Intersec delay 49.4 Intersection LOS 0
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SJlOrt Reporl
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SHORT REPORT
Ge.nerallnformation Site Information
Analyst RMB Intersection US 31 & 106tl1 Street
I\rea Type All other areas
Agency or Co. A&F Engineering Jurisdiction Carmel
Date Performed 11/1/02 Existing +Prop wi L OS
Time Period AM Peak I\nafysis Year Imprv
Volume and Timinq Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT L T i TH RT
Num. of Lanes 1 2 1 1 1 1 2 3 1 2 3 1
Lane group L T R L T R L T R L T R
Volume (vph) 131 155 146 233 221 57- 177 2348 376 116 2645 120
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 090 0.90 0.90 0.90 0.90 090 0.90 090
Actuated (PIA) A A A A A A A A A A A A
Startup lost time 2.0 2.0 2.0 2.0 20 20 2.0 20 20 2.0 20 2.0
Ex! eff.green 20 TO 20 2.0 2.0 2.0 2.0 20 2.0 2.0 20 20
Arrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unrt Extension 30 3.0 30 3.0 3.0 30 3.0 30 3.0 3.0 30 3.0
Ped/Bike/RTOR Volume 0 73 0 28 0 188 0 60
Lane Width 120 12.0 12 () 12.0 120 100 12.0 120 120 120 120 120
Pa r ki [1 gIG rad e,1 P a rki ng N 0 N N 0 N N 0 N N 0 N
Parking/hr
Busslops/hr 0 0 0 0 0 0 0 0 0 0 0 0
Unit Extension 3.0 30 3.0 3.0 3.0 3.0 3.0 30 30 30 3.0 3.0
PhaSing Excl. Left EW Perm 03 04 Exel. Left Thru & RT 07 08
Iriming G=: 9.0 G=: 180 G=: G=: G=: 7.0 G=: 680 G=: G=:
y= 3 Y= 5 y- y~ Y= 5 Y=: 5 y=: Y=
Duration oJ Analysis (hrs) =: 0.25 Cycle Length C =: 1200
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
Adj. now rale 146 172 81 259 246 32 197 2609 .209 129 2939 67
Lane group cap. 189 516 231 280 272 215 195 2799 872 195 2799 872
vlc ratio 0.77 0.33 0.35 0.93 0.90 0.15 10.1 0.93 0..24 0.66 1.05 008
Green rati.o 0.25 0.15 0.15 0.25 0.15 0.15 0,06 0.57 0.57 0..06 0.57 0.57
Unif delay d1 38.1 456 458 458 50..2 443 565 23.9 13.0 553 260 11.8
Defay.factor k 0.32 0.11 011 0.44 0.43 0.11 0.50 0..45 0.11 024 050 0.11
Increm. delay d2 178 0..4 0.9 34.6 310. 0.3 67.1 6,5 0..1 81 32.0. 0.0
PF faclor 10.00 1.0.00 1.000. 1000 1.00.0 1. GOO 1000 10.0.0 1000 1.00.0 1.000 /.000
Control delay 559 46.0. 46.7 804 811 44.7 /23.6 304 H2 63.4 580 118
Lane group LOS E 0 0 F F 0 F C B E E B
Apprch delay 49.8 7B6 35.3 57.2
Approach LOS 0 E 0 E
Jntersec delay 491 Intersection LOS 0
lIeS/lli/al .'1
Cf!pynf;hr r:., 2000 UJJi\t'JS~I:-- of FIQrida. .~I! R~ghlS Rt:"::;erv('d
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11/7/2002
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Shon Report
Page] of 1
1- \7\'\ 71 A
SHORT REPORT
General Information isite Information
V\nalysl RMB Intersection US 31 & 106th Street
V;gency or Co A&F Engineering I\rea Type All other areas
Date Performed 1111/02 urisdiction Carmel
Time Period PM Peak I'I,nalysis Year Existing+Prop wi L OS Imprv
Volume and Timing Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num of Lanes 1 2 1 1 1 1 2 3 1 2 3 1
Lane group L T R L T R L T R L T R
Volume (vph) 111 256 175 351 202 139 139 2324 364 84 2258 47
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 090 090 090 090 090 0.90 0.90 0.90 0.90 0.90
I\ctuated (PIA) A A A A A A A A A A A A
Startup lost time 2.0 20 20 2.0 2.0 2.0 20 2.0 2.0 2.0 20 2.0
Ext eff green 20 20 2.0 2.0 2.0 2.0 20 20 20 20 20 20
l\rrlvallype 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 30 30 30 30 3.0 30 30 30 30 30 3.0 3.0
PedfBrkeffHOR Volume 0 87 0 69 0 182 0 23
Lane Width VO 120 12.0 12.0 /2.0 100 /20 120 120 120 120 120
Park I n gf G r a d el P ar ki ng N 0 N N 0 N N 0 N N 0 N
Parklnyfhl
Bus slops/hr 0 0 () 0 () 0 0 0 0 0 0 0
Uf1Il E xlensron 30 30 30 3.0 30 3.0 30 3.0 30 30 3.0 3.0
Phasing Excl. Left EW Perm 03 04 Exd Left Thm & RT 07 08
c- 120 G= 100 G::: G= G::: 70 G::: 57.0 G::: G-
!Timing " - . -
Y= 3 Y= 5 y= y= Y= 5 V::: 5 Y= y=
Duration 01 AnalYSIS (hrs) '" 0 25 Cycle Length C = 1040
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
Adj. flow rate 123 284 98 390 221 78 154 2582 202 93 2509 27
Lane group cap. 268 331 148 268 174 138 224 2708 843 224 2708 843
vie ratio 046 0.86 0.66 146 1.29 057 069 0.95 0.24 0.42 0.93 0.03
Green ratio 021 0.10 o .to 024 010 010 007 0.55 0.55 0.0.7 0.55 0.55
Unrf delay d1 32.7 463 454 37.8 470 44.9 474 22.2 12.2 465 216 108
Delay factor k 011 0.39 0.24 0.50 050 0. 16 026 0.46 011 011 044 0. 11
Increm del<lY d2 1.2 196 105 224.4 165.5 5.3 8.5 8.9 Of 12 6.2 00
PF factor 1UUO 1.000 1. 000 1 (JOO 1.000 1000 1.000 1.000 1.000 1.000 1.000 1.000
Control delay 34.0 659 55.9 2622 2125 502 56.0 31.1 124 478 27.8 108
Lane group LOS C E E F F 0 E C B 0 C B
Apprch delay 56.2 2222 311 28.4
Approach LOS E F C C
I nte/see delay 51.5 Intersection LOS 0
---.- --- -
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Page] of]
~l A fv\s:;.A
SHORT REPORT
General Information Site Information
V\nalyst RMB Intersecl10n US 31 & 106th Street
V\gency or Co A&F Engineering Area Type All other areas
Date Periormed 11/1/02 Jurisdiction Carmel
lTi me Period AM Peak Analysis Year Yr. 2012 wi L OS Imprv
Volume and Timing Input
EB WB NB SB
LT TH RT LT TH RT Ll' TH RT LT TH RT
Num.of L:mes 1 2 1 1 1 1 2 3 1 2 3 1
Lane group L T R L T R L T R L 'T R
lvoJ'ume (vph) 164 194 183 291 276 39 221 2553 470 38 2811 150
% Heavyveh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 090 0.90 0.90 0.90 0.90 090 0.90 0.90 0.90 0.90 0"90 0.90
l\~luated (PIA) A A A A A A A A A A A A
Startup lost time 2.0 2"0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 20 20 20
Exl eff. qreerl 2.0 20 2.0 20 2.0 2.0 20 20 2.0 20 20 2.0
!Arrival Iype 3 :3 3 3 3 3 3 3 3 3 3 3
Unit Extension 30 3.0 3:0 3.0 30 3.0 30 3.0 3.0 30 3.0 3.0
Ped/Bike/RTOR Volume 0 91 0 19 0 2;35 0 75
Lane VVidth 120 120 12.0 12.0 120 /0.0 120 12"0 120 120 12.0 12.0
Par king/Grade/Parking N 0 N N 0 N N 0 N N 0 N
Parkii1g/hr
Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 0
Unit Extension 3.0 30 30 3.0 30 3.0 3.0 3.0 3.0 3.0 30 30
Phasinq Excl. Lell EW Perm 03 04 Exc! Left Thru & RT 07 08
tTiming G .= 8.0 G= /4.0 G= G= G= 7,.0 G= 73.0 G= Goo
y= 3 y= 5 Y= y= y= 5 y= 5 y= y=
DuratJon of Analysis (hrs) = 0.25 Cycle LenCjth C = 120.0
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
Adj flow rate 182 2/6 102 323 307 22 246 2837 261 42 3127 83
Lane group cap. 175 401 17ft 207 21/ 168 195 3005 936 195 3005 936
vie ratio 1.04 0.54 057 1.56 1.45 0.13 126 0. 94 028 022 1.04 0.09
Green ratio 0..21 012 0.12 021 0.12 0.12 0.06 0. 61 061 0.06 0.61 0.61
UniLdelay d 1 45.2 50..0 502 193 53.0 47.5 56.5 216 11.1 539 23.5 9.7
Delay factor k 0.50 014 016 0.50 0.50 011 050 0.46 0.11 0. 11 0.50. 0.11
Increm. delay d2 79.0 15 4.3 274.4 2291 0.4 152.1 72 0..2 0.6 28.2 0.0
PF factor 100.0 1.0.0.0 1.000 1000 1. GOO 10.00 lOGO 1.0.00 1.00.0 1.000. 1000 /.000
Control delay 124.2 5.1.4 54.4 3238 2821 479 20.86 28.8 112 54.4 517 9.8
Lane group LOS F 0 0 F F [) F C B [) [) A
tA.pprch delay 78.5 2948 40..7 507
!Approach LOS E F D [)
Inlersec. delay 687 Interseclion LOS E
11
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Short Report
Page] of]
1- p;l~ S3A
SHORT REPORT
General Information iSite Information
Analyst RMB I nlersection US 31 & 106th Streel
Agency or Co A&F Engineering t\rea Type All other areas
Date Performed 1111/02 Jurisdiction Carmel
Time Period PM Peak I\nalysis Year Yr 20.12 wlLOS Imprv
Volume and Timing Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num of Lanes 1 2 1 1 1 1 2 3 1 2 3 1
Lane group L T R L T R L T R L T R
rvo1ume (vph) 139 320. 219 439 253 44 174 2442 455 60. 2444 59
% !.{cavy vch 5 5 5 5 5 5 5 5 5 5 5 5
PHF ., 0.90. 0.90. 0..90 090. 0.90. 090. 0.:90. 0..90. 0.90. 0.90. 0.90. 0.90.
~cliJated (PIA) A A A A A A A A A A A A
Startup lost time 2.0. 2,0. 20. 2.0 20 2.0 20. 20. 2.0. 20. 20. 20.
ExL eff. green 2.0. 2.0. 2.0 20 2.0. 2.0 2.0. 2,0. 20. 20. 20. 2.0
!Arrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 3D 3.0. 3D 3D 3D 30 3D 3D 3D 3D 3D 3D
Ped/Bike/RTOR Volume a 10.9 0. 22 a 227 a 29
Lane Width 12.0. no. 12.0. 12.0 120. 10.0. 12.0. 120. 120. 120. 120. 12.0.
Parkl ng/Grade/Parking N 0. N N 0. N N a N N 0. N
Parking/hr
Bus stopslhr a 0. a 0 0. 0. 0. 0. () 0. 0 0.
Unit Extension 3.0. 3D 3.0 3.0 3.0. 3.0 3.0 30 3.0. 3.0. 3D 3D
Phasing Excl. Left EW Perm 03 04 Exc! Left Thrll & RT 07 08
Timing G= 120. G= 13.0. G= G= G= 70. G= 640. G= G=
Y= .3 y= 5 y= y= y= 5 y= 5 y= y=
Duration of Analysis (hrs) =: U 25 Cycle Length C = 114.0
. .
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
Adj now rate 154 356 122 488 281 24 193 2713 253 67 2716 33
Lane group cap. 244 392 175 244 20.6 164 20.5 2773 863 20.5 2773 863
vIe ratio 0.63 0.91 0.70. 20.0. 136 0..15 0.91 0.98 0.29 0.33 0.98 0.0.4 ..
Green ratio 0.25 011 0. 11 0..25 0..11 0..11 00.6 .0.56 0.56 0.0.6 0.56 056
Unl! delay d 1 36.3 499 48.6 402 50.5 455 533 243 131 51 2 24.4 "'.2
Delay factor k 0.21 0.43 0.26 0.50 0.50 0..11 045 048 0.11 0..11 048 0.11
Incrern. delay d2 5.2 244 11.5 4643 1918 0..4 46.4 12.4 02 0.9 12.6 00
PF factor 1.00.0 1.00.0. 1. ODD UJOo. 10.0.0 1. (jOU 1.00.0. 1.000 1.0.00. 1.00.0. 1000 1000
Control delay 41 5 74.4 601 504.5 2423 459 997 368 13.3 52.2 37.0. 11 2
lane group LOS 0 E E F F 0 F 0 B 0 0 f3
ft\pprch delay 63.6 3977 387 371
v.,pproach LOS E F 0 0
Intersec delay 787 Intersectlofl LOS E
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Shorl Report
Page] of 1
.1 AJ/I 53 \3
SHORT REPORT
General Information Site Information
Analyst RMB Intersection US 31 & 106th Street
Agency or Co. A&F Engineering Area Type All other areas
Date Performed 1111102 Jurisdiction Carmel
Time Period AM Peak AnalysIs Year Yr 2012 wi Addltonaf Imprv
Volume and Timinq Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of Lanes 1 2 1 1 1 1 2 4 1 '2 4 1
Lane group L T R L T R L T R L T R
Volume (vph) 164 191 183 291 276 39 221 2553 470 38 2814 150
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0..90 0.90 0.90 090 0.90. 0.90. 0.90 0.90 0.,90. 0.90.
Actuated (PIA) A A A A .1\ A A A A A A A
Startup lost time 2.0 20. 20. 20 2.0 20. 20. 2.0. 2.0 2.0. 2.0. 2.0.
Ex!. eft qreen 2.0. 20. 20. 2.0 20. 20. 2.0. 2.0. 20 20 20. 2.0.
Arrival type 3 3 3 3 3 3 3 3 3. 3 3 3
Uni~ ExtenSion 3D 3.0 3.0. 30 3.0. 3.0 30 30 30. 3.0. 30 30
Ped/Bike/RTOR Volume 0. 91 0. 19 a 235 0 75
Lane Width 12.0. 120 12.0. 12.0. 120. 10..0 /20 120. 12.0 12.0 120. 12.0
Par klng/Gr ade/Parking N 0 N N 0 N N 0 N N a N
Parking/hr
Bus staps/hr 0 0 0. 0 0 0 a 0 0 0 0 a
Unit Extension 3.0. 30 30 3.0 3.0 30. 3D 3.0 3:0 3.0. 3.0 3.0
Phasing Excl. Left EW Perm 03 04 ExcL Left Thru & R r 07 08
Iriming G= 10.0 G= 22.0 G= G= G= 8.0 G= 59.0 G --= G=
y= 3 Y= 5 y::: y= y= 5 y= 5 y= y=
Duration of Analysis (hrs) = 025 C['cle Length C = 117.0
Lane Group Capacity, Control Delay, and LOS Determination
EB we NB SB
Adj flow rate 182 216 102 323 307 22 246 2837 261 42 3127 83
Lane group cap. 209 646 289 324 340 270. 228 3:;22 776 228 3322 776
vIe ralia 0.87 0.33 0.35 100 0.90 008 1.08 0.85 0.34 0.18 094 0.11
Green ralio 030 0..19 019 0.30 0.19 0.19 0.07 0.50 0.50 0.07 0.50 050
Unif delay d1 340. 11.2 41.3 43.8 465 392 54.5 25.3 173 514 27.4 152
Delay factor k 0.40 0.11 0.11 0.50 042 0. 11 050 0.39 0.11 0:11 045 011
Increm. delay d2 30.4 0.3 07 49.1 26.1 0.1 82.2 24 03 0.1 6.4 0..1
PF factor 1.000 1.000. 1.000 1.000 1.000 1.000. 1000. 1000 1.000 1.000 1.00.0. 1.000
Control del'-lY 645 415 421 929 72.6 393 136.7 27.6 17.6 51.8 33.7 15.3
L'-lne group LOS E 0 0 F E 0 F C B D C B
Apprch delay 50.0. 815 34.9 33.5
~pproach LOS 0 F C C
J nlersec delay 39.2 Intersection LOS 0
13
fi le:!/C :\Documcnts%20and%20SeltinQs\lv3ndenbcn~.DELL J 5\l.oca!%20Se11 inps\Tenm\s7k: 11/70007
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Page 1 of ]
/j D A/l <.;J: v)
+r:'f~!o...-
SHORT REPORT
General Information Site Information
Analyst RMB Intersection US 31 & 106/11 Street
Area Type All other area:s
Agency or Co A&F Engineering Jurisdiction Carmel
Date Pertormed 11/1/02
Irime Period PM Peak Analysis Year Yr. 2012 w/ Addilional
Imprv.
Volume and Timinq Input
EB WB NB SB
LT TH RT LT TH RT LT TI-I RT LT TI-I RT
Num. of Lanes 1 2 1 1 1 1 2 4 1 2 4 1
L3ne group L T R L T R L T R L T R
Volume (vph) 139 320 219 439 253 44 174 2442 . 455 60 2444 59
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PI-IF 090. 0.90 090. 0.90. 0.90. 0.90. 0.,90. 0.90. 0.90 0.90. 0.90. 0..90.
fA,ctuated (PIA) A A A A A A A A 1\ A A A
Startup lost time 2.0. 2.0. 2.0. 20. 2.0. 20. 20. 20. 20. 2.0. 20 20.
Ext etf green 20. 20 20 20. 20 2.0 2.0. 2.0. 2.0. 2.0. 20. 20
V;rrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 3D 30 30 3.0. 30 3D 3.0. 3.0. 30 3.0. 30 3.0.
PedfBike/RTOR Volume 0. 109 0. 22 0. 227 0. 29
Lane Width 12.0. 120 12.0. 120. 12.0 10.0. 12.0 12.0. 12.0 120 12.0. 12.0.
Par king/Grade/P ar king N a N N a N N 0. (If N 0. N
Parking/hr
Bus stops/hr 0. 0. 0 0. 0. 0. 0. 0. 0. 0 0. 0
Unit Extension 3.0. 3.0. 3.0. 3.0 3.0 30 30. ]0 3D 3D 30. 3.0.
Phasinq bel. Left EW Perm 03 04 Excl. Left Thru & RT 07 08
Timing G= 14.2 G= 12.0 G= G= G= 7.0 (;= 42.0. c; = G==
y= :3 y== 5 y= y= y= 5 y== 5 y= y=
Duration of Ana~ysis (hIS) = 0.25 Cycle Lenath C = 932
Lane Group Capacity, Control Delay, and LOS Determination
EB W8 NB SB
Adj flow rate 154 356 122 488 281 24 193 2713 253 67 2716 33
Lane group cap 340. 443 198 340. 233 185 250. 2968 srn 250. 2968 693
"
\Jle ralio 045 0.80. 0.62 144 1 21 013 0. 77 0. 91 0.37 027 0..92 0.0.5
Sreen rallo 031 0.13 0.13 0..31 013 013 () OS 0.45 0.45 008 0.45 0.45
Unif delay d1 24.8 39.5 384 314 40. 6 36.0. 42.3 23.~) /68 40. 7 239 144
Delay factor k 011 0..35 0.20. 0..50 050 0.11 032 0.43 all 0.1/ 043 0.11
Increm delay d;J 1.0 10.3 5.7 2120. 1260 0..3 138 5.0. 03 06 5.0. DO
PF faclor 10.0.0. 10.00 1.0.00. 10.0.0 1.0.0.0. 1. 000 1000. 1.0.00. lOGO 1000 1000 10.00
Control delay 25. 8 49.8 44.1 243.5 166.6 363 56.2 289 17.2 41.3 289 144
Lane group LOS C 0 0 F F D E C B 0 C B
Apprch. delay 42.8 2099 296 29.1
Approach LOS 0 F C C
lntersec. delay 499 Intersection LOS [)
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II Je:l/C :\Documents(%20and%20Setti ngs\tvandenberg. DEL L J 5\Loc3jl~/~20Se1t i ngs\Tcmp\s2k'. 11 n /2002
SHORT REPORT
Generallnformalion Site Information
[Analyst TSV Intersection US31 & 1D6tl1 Street
[A.gency or Co. A&F Engineering Area Type All other areas
Date Performed 11/6/0.2 fJurisdiclion Carmel
ime Period AM Pe<Jk fA,nalysis Year Yr 2012 +PD wi Add.
Imprv
Volume and Timinq lODut
EB \/VB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of L;:mes 1 2 1 1 1 1 2 4 1 2 4 1
lane group L T R L T R L T R L T R
~olume (vph) 164 194 183 291 276' 65 221 2580. 470. -124 1290.1 150.
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90. 0.90. 0.90. 0..90 0.90. 0.90. 0..90. 0.90 090. 0..90 0..90. 0..90.
lActuated (PIA) A A A A A A A ,A A A A A
Startup lost time 20 2.0. '2.0. ;;0. 20. 2.0. 20 2.0. 2.0. 2.0. 20 20
Ext. eft. qreen 2.0. 2.0. 2.0. 20. 20. 2.0 2.0. 2.0. 20 20. ?G 2.0.
Wrivallype 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 30 3.0. 30. 3.0. 30 3.0. 3.0. 30. 3.0 3.0. ~.G 3.0.
Ped/BikelRTOR Volume 0 91 0. 32 0. 235 0 75
Lane Width 120. 12.0. 120. 120. 120. 10..0 12.0. 120. 120. 120. 12.0. 120.
Park1ng/GradelParking N a N N 0. N N a N N a N
Par king/hr
Bus s10psltlr a a a 0. a 0 0 a 0. 0. 0. 0.
Unit Extension 30 3.0. 30 3.0. 3.0 3.0. 30. 30. 3.0 3..0 3.0 30
Phasing ExeL Left EW Perm 03 , 04 Exd Left ThnJ & RT 07 08
~lming G= 10.0 G= 190. G= G= G= 80. G= 58,,0 G= G=
y= 3 y= 5 Y= y= V:::: 5 y= 5 Y= Y=
Durallon of Analysis (hrs) ::: 025 Cycle Lengtf"l Q= 1130.
Lane Group Capacity, Control Del;:tV, and LOS Determination
EB WB NB SB
Ad}. flow fate 182 216 102 323 307 37 246 2867 261 138 3223 83
Lane group cap 216 578 259 307 304 241 236 3381 789 236 3381 789
vIe ratio 084 0.37 0.39 1.0.5 1.01 0.15 1.0.4 0..85 0..33 0.58 0.95 0..11 ,
Green ratio 028 0.17 0..17 028 0.17 0.17 0.0.7 0. 51 OSI 0..0.7 0.51 0..51
Unif. delay dl 341 41.7 419 431 470. 40.1 525 23.7 16.1 509 262 14.1
Delay factor k 0.38 0. 1/ 0. 1/ 0.50. 0..50 011 0.50. 0..38 011 0. 18 046 011
Increm delay d2 249 0.4 10. 657 541 0.3 70..1 22 0.2 3.7 7.4 O. 1
PF factor 1. 000 1.00.0 1. DOG 1.00.0 1.000 1.0.00 1000 1.000 1. aGO 1.000. 1.0.00. 1000.
Conlrol delay 59.0 421 12.9 10.8.8 1011 40.4 1226 259 16.4 54.6 33.6 14.2
Lane group LOS E 0 0 F F [) F C B 0 C B
Apprcf"l. delay 18.1 10.15 32.2 34.0.
Approach LOS 0 F C C
Intersec delay 39.8 Intersection LOS 0
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fJIe://C:\DoCllments%20and%20Sellings\1 vandenberg DELL } 5\Local%20Sertings\Temp\s2k: 1} 17/2002
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Short Report
Page 1 of 1
_~L '? /vi S L\ 4 B
SHORT REPORT
General Information Site Information
Analyst TSV Intersection US 31 & 106th Street
Agency or Co. A&F Engineering fA,rea Type All other areas
Jurisdiction Carmel
Date Performed 1116/02 Yr. 2012 i f'D wi Adct
Time Period PM Peak fc\na Iy sis Year Imprv.
Volume and Timing Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num of Lanes 1 2 1 1 1 1 2 4 1 2 4 1
Lane group L T R L T R L T R L T R
Volume (vph) 139 320 219 439 253 148 174 2546 455 96 2480 59
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 090 090 090 090 090 090 090
Actuated (PIA) A A A A A A A A A A A A
Startup lost time 2.0 2.0 2.0 20 20 20 20 20 20 20 20 2.0
Ex\. efr green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 20 20 2.0 20
Arrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 30 30 3.0 3.0 3.0 3.0
Ped/BikeiRTOR Volume 0 109 0 14 () 227 0 29
Lane Width 120 120 120 12.0 12.0 10.0 12.0 12.0 120 12.0 12.0 12. 0
Parking!G rad e/Par king N 0 N N 0 N N 0 N N 0 N
f-arklng/hr
Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 0
Unit Extension 30 30 3.0 30 30 30 30 30 30 30 30 30
Phasing Excf Left EW Perm 03 04 Excl. Left Thru & RT 07 08
Timing G= 150 G= 12.0 G= G= G= 70 G= 430 G= G=
y= 3 y= 5 y= y= y= 5 y= 5 y= y=
Duration of Analysis (hI'S) = 0..25 Cycle Length C = 95.0
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
Ad). now f31e 154 356 122 488 281 82 /93 2829 253 107 2756 ]3
Lane group cap. 347 434 194 347 229 181 246 298/ 696 246 2981 696
vie r<:3tio 0.44 082 063 1.41 1 23 0.45 078 095 0.36 043 0.92 0.05
Green ratio 0.32 013 013 032 013 0.13 0.07 0.45 045 0.07 0.45 0.45
UrllL delay d 1 25.1 40.4 39.4 31..5 41.5 38.5 433 249 170 421 24.5 14.5
Delay faetor k 0.11 0.36 0. 21 0.50 0.50 011 033 0.46 0.11 011 0.44 0.11
Inerem. delay d2 0.9 119 6.1 199.3 134.5 1.8 15.3 7. 7 0.3 12 5.6 0.0
PF factor 1.000 1.0.0.0 1.0.00 1 aGO 1.000. 1.000 1 GOO /000 1.0.00 1.00.0 1000 1.0.00
Control delay 26.0 523 458 230.8 176.0. 403 585 327 17.4 433 301 146
LClne group LOS C [) [) F F [J E C B 0 C B
V'\pprch delay 44.7 191 3 33.0 301
V'\pproach LOS 0 F C C
lntersec. delay 509 Intersection LOS 0
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CLARlANHEALTH -NORTH HOSPITAL
TRAFF1e IMPACT ANALYSIS
~~,1-4:~~'~"'f.;;~~ ~ aee ':.'}t-, ~~'.tlI-<.",,1 L ~ ~{f ~~=- ~ ~....-};.~.~,.....-y;'~ ~~:&'. If., ~ ~ ~ ~ 4'-' JI.tI ::~". ~
u.s. 31 & 103RD STREET
INTERSECTION DJ\TA
TRAFFIC VO-LlflVIE COUNTS
i\ND
CA.PACITY ANALYSES
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A & F ENGINEERING CO., INC.
TRAFFIC VOLUME S~~~y
CLIENT
LOCATION
DATE
CLARIAN HEALTH
103RD STREET & U.S. 31 (04)
OCTOBER 21, 2002
PEAK HOUR DATA
AH PEAK
HR BEGIN 7:15 AM
I, T R TOT
OFF PEAK
PM PE.I"I.K
HR BEGIN 4:}0 Pt.'J
TOT L ']' R TOT
60 2579 269 2908
77 53 317 447
21 264 "I 15 2683
363 37 30 430
L
T R
NORTHBOUND
EASTBOUND
SOlHHBOtJND
WESTBOUND
336 2707
10 23
47 2802
143 63
394 3137
29 62
'11 2893
l7 223
HOUR SUMMARY
HOUR NB SB NB+SB EB ~vB EB + i"iB TOTAL.
-_.
- J'I..M -
6- 7 IS12 1716 3228 12 70 82 3310
7- 8 3169 2828 5997 55 204 259 6256
8- 9 2835 2282 5117 62 206 268 5385
- PM -
3- 4 2142 1984 4126 158 240 398 4524
4 - 5 2585 2385 4970 339 400 739 5709
5- 6 2989 2482 5471 402 3 '12 744 6215
TOTAL 15232 13677 28909 1028 1462 2490 31399
48.5% 43.6% 92.19" 3.3% 4.7% 7 . 906 100.09"
- AM PEAK VOLUMES -
lS-MIN 963 806 21 66
HOUR 3437 2893 80 219
PHF 0.89 0.90 0.83 0.94
- PM PEAK VOLUMES -
lS-MIN 781 730 14 D 126
HOUR :3 00] 2683 447 430
PHF 0.96 0.92 0.80 0.85
18
TRAFFIC VOLUME SUMMARY
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A & F ENGINEERING CO., INC.
CLIENT
LOCATION
DATE
CLARIAN HEALTH
103RD STREET & U.S. 31 (04)
OCTOBER 21, 2002
DIRECTION OF TRAVEL
NORTHBOUND
HOUR LEFT THRU RIGHT TOTAL U
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM 1510
6- 7 104 2 106 1218 74 1292 III 3 114 1433 79
7- 8 295 3 298 2390 129 2519 350 2 352 3035 134 3169
8- 9 257 4 261 2071 166 2237 335 2 337 2663 172 2830
PM
]- 4 49 2 51 1876 78 1954 137 0 137 2062 80 2142
4- 5 68 2 70 2232 88 2320 194 1 195 2494 91 ~ ~~Oj
5- 6 64 1 65 2587 58 2645 277 2 279 2928 61
PASSENGER 837 12374 1404 14615
98.4% 9S.4"" 99.3% 95.9% 0
TRUCK 11 593 10 617
L 6% 4 . G "6 0.7% 4.1% 0
BCn.'H 851 12967 1414 15232
5.6% 85.10" 9.3".; 100.0% 0
DIRECTION OF TRAVEL EASTBOUND
]-1 OUR LEFT THRU RIGHT TOTAL L
PASS TR UCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM Ie
6- 7 3 0 3 0 0 0 9 0 9 12 0 -
7- 8 8 0 8 17 1 18 28 1 29 53 2 5~
8- 9 13 1 14 17 2 19 29 0 29 59 3 6
PM
3 4 17 1 18 22 1 23 11'1 3 117 153 5 158
.-
4- 5 16 1 47 38 2 40 248 4 252 332 7 33['-
5- 6 77 1 78 52 0 52 270 2 272 399 3 ~
~
PASSENCER 164 146 698 1008
97.6"" 96.1% 98.6% 98.1% 0
TRUCK 4 6 10 20
2.4% 3.9% 1.4% 1. 9% 0
152 708 1028
BOTH 168
16_3% 14_8% 68.9% 100.0%
0
19 0
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A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUl'1MARY
CLIENT
LOCATION
DATE
CLARIAN HEALTH
103.RD STREET & U.S. 31 (04}
OCTOBER 21, 2002
DIRECTION OF TRAVEL
SOUTHBOUND
HOUR LEFT 'l'HRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
6- 7 13 0 13 1639 50 1689 14 0 14 1666 50 1716
7- 8 39 2 41 2681 72 2753 34 0 34 2754 74 2828
8- 9 42 0 42 2066 114 2180 59 1 60 2167 115 2282
,. PM
3- 4 16 0 16 1843 117 1960 8 0 8 1867 117 1984
4- 5 21 0 21 2221 119 2340 22 2 24 2264 121 2385
5- 6 25 0 25 2327 116 2443 14 0 14 2366 116 2482
PASSENGER
156
98.7%
12777
95.6%
151
98.1%
13084
95.7%
TT~(JCK
2
1.3%
588
-1. -1 %
3
593
4.3%
1.9%
BOTH
158
1 .2?"
13365
97.7%
154
1.1%
13677
100.0%
DIRECTION OF TRAVEL
WESTBOUND
HOUR LEFT THRU RJ(~HT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
6- 7 52 1 53 14 0 14 3 0 :) 69 1 70
7- 8 130 '.) 135 53 1 54 14 1 15 197 7 204
8- 9 125 1 126 60 1 61 18 1 19 203 3 206
PM
3- 4 197 0 197 20 0 20 21 2 23 238 2 240
4- S 347 1 348 2S 1 26 2S 1 26 397 3 400
5- 6 276 1 277 3.01 0 34 31 0 31 341 1 342
..
PASSENGER 1127 206 112 1445
99. 2 ?6 9FJ.6% 95_7"6 98. 8%
TRUCK <) 3 5 17
O. 8% 1 .4% 4 .3% 1. 2%
BOTH 1136 209 117 1462
77 .7% 14 ~o 8 0% 100. O~o
. - [;
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Short Report
Page I of J
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SHORT REPORT
Generallnforrnation Isite Information
l4nalyst RMB Intersection US 31 & 103rd Street
[Agency or Co. A&F Engineering lArea Type All other areas
Date Performed 11/4/02 iJurisdiction Carmer
tTime Period AM Peak iAn31ysis Year Existing
Volume and TiminQ Input
EB we NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num of Lanes 1 1 1 1 1 1 2 3 1 1 3 1
Lane group L T R L T R L T R L T R
lVolume (vph) 10 23 29 143 63 17 336 270.7 394 47 280.2 44
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0..90 090. 0..90. 0..90 0.90 0.90 0.90 0..90 090. 0.90 0..90 0..90
V\ctuated (PIA) A A A A A A A A A A A A
Startup lost time 20 20. 2.0. 20 2.0. 2.0. 2.0. 2.0. 2.0. 2.0 20 2.0
Ex!. eft. qreen 2.0 2.0 2.0 20 2.0. 2.0 2.0 2.0 20 2.0 2.0 2.0
[Arrival t)i pe 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 3.0 3.0 3.0 30 3.0. 30 3.0 3.0 30 3D 30 3.0
Ped/Bike/RTOR Volume 0 14 0 8 0 197 0. 22
Lane Width 120 12.0 120 12.0 120 12.0. 120.. 12.0. 12.0 12.0 120. 12.0.
Pa rk ing/Grade/Parking N 0 N N 0. N N 0 N N a N
Parklng/hr
Bus stops/hr 0 0 0 0 0 0 a 0. 0. 0 0 0.
Unil Extension 3.0 3.0 30 30 3D 30 3.0 30 30 30 3.0 3.0.
Phasinq Excl Left EW Perm 03 04 Excl left Th,u & RT 07 08
Timing Go: 70. Go: 70 Go: Go: Go: 130 Go: 700 G= G=
y= 3 y= 5 y= y= Yo: 5 Y= 5 Y= y=
Duration of Analysis (hrs) = 0.25 Cycle length C = 115.0
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB S8
Adj. flow rate 11 26 17 159 70. 10. 373 30.0.8 219 52 3113 24
lane group cap 168 110. 94 168 110 94 377 30.0.7 936 194 30.07 936
Ie ralto 00.7 024 0.18 0.95 0..64 0. 11 0.99 1 GO 0.23 0.27 1.0.4 0.03
Green ratio 0.15 00.6 0.06 0.15 0..06 0.0.6 0.11 0..61 0.61 0./1 061 0.61
Unif. delay d 1 42.1 515 51.3 48.4 52.8 510 50..9 225 10.;3 46.6 22.5 89
Delay factor k 011 0..11 0.11 0.46 0.22 0.11 0.49 0.50 0. 11 011 0.50. 0. 11
Increm delay d2 0..2 1.1 0.9 537 11.6 05 434 16.5 o 1 0.7 26.4 0..0
PF factor 1.00.0 1.000. 1.000. 1.0.0.0 1.0.0.0. 1.0.0.0. 1000. 1.000. 1.00.0. 1.000 1.0.0.0 1. 00.0.
Control delay 423 526 52.2 10.21 613 515 943 39.0. 10.4 47.4 48.9 9.0
Lane 9!OUP LOS 0 0 0 F E 0 F 0 B 0 0 A
Apprch. delClY 50.4 89.0. 43.0. 48.6
Approach LOS 0 F 0 0
Intersec delay 17. 1 Intersection LOS 0
} ICS;OOO 1,'.1
c"r,,-ng}ll 't:' "/000 Um\'~TSlf\. of nOlida ;\ rl R~ghl~, RE'st"r'\'~'d
Vr~~-ion'~ 1.[
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fi Ie://C: \Documents~/()20and!j<120Setl in!:!S\l vandenben!.DELL] 5\Loc<JI'j<120Set I inQs\Ternn\s7..
1 117/7 007
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Page 1 of 1
d.- ? /1" 51-
SHORT REPORT
General Information Site Information
Analyst RMB Intersection US 31 & 103rd Street
Agency or Co. A&F Engineering ~rea Type All other areas
Date Performed 11/4/02 Jurisdiction Carmel
Time Period PM Peak Analysis Year Existing
Volume and Timinq Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num of Lanes 1 1 1 1 I 1 2 3 1 1 3 1
Lane group L T R L T R L T R L T R
rvolume (vph) n 53 317 363 37 3D 60. 2579 269 21 2647 15
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0,90. 0.90 0.90. 0.90. 0.90. 090 090. 0.90. 0..90. 0.90. 0.90. 0.90.
V\ctualed (PIA) A A A A A A A A A A A A
Startup lost time 2,0 2.0 20. 2.0 2.0 2,0 2.0. 2,0. 2.0. 2.0. 20. 20.
Ex! eft. qreen 20. 2.0. 2.0. 2.0. 20 20. 2.0. 2,0. 2.0. 2.0. 2,0. 2.0.
Arriyallype 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 3.0 30 3.0 3.0. 3.0 3.0. 3.0. 3.0 30 3.0. 3,0. 30.
PedfBike/RTOR Volume 0. 158 a 15 0 134 a 7
Lane Width 120 12.0. 120. 120. 120. 120 120. 12.0. 12.0. 120. 120. 12.0
Park i ngfG rad e/Pa r kin y N 0 N N 0 N N 0. N N 0 N
Parking/hr
Bus stops/hr a 0. 0 0 0 () a 0 a 0 0. a
Unit Extension 30 3.0. 3.0. 30 30 30. 30 30. 3.0. 30. 3.0. 3.0.
phasinq ExcL Left EW Perm 03 04 Excl Lett Thru & In 07 08
lTiming G= 11.0. G= 110 G= G= G= 70. G= 730. G= G=
y = 3 Y= 5 y= y= y= 5 y= 5 y= y=
Duralion of AnalYSIS (hrs) = 0.25 Cycle Length C = 1200
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
A.dj flow rate 86 59 177 40.3 41 17 67 2866 150. 23 2941 9
L~lfie group cap. 257 166 141 256 166 141 195 3005 936 100 3005 936
!vIe ratio 033 036 1 26 1.57 025 012 0. :-J4 095 016 0.23 098 001
Isreen ratio 0..21 00.9 0.09 021 009 009 0.06 () 61 0.61 0.0.6 0.61 0.61
Unif. delay d1 39.7 512 54.5 48.4 50..7 50. 1 54.3 219 102 53.9 22.7 9.3
Delay fClctor k o 11 0..11 050. 050 0.11 (J.l1 0.11 0..46 0.11 0.11 0.48 0..11
Inerern delay d2 0.8 13 160.0 276.4 08 0.4 1.1 8.2 0.' 12 11.9 0.0
PF factor 10.00 '.000 1.000 1000. 10.00. 1.000 1000 1. GOO. 1.000. '.000 1.0.0.0 1000
Control delay 40.5 525 214.5 3248 51.4 504 55.4 30.' 103 551 34.6 93
Lane group LOS 0 0 F F [) 0 E C B E C A
Apprch delay 1383 290.3 29.7 347
Approach LOS F F C C
Intersec del3Y 546 Intersection LOS 0
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file!/C:\Documents%,20'lJld%}20Setlings\tv~H1denber~DLLL J S\1.ocaIQ/',70Sell ino<;\Ten'mk)l-, 1117/)007
SHORT REPORT
General Information Site Information
Analyst RMB Intersection US 31 & 103rd Street
Agency or Co A&F Engineering Area Type All a/her areas
Date Performed 11/4/0.2 Jurisdiction Carmel
rrime Period AM Peak AnalysIs Year EXIsting + Proposed
Volume and Timinq Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of Lanes 1 1 1 1 1 1 2 3 1 1 3 1
Lane group L T R L T R L T R L T R
Volume (vph) 10 23 29 256 63 44 336 270.7 763 134 2802 44
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 090 0.,90 0.90 0.90. 0.90. 0..90 0.90. 090. 0..90 0.90 0.90 0.90
!Actuated '(PIA) A A A A A A A A A A A A
Startup losl time 20. 2.0 2.0 20 2.0 2.0 2.0 2.0 20. 2.0 2.0 20.
Ex!. eft. green 2.0. 2.0 20 20. 2.0 20. 2.0. 2.0. 20. 20. 2.0. 2.0.
Arrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 3.0. 3.0 3,0. 30. 3.0 3D 3D 3.0. 30. 30 30. 3.0.
Ped/Blke/RTOR Volume 0 14 0 22 0. 38.1 a 22
Lane Width 12.0 120. 12.0. 120 120. 120. 120. 12.0. 12.0. 120. 120. 12.0
Parking/Grade/Parking N 0. N N 0. N N 0 N N a N
Parklng/hr
Bus stops/hr a a a 0 0 0 a 0 a a 0 a
Unit ExtenSion 30. 30 3.0. 3.0 3.0 30 3.0 30 30. 3.0 3.0. 3.0.
Phasinq beL Left EW Perm 03 04 ExcJ Left Thru & RT 07 08
Timing G= 8.0. G= 70. G= G= G= 10.0 G= 770 G= G=
Y= 3 y= 5 y= y= y= 5 y= 5 y= y=
Duration of Analysis (hrs) = 0.25 rGycle Length C = 120.0.
Lane Group Capacity, Control Delay~and LOS Determination
EB WB NB SB
Adj now rate 11 26 17 284 70 24 373 3008 424 149 3113 24
Lane g~.oup cap. 175 10.6 90 175 106 90 278 3170. 987 143 3170. 987 . -
vIe ratio 0.06 025 0. 19 162 0.66 0..27 1.34 095 0.43 1. 04 098 0.02
Green ratio 0.15 0.06 006 0..15 0.06 0.06 0.08 0.64 064 0.0.8 064 0.64
Unif. del<lY d 1 437 54.0. 53.8 508 553 54.0. 550. 197 10.6 55.0. 20.8 7.8
DeliJY factor k 0. 11 0.11 011 O.SO' 0..24 01'1 0.50 0.46 O. 11 0.50. 0.49 0.11
fncfem delay d2 0.2 1.2 10. 304.9 14.2 16 176.0 74 0.3 86,8 12. 1 0,0
PF factor 1. aDo. 1.00.0. 1000 1.00.0. 10.00. 1.000 1. GOO 10.00 1.0.00 1. 000 1.000 1.0.00.
Control delay 43.9 55.2 548 3558 695 55.6 2310 27.0 109 141. 8 32.9 7.8
Lane group LOS 0 E 0 F E E F C 8 F C A
Apprch delay 52.8 2837 452 37.7
Approach LOS 0 F 0 D
Intersec delay 54.0 Intersection LOS 0
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SHORT REPORT
General Information Site Information
!Analyst RMB Intersection US 31 & 103rd Street
!Agency or Co A&F Engineering Area Type All other areas
Date Performed 11/4/02 Jurisdiction Carmel
[Time Period PM Peak V\nalysis YeClr Existing + Proposed
Volume and Timing Jnput
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of lanes 1 1 1 1 , 1 2 3 1 1 3 1
Lane group L T R L T R l. T R L T R
Volume (vph) 77 53 317 807 37 134 60 2579 423 57 ')647 15
oil) Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0..90. 0.90. a9G 0.90 0.90. 0.90. 0..90. 0.90 0.90 090. 0.90.
Actuated (PIA) A A A A A A A A A A A A
Startup lost time 2.0. 20. 2.0. 2.0. 20. 2.0. 20 20 2.0. 2.0. 2.0 2.0.
Ex!. eft. Cjreen 2.0. 20. 20. 20. 20. 2.0. 2.0. 20 20. 2.0 2.0. 20.
. Arrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Exterlsion 3,0. 30 3.0. 30 30 3.0 3.0 30 30 3.0 30 30
Ped/Bike/RTOR Volume a 158 0 67 a 211 a 7
Lane Width 120. 12.0. 12.0. 12.0 12.0. 120 12.0. 120 12.0 120 120. 120
Parklllg/G rade/Parking N 0 N N 0 N N 0 N N 0 N
Parking/hr
Bus stopslhr 0 a 0. 0 0 0. 0. 0 0 0 0 0
Unit Extension 3.0 3.0 30 3D 3.0. 30 30. 30 30. 30 30 30
Phasinq bel. Left EW Perm 03 04 Excl. Left Thru & RT 07 08
TIming G= 20.0 G= 70. G= G= G= 70 G= 650. G= G-
y= 3 y= 5 y= y= y= 5 y= 5 Y= Y==
Duration of Analysis (hrs) = 02:} Cycle Length C == 1170
Lane Group Capacity, Control Delay, and LOS Deterrnination
EB VVB NB SB
~dJ now ILlle 86 59 177 897 1/ 74 67 2866 236 63 2941 9
Lane group C3p. 356 108 92 356 108 92 200 2744 854 103 2744 854
Iv/e ratio 024 0. 55 1.92 252 0.38 0.80 0. 31 104 0.28 06/ 1.07 001
Green ratio 0.26 0.06 006 026 0.06 O. (Jfi 006 0.56 056 0.06 056 0.56
Unif delay d 1 342 53.5 5S0 429 529 54.3 52.8 260 137 53.7 26.0 11.6
Delay factor k 011 015 0.50 U50 0.11 0.35 0. 11 050 0..11 020 0.50 0.11
Increm delay d2 04 57 453.1 6921 22 388 10. 30.2 02 10.2 40.2 0.0
PF factor 1.000 1000 '.000 1.000 1000 1.000. 1000 1.000 1.000 1.000 1.000 1.000
Control delay 34.5 59.2 508.1 735.0 551 93.1 53.8 562 13.8 639 662 11.6
Lane yroup LOS C E F F E F D E B E E B
Apprch. delay 299.4 660..5 53.0 660
Approach LOS F F 0 E
Inlersec delay 1506 Intersection LOS F
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SHORT REPORT
General Information Site Information
Analyst TSV Intersection US 31 & 1G3rd Street
Agency or Co. A&F Engmeering f^.rea Type All other areas
Date Performed 11/6/0.2 ~urisdictton Carmel
lTime Period AM Peak 7\nalysis Year Existing+Proposed wllmprov.
Volume and Tirninq Input
EB W8 NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of Lanes 1 1 1 1 1 1 2 4 1 1 4 1
Lane,group L T R L T R L T R L T R
Volume (vph 10 23 29 256 63 44 336 270.7 7Q:J 134 280.2 44
% Heavy v'eh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0..90. 0..90. 0.90. 0.90. 090. 0..90. 0..90. 0.90. 0.90. 0.90. 0..90. 0..90.
Actuated (PIA) A A A A A A A A A A A A
!startup lost time 2.0. 2.0. 2.0. 2.0. 20. 2.0. 2.0. 20. -2.0. 20. 20. 2.0.
Ext. eft. qreen 20. 2,0. 2.0. 2.0. 2.0. 2.0. 20 2.0. 2.0. 2.0. 20. 2.0.
~rrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 30. 3.0. 3.0. 30. 3.0. 30. 3.0. 3D 3D 30. 3.0. 30
Ped/S'lkeJRTOR Volume 0. 14 a 22 a 381 a 22
Lane Width 120. 120. 12.0. 120. 120. 12.0. 120 -120. 12.0. 12.0. 12.0. 120.
ParkihgJGradeJP arking N a N N 0. N N a N N a N
Parking/hr
Bus slops/hr a a a a a a u 0. a 0. 0. a
Unil Exten.sion 3.0. 3.0. 3.0. 30. 3D 30. 3.0. 3.0. 3.0. 3.0. 30. 3.0.
Phasin(J Exel. left EW Perm 03 04 Exd Left Thru & RT 07 08
Timing G= 8.0. G= 7.0 G= G= G= 100. G= 77.0. G= G=
y= 3 Y= 5 y= y= Y= 5 Y= 5 Y =0' y=
Duratioh of Analysis (hrs) = 0..25 Cycle Lenqth C =0 1200
Lane Group. Car: acity. Control Delay. ahd LOS Determination
EB WB NB 58
~dj. flow rate 11 26 17 284 70. 21 373 30.08 424 149 3113 24
Lane group cap. 175 106 90. 175 10.6 90. 278 4227 987 143 4227 987 ,
~ic ratio 0.0.6 0.25 0.19 1.62 0.66 027 1.34 0.71 0.13 .10.4 0. 74 0.0.2
Green ratio 0.15 006 0.0.6 0.15 0.0.6 0.0.6 0.0.8 0.64 0..64 0.0.8 0..64 0.64
Unit delay d1 .. 43.7 553 540 550 7.8
540. 53.8 50.8 142 106 550. 14.6
Delay faelor k 0. /1 0..11 0..11 0.50. 0..24 a.' 1 0.50. 0..28 0.11 0.50 0.29 0..11
Iherem. delay d2 0.2 12 1.0. 1304: 9 14.2 16 176.0. 0.6 0.3 86.8 0.7 0.0.
PF factor 100.0 1.0.00. 10.00 10.00. 1.0.00. 1. aDo. 10.0.0 1.000. 1.0.00 1000. 1.000 10.0.0
Control delay 439 552 548 3558 695 556 231. 0. 148 109 1418 153 78
Lane group LOS 0 E 0 F E E F B B F B A
Apprch delay 52.8 283.7 35.5 210.
Approach LOS 0 F 0 C
Inlersec. delay 118 Inlersection LOS 0
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SHORT REPORT
General Information !site Information
Analysl TSV Intersection US 31 & 103rd Street
Agency or Co A&F Engineering V\rea Type AU other areas
Date Periormed 11/6/02 ~urisdiction Carmel
Time Period PM Peak IAnalysis Year Existing+Proposed w/lmprov
Volume and Timinq Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num of Lanes 1 1 1 1 1 1 2 4 1 1 4 1
Lane group L T R L T R L T R L T R
Volume (vph) 77 53 317 807 37 134 60 2579 423 57 2647 15
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 090 0.90 0.90 0.90 090 0.90 0.90 0.90 090 090 0.90 0.90
Actuated (PIA) A A A A A A A A A A A A
Startup lost time 2.0 2.0 2.0 20 20 2.0 2.0 2.0 20 20 2.0 20
Ex\. eff. qreen 2.0 20 2.0 2.0 20 20 2.0 20 20 20 20 2.0
Arrival type 3 3 3 3 .3 3 3 3 3 3 3 3
Unit Extension 3.0 3.0 3.0 3.0 30 30 3.0 30 30 30 3.0 3.0
Ped/BikeiRTOR Volume 0- 158 0 67 0 211 0 7
Lane Width 12.0 12.0 12.0 120 12.0 120 120 120 120 120 120 120
PiCH king/Grade/P a rking N 0 N N 0 N N 0 N N 0 N
Parkinglhr
Bus stopslhr 0 0 0 0 0 0 0 0 0 0 0 0
Unrt Extension 30 30 30 3.0 30 30 3.0 3.0 3.0 30 30 3.0
Ph.aslnq ExcL Left EW Perrn 03 04 Exd Left Thru & RT 07 08
tTiming G= 300 G= 10.0 G= G= G= 70 G= 55.0 G= G=
y= 3 Y= 5 y= y= y= 5 y= 5 y= y=
Duration of Analysis (hrs) = 0.25 Cycle Lermlh C = 120..0.
Lane Group Capacity, Control pelay, and LOS Determination
EB WB NB SB
AUJ. now rate 86 59 177 897 41 74 67 2866 236 63 2941 9
Lane group cap. 518 151 128 517 151 128 195 30.19 705 100 30.19 70.5
vie rotio 0.17 0..39 138 1.74 0..27 0.58 0..34 0.95 0.33 O[i] 0.97 0. 0.1
-
Green ratio 0.36 0.08 0.08 0.36 0.08 0.08 0.0.6 0.46 04(i DOG 046 046
Unit deby d1 26.1 521 550 39.8 516 53.0 543 31.2 208 55.2 31.8 17.7
Delay factor k all 0.11 0.50 0.50 0.11 0.17 0.11 0..46 0..11 0.21 048 0.11
Increm delay d2 0.2 1.7 213.3 1388 10 6.4 1.1 7.7 o.J 12.1 III AD
PF factor 1.0.00. 1. 000 1. 00.0. 1. GOO 1 GOo. 1.00.0 1. GOO 1. 000 1.0.0.0. 1.00.0 1.000 1. 000
Control delay 26.3 538 7683 1378 6 52.6 593 55.4 389 21 1 67:? 429 177
Lane group LOS C D F F 0 E E 0 C E [) B
lApprch. delay 164.3 3421 379 -133
!Approach LOS F F 0 0
Intersec delay 864 Intersection LOS F
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II le :lIe: \Document s%20;md%20Sell ings\tvandenbcrgDEI.L] S\LocalYo20Sett ings\T ernp\sL. J J 17/2002
SHORT REPORT
General Inf(;nmation Site Information
iAnalyst RMB Intersection US 31 & 103rdSlreet
Area Type All other areas
~gency or Co, A&F Engineering Jurisdiction Carmel
Date Performed 1114102
lTime Period AM Peak Analysis Year Existing+Proposed wi
Improv
Volume and Timing Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Nurn. 6f Lanes 1 1 1 -2 1 1 2 4 1 1 4 1
Lane group L T R L T R L T R L T R
:volume (vph) 10 23 29 256 63 44 336 2707 763 134 2802 44
% Heavv veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90. 0.90 0.90 0.90. 0.90. 0.90. 0..90. 0.90. 0.90. 0.,90. 0.90. 0.90.
IActualed (PIA) A A A A A A A A A A A A
~tartup lost time 2.0. 20. 2.0. 20. 20. 2.0. 2.0 2.0. 2.0. 20. 2.0. 2.0.
Ex!. eH. qreen 2.0. 2.0. 2.0. 2.0. 2.0. 20. 20. 2.0. 2.0. 20. 2.0. 20
Arrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 3.0. 30. 3.0. 3.0. 30. 30 30. 3.0. 30. 3.0. 3.0. 30.
Ped/Bike/RTOR Volume 0 1.4 0 22 0. 381 a 22
Lane Width 120. 120. 12.0 120. 12.0. 120. 120. 12.0. 120 120. 12.0. 120.
P arki ng/G r ad e/Pa r king N a N N 0. N N 0. N N a N
Parking/hr
Bus stops/hr a a a 0. 0. 0. a 0. 0 a 0. 0.
Unit Extension 30. 3.0. 3.0. 30 30 3.0 30 30 3.0. 3.0 3.0 3.0.
Ph<:lsinq Exel Left EW Perm 03 04 Excl Left Thru & RT 07 08
Timing Go:: 14.0. G= 70 Go:: Go:: Go:: 14.0. G= 610. Go:: G=
y= 3 y= 5 y= Yo:: y= 5 Y= 5 y= y=
Duration of Analysis (hrs) = 0.25 Cycle Length C = 1140.
Lane Group Capacity, Control Delay, arid LOS Determination
EB WB NB SB
Adj. flow rate 11 26 17 284 70 24 373 3008 424 149 3113 24
Lane group cap 275 111 351 410 t 11 351 410 3525 1079 211 3525 1079
vie f<:llio 00.4 0,23 005 0.69 Q.63 007 0.91 0. 85 0.39 0..71 0.88 0..0.2
fGreen ratio 021 0.0.6 0.23 0.12 0..0.6 0.23 0.12 0.54 0.70 012 0.54 0..70.
Uni!. delay dl 359 50..9 34.3 479 52.2 345 49.4 22.7 7.0. 480 23.4 5.2
Delay factor k 0..11 0..11 0.11 026' 0..21 O. 11 0..43 0.39 0..11 0.27 0.41 0.11
Inerem. delay d2 0.1 1.1 0.1 5.0. 11.0. 0..1 23.9 22 0.2 t03 3.0. 0.0.
PF factor 1.000 1.000 1.0.0.0 10.00. 100.0. 1. 000 1.0.00 100.0 1000 1. GOo. 1 GOO 1. GOO
K::onlroJ delay 359 520. 34.4 529 632 34.6 733 24.9 7.2 58.3 26.3 52
Lane group LOS D 0 C D E C E C A E C A
Apprch. delay 43.2 53.7 277 27.6
Approach LOS 0 0 C C
I ntersec. delay 291 Intersection LOS C
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C"or)'ri.eht 1:' 7000 Un,...t'r~il:,!- 01' f 1m id;:t. /\11 R 19h1:s R t"~f'F"'Jfd
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SHORT REPORT
General Information Site Information
~nalyst RMB Intersection US31 & 1D3rdStreet
lArea Type All other areas
lAgency or Co. A&F Engineering ~urisdiction Carmel
Date Performed 11/4/0.2
rime Period PM Peak lAnalysis Year Existing+Proposed wi
Improv.
Volume and Timinq Input
EB WB NB S8
LT TH RT LT TH RT LT TH RT LT TH RT
Num of Lanes 1 1 1 2 1 1 2 4 1 1 4 1
Lane group L T R L T R L T R L T R
Volume (vph) 77 53 317 80.7 37 134 60. 2579 423 57 17647 15
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0..90. 090. 090. 0.90. 0..90. 0.90. 0..90. 0.90. 0..90. 0.90. 090 0.90.
Actuated (PIA) A A A A A A A A A A A A
Startup lost time 2.0. 20. 20. 2.0. 20. 2.0. 20. 2.0. 20. 2.0. 20. 2.0.
Ex!. eft. green 2.0. 2.0. 2.0. 2.0. 2.0. 20. 2.0 20. 2.0. 2.0. 2.0. 20.
Arrivallype .3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 30. 3.0 30 3.0. 30 3.0. 3D 3.0. 3.0 30. 3D 30
Ped/Bike/RTOR Volume a 158 0. 67 0. 211 0 7
Lane Width 12.0. 12.0. 120. 120. 12.0. 120 120. 120. 12.0. 12.0. 120. /20.
Park ing/Grade/Pa r king N 0. N N 0. N N 0. N N 0 N
Parking/hI
Bus stops/hr 0. 0. 0. 0. 0. 0 a a 0. 0. 0. a
Unit ExtenSion 30. 3.0. 30 3D 3.0. 30. 3.0. 3D 30 30. 30 3.0.
PhClsinq ExcL Left EW Perm 03 04 ExcL Left Thru & RT 07 08
G= 310 G= 7.0 G= G= G= 7.0. G= 530. G= (-:; =
Ttming y= 3 y= 5 Y= Y= y= 5 y= 5 y= y=
DlJration of Analysis (hrs) = 0..25 Cycle Lenqth C = 1/6.0.
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
\dj ffow rate 86 59 /77 897 41 74 67 2866 236 63 2941 9
Lane group cap. 521 109 252 891 109 252 20.1 30.10 1180 104 30 to 1180.
vIe ratio 0..17 0..54 0..70. 10.1 0.38 0..29 0..33 0.95 U20 0.61 0.98 0.0.1
(;reen ratio 0.35 0..06 016 027 00.6 0..16 0..0.6 0..46 all 0.0.6 046 0.77
UniL dr.lay dl 256 52.9 498 42.5 524 42.6 52.3 30.3 3.7 53.2 309 32
Delay factor k 0.11 0..14 0..27 050 (J 11 0.11 011 0.46 0../1 019 048 0.11
Inerem. delay d2 0.2 5.4 8.5 31.8 22 0.7 10. 80 a. 1 97 11.6 DO.
PF foetor 1000. 10.0.0 1. aGO 1.0.0.0. 1.0.00. 1.o.Uo. 1.0.0.0. 1000 1.000 1. 000 lOGO 1.000
!control delay 258 58.3 543 743 546 43.3 532 38.3 3.8 629 42.5 32
L<:lnc group LOS C E 0 E D 0 0 0 A E 0 /\
Apprch delay 47.4 71.2 36. .1 428
.
Approach LOS 0 E D 0
Intersec delay 440 Illtersection LOS 0
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SHORT REPORT
Generallntormation Site Information
Analyst RMB Intersection US 31 & 103rd Street
Agency or Co. A&F EngineeJing Area Type AJ/ other areas
Dale Performed 11/4/02 ~urisdiclion Carmel
Time Period AM Peak p-nalysis Year Year 2012
Volume and Timinq Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num of Lanes 1 1 1 1 1 1 2 3 1 1 3 1
Lane group L T R L T R L T R L T R
Volume (vph) 10 24 30 147 65 17 314 2978 404 48 3082 45
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90. 0.90. 0.90.
Actuated (PIA) A A A A A A A A A A A A
Startup lost time 2.0. 2.0. 2.0. 20 2.0. 2.0 20. 2.0 20 2.0 2.0. 2.0.
Ext. eft qreen 2.0 20. 2.0. 20. 20 20. 2.0 2.0 2.0 2.0. 2.0 2.0
Arrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 3D 3.0 30 30 30. 30. 30 3.0. 3.0. 3.0 3.0 3.0.
Ped/Bike/RTOR Volume 0. 15 0 8 0 20.2 0 22
Lane Width 120 120 120 12.0. 120. 12.0. 120 12.0 12.0 120 12.0 12. ()
Parking/Grade/Par king N 0 N N 0. N N 0. N N 0. N
Parking/hr
Bus stops/hr 0 0 0 0 0 0 0. 0 0 0 a 0.
Unit Extension 30 30 3D 3D 3:0. 3.0. 30. 30 3D 3.0 3.0 30
PhaSing ExcL Left EW Perm 03 04 Exd Left Thru & RT 07 08
G= 70 G= 70. G= G= G= 7.0 G= 81.0. G= G-
ITiming - -
Y= 3 y= 5 y= y= y= 5 y= 5 y= y=
Duration of Anatysis (hrs) = 025 Cycle Lenqth C= 1200
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
Ad] flow rate 11 27 17 163 72 10 382 330.9 224 53 3424 26
Lane group cap 160. 10.6 90. 160. 106 90 195 3335 1038 100. 3335 1038.
vie ratio 0.0.7 0..25 0..19 1.0.2 0..68 0. 11 196 0.99 022 0..53 10.3 0.0.3
Green r<:ltia 0.14 006 006 0. 14 0.06 0.0.6 0.0.6 0.68 0._68 00.6 0._68 0.68
Unit. delay d1 44_6 540. 53.8 514 554 53.6 56.5 192 74 54..9 19.5 6.4
Delay faclor k 0. 11 0. 11 0.11 0.50. 0.25 011 050 0.49 0.11 0.13 0..50 0.11
Increm. delay d2 0.2 13 1.0 76.2 162 0.5 449.6 13.8 0.1 5.3 22.9 a_a
PF factor 10.0.0 '_0.0.0 1.000. 1000 1000 1_0.0.0 1.000. 1.0.00. 1.0.0.0. 1.000. 1.0.0.0 100.0
Control delay 448 553 54.8 127.6 71 6 54.1 50.6./ 330 75 60.2 42.4 6.5
Lane group LOS 0 E 0 F E 0 F C A E 0 A
Appreh delay 53.0 1081 777 42.4
Approach LOS 0 F E 0
Intersec delay 62.5 Intersection LOS E
---~ -
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SHORT REPORT
General Information Site Information
Analyst RMB Intersection US 31 &1 G3rd Street
Agency or Co. A&F Engineering Area Type AI! other areas
. Date Performed 11/4/0.2 JUrisdiction Carmel
Time Period PM Peak Analysis Year Ye<Jr 20.12
Volume and Timin~ Input
EB WS NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of lanes 1 1 1 1 1 1 2 3 1 I 3 1
Lane group L T R L T R L T R L T R
Volume (vph) 79 54 325 372 38 31 62 2837 276 22 2912 15
% Heavy veh 5 !) 5 5 5 5 5 5 5 5 5 5
PHF 0.90. 0.90. 0.90. 0..90. 0.90. 0..90. 0..90. 0.90. 0.90. 0..90. 0..90. 0.90.
Actuated (PIA) A A A A A A A A A A A A
Startup lost time 20. 20. 2.0. 20. 2.0. 20. 2.0. 2.0. 2.0. 20. 2.0. 2.0.
Ex!. eft. qreen 20. 20. 20 20. 2.0. 2.0. 20. 2.0 2.0. 2.0. 20. 2.0
Arrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 30. 3.0. 3D 3D 30. 3D 3.0. 3.0. 3.0. 30. 30. 30.
Ped/Bike/RTOR Volume a 162 0 15 0 138 0 7
Lane Width 120. 120. /20 120 /2.0. 120. 12.0. 12.0. 12.0. 120. 120. 12.0
Parking/G rade/PC1T king N 0 N N 0. N N 0 N N a N
Parking/hr
Bus stops/hr 0 0. 0. 0. a 0 a a 0. 0. 0. 0
Unit Extension ]0. 3.0. 3.0. 30 30 3.0. 30. 3.0. 3D 3.0. 30. 3.0.
Phasinq Exe! Left EW Perrn 03 04 ExeL left Thru & RT 07 08
triming G= 7.0. (;= 110. G= G= G= 70. G= 770. G= G=
y= 3 y= 5 y= Y= y= 5 y= 5 Y= Y=
Duration of Analysis (hrs) = 0. 25 Cycle Lenqth C = 120.0.
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
AdJ flow rate 88 60 /81 413 42 18 69 3152 153 24 3236 9
Lane group cap 199 166 14/ 197 166 141 195 3170 987 10.0. 3170. 987
vIe ratio 0.44 0.36 1.28 2.10 0..25 0.13 0.35 0. 99 0.16 024 10.2 0.0.1
Green ratio 0.17 0. OD 0. 09 0.17 0..09 0..0.9 0.0.6 0..64 U.64 GGG 064 0.64
Unit delay d1 43.2 5/.2 54 S 50.5 50.7 50.1 513 21.3 8.6 540. 215 77
Delay factor k 0. 11 0.11 0.50 0..50 o 11 0..11 0..11 0.50. 011 () 11 0.50 U 11
Increm delay d2 16 1.3 1708 5103 0.8 04 1.1 14.6 0.1 12 21.5 Go.
PF factor 10.00 /.0.00. 1.0.00. 1. 000. 1 GOO 1. GOO 1.000. 1.0.00 1.000. IUUO 1.00.0 1000
Control delay 44.7 52.5 2253 5607 51.5 50.5 554 35.9 86 552 130 7.8
Lane group lOS 0 D F F 0 0 E [) A E 0 A
!Apprch delay 145.5 496 1 351 43.0.
[Approach LOS F F [) 0
Intersec delay 727 Intersection LOS E
~---
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SHORT REPORT Ll
General Information ::lite Information
Analyst RMB Intersection US 31 & 103rd Street 0
Agency or Co. A&F Engineering Area Type All alher areas
Date Performed 11/4/02 Jurisdiction Carmel
Time Period AM Peak Analysis Year Year 2012 wi LOS Improv. n_
Volume and Timing Input U-
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RCl
Nurn. of Lanes 1 1 1 1 1 1 2 4 1 1 4 1U-
Lane group L T R L T R L T R L T R
!Volume (vph) 10 24 30 147 65 17 344 2978 404 48 3082 45: I
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5LI
PHF 0.90 0.90. 0..90. 0.90 0.90. 0.90. 0..90. 0.90 0.90 0.90 0.90 0.90
fAcluated (PIA) A A A A A A A A A A A AI 1
Istartup lost time 2.0 20 2.0 2.0 20 2.0 20 2.0 20 2.0 2.0 2.(jJ-
Ex\. eft. green 2.0 2.0 2.0 2.0 2.0 2.0. 20 2.0 2.0. 2.0 2.0 2.0.
fArrival type 3 3 3 3 3 3 3 3 3 3 3 ~Q
Unit Extensiofl 3.0. 3.0 3.0 3.0. 3.0. 3.0 3.0 3.0 3.0. 3.0 30.
PedlBikefRTOR Volume 0 15 0 8 0 202 0 22
Lane Width 12.0 12.0 12.0 12.0 12.0. 12.0. 12.0 12.0. 12.0 12.0 120 12n
Par k i ngfGrade/Parking N 0 N N 0 N N 0. N N 0. NU-
Parkingfhr
Bus stopsfhr 0 0. 0. 0 0. 0 0 0. 0 0 0 d ]
I
Unit Extension 3.0 30 30. 3.0 3.0 3.0. 3.0 3.0 3.0. 3.0 3.0. 3 b,.{
Phasinq Exd. Left EW Perm 03 04 Excl. Left Thru & RT 07 08
----.-
[Timing G= 7.0 G= 14.0. G= G= G= 14.0. G= 67.0 G= G= I I
y= 3 y= 5 y= y= y= 5 y= 5 y= y= U-
Duration of Analysis (hrs) == 0. 25 Cycle Length C = 120..0.
Lane Group Capacity, Control Delay. and LOS Determination I I
EB WB NB SB LI
~dj. flow rate 11 27 17 163 72 10 382 3309 224 53 3424 29,
Lane group cap. 228 211 179 234 211 179 389 3678 859 201 3678 85! .r
Iv/c ratio 0.05 0.13 0.()9 0.70. 0.34 0.06 0.98 0.90 026 0..26 0..93 . 0.03
Green ratio 0.20 0.12 0.12 0.20. 0.12 0.12 0.12 056 0.56 0..12 0.56 05! I
Unif. delay d 1 38.8 47.5 47.3 45.2 48.8 47.1 529 23.5 13.7 483 24.4 11.9-.r
Delay factor k 0.11 0.11 0.11 0.26 0.11 0.11 0.49 0..42 0.11 0.11 0.45 0.1rl
Inerem. delay d2 0.1 0.3 0.2 8.7 1.0. 0..1 40.7 3.4 02 0..7 5.1 oaJ
PFfactor 1.000. 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1. 000
,.....,
!control delay 388 47.8 47.6 539 497 473 93.0 27.0 13.9 49.0 29.4 11.1 r
Lane group LOS 0 0 0 0 0 0 F C B 0 C B
~pprch delay 459 52.4 32.7 29.6 n_
~pproach LOS 0 0 C C U
Intersec. deJ<lY 320 Intersection LOS C n.
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Page I of]
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SHORT REPORT
General Information Site Information
Analyst RMB Intersection US 31 & 103rd Street
Agency or Co. A&F Engmeering Area Type All other areas
Date Performed 11/4/02 Jurisdiction C<Jrmel
~ime Period PM Peak Analysis Year Year 2012 w/ LOS Improv
Volume and TiminQ Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num of Lanes 1 1 1 1 1 1 2 4 1 1 4 1
Lane group L T R L T R L T R L T R
Volume (vph) 79 54 325 372 38 31 62 2837 276 22 2912 15
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 090 090 0.90 0.90 0.90 0.90. 0.90. 0..90. 0.90.
~ctuated (P/A) A A A A A A A A A A A A
Startup lost time 20 2.0. 20. 2.0. 20. 20. 20 20. 20. 2.0 20. 2.0.
Ex! eft. qreen 20 20 20. 20. 20. 2.0. 20. 2.0. 2.0. 2.0 2.0. 2.0
lArrivaltvpe 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 30 30. 30 30 3D 3.0. 3.0. 3.0. 30 3.0. 30. 3.0
PedJBike/RTOR Volume 0 162 0. 15 0. 138 0. 7
Lane Wldlh 12.0. 12.0. 120. 120. 120. 12.0 12.0 12.0. 12.0. 120. 120. 12.0.
Parking/Grade/Par king N 0. N N 0. N N 0. tV N 0. N
Parking/hr
Bus slops/hr 0. 0 0. 0. 0. 0 0. 0 a 0 a 0.
Unit Extension 3.0. 30. 3.0. 30 30 3.0. 3D 3D 3D 3D 3D 30.
Phasinq Excl. Left EW Perm 03 04 ExcL Left Thru & RT 07 08
Timing G= 13.0 G= 15.0. G= G= G= 7.0 G= 67.0. G= G=
y= 3 y= 5 y= y= y= 5 y= 5 y= y=
Duration of Analysis (hrs) =- 025 Cycle LenCJlh C = /200
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
A.dj flow rate 88 60 181 413 42 18 69 3i52 /53 24 3236 9
Lane group cap. 329 226 192 327 226 192 195 3678 859 100 3678 859
[vIe ratio 0..27 0..27 (J.94 126 019 009 035 0.86 0.18 024 0.88 0.01 ",;
C3reen ralio 0.26 0.13 0.13 0.26 0.13 0..13 0.06 0.56 05G 0. Df) 056 0.56
Unit defay d 1 34.9 17.5 52.1 45.8 470. 46.5 543 224 13.0. 54.0 23.0 11.8
Delay factor k 0..11 0..11 0,/6 0.50 0.11 011 o. 11 0.39 0.1/ 0./1 0.41 0. 1/
Increm. delay d2 0.4 0.6 487 1406 0.4 0..2 1.1 2.2 01 1.2 2.8 0.0
PF f<Jctor 1.0.00. 1.00.0 1.000 1000 1000 1.000 10.00 1, 000 1.000 1.000 1.000. 1.000
Control delay 353 481 10.07 186.4 47.4 467 554 24.6 131 552 258 118
Lane group LOS 0 0 F F 0 0 E C B E C B
Apprch delay 73.6 168.7 2,18 260.
Approach LOS E F C C
lntersec. delay :)0. (; Inlersection LOS 0
. . --- ------- --
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SHORT REPORT
General Information Site Information
Analyst TSV Intersection US 31 &103rd Street
Agen<:;y or Co. A&F Engineering Area Type All other areas
Date Performed 11/6/02 Jurisdiction Carmel
ime Period AM Peak Analysis Year Yr 201l-rPO wi Improv.
Volume and Timing Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of Lanes 1 1 1 2 1 1 2 4 1 1 4 1
Lane group L T R L T R L T R L T R
Volume (vph) 10 24 30 260 65 44 344 2978 773 1.35 3082 45
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 090 090 090 090 090 090 090 090 090
Actuated (P/A) A A A A A A A A A A A A
Startup lost lime 2.0 20 20 2.0 20 2.0 20 20 2.0 2.0 2.0 2.0
Ex! eft green 2.0 2.0 2.0 20 20 20 2.0 2.0 2.0 2.0 2.0 20
Arrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit Extension 30 30 30 30 3.0 30 3.0 3.0 30 30 3.0 3.0
Ped/Bike/RTOR Volume 0 15 0 22 0 386 0 22
Lane Width 120 12.0 120 120 . 12.0 12.0 120 12.0 120 120 120 12.0
Parking/Grad e/Parking N 0 N N 0 N N 0 N N 0 N
Parking/hr
Bus stopslhr 0 0 0 0 0 0 0 0 0 0 0 0
Unit Extension 30 30 3.0 3.0 30 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Phrlsing Exd Left EW Perm 03 04 Excl. l.eft ThrlJ & RT 07 08
Irirning G= 120 G:= 70 G= G:= G:= 170 G:= 680 G:= G=
y= 3 y= 5 y= y:= y:= 5 y:= 5 y:= y=
Duralion of Analysis (hrs) := 025 Cycle Lenqlh C := 122.0
Lane Group Capac.ity, Control Delay, and LOS Determination
EB WB NB SB
~dj flow rate 11 27 17 289 72 24 382 3309 430 150 3424 26
Lane group cap 228 104 366 328 104 366 465 3671 1072 240 3671 1072
Iv/e r3tio 0.05 0.26 0.05 0.88 0:69 0.07 0.82 0:90 0.40 0:63 093 002
IGreen ratio 0.18 0.06 0.24 O. 10 0.06 0.24 0.14 0.56 0.70 0.14 056 070
Unif. delay d1 41.4 550 35.8 54.3 56.4 36.0 510: 24.0 7.8 495 219 5.7
Delay factor k 011 011 0.11 0.41 0.26 0.11 036 0.42 011 021 0.45 0.11
Increm delay d2 01 1.3 01 231 17.9 0.1 11.3 3.5 0,2 SO 5.2 0.0
PF factor 1.000 1000 1.000 1.000 1000 1000 1.000 1000 1.000 1000 1.000 1. 000
iControl delay 41.4 56.4 359 774 744 361 62.3 27.5 80 545 301 57
Lane group LOS 0 E 0 E E 0 E C A 0 C A
V\pprch. del3Y 470 74.3 287 309
V\pproach LOS 0 E C C
Intersec delay 320 Intelseclion LOS C
--
file :lIe: \Docurnents'Yo20and%20Scttings\tvanden b~Yg.])ELL 1 5\Loc(l]~/l}20Sctlings\ T cmp\s2k. I J!7 12002
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Page] of]
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SHORT REPORT
General Information iSite Information
Analyst TSV Intersection US 31 & 103rd Street
Agency or Co A&F Engineering Area Type AU ot/7er areas
Date Performed 11/6/02 ~urisdjclion Carmel
Time Period PM Peak ~nalysis Year Yr 2012 + fD wllmprov.
Volume and Timinq Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Nurn of Lanes 1 1 1 2 1 1 2 4 1 1 1 1
Lane group L T R L T R L T R L T R
Volume (vph) 79 54 325 816 38 135 62 2837 430 58 2912 15
% Heavy veh , 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 090 0,90 0.90 0.90 0.90 090 090 0.90 090 090 0.90
Actuated (PIA) A A A A A A A A A A A A
Startup lost time 2.0 2.0 2.0 2.0 2.0 20 20 20 2.0 20 20 2.0
Ex! eft. fJreen 20 2.0 20 2.0 20 2,0 2.0 2.0 2.0 20 2.0 20
Arrival type 3. 3 3 :3 3 3 3 3 3 3 3 3
Un'lt Extension 30 30 3.0 30 3.0 3.0 3,0 3.0 3.0 3.0 3.0 30
Ped/Bike/R fOR Volume 0 162 0 67 0 215 0 7
Lane VVidlh 120 120 12.0 120 120 120 120 12.0 /2.0 120 12.0 12.0
Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N
Parking/hr
Bus stops/hr 0 0 0 0 0 0 0 0 0 0 0 0
Unit ExtenSion 3.0 3.0 3.0 3.0 30 30 3.0 30 3U 3U 30 3.0
Ph<JsinQ Exr.l. Left EW Perm 03 04 Exe! left TtHu & RT 07 08
Timing G= 29.0 G= 70 G= G= G= 7.0 GOo 57.0 G= G=
y= 3 y= 5. y= y= y= 5 y= 5 y= y=
Duration of Analysis (hrs) = 025 Cycle Length C = 1180
Lane Group CapaCity, Control Delay, and LOS DetenJlination
EB WB NB SB
Adj. flow rate 88 60 181 907 42 76 69 3152 239 64 3236 9
Lane group cap. 483 107 248 820 107 248 198 3182 f 186 102 3182 /186
v/e ratio 018 0.56 0.73 1.11 039 0.31 035 099 0.20 0.63 102 Oot
Green ratio 0.33 006 0.16 0.25 006 0.16 0.06 0.48 U/7 006 048 077
Unif. def<'lY dl 280 54.0 47.1 415 53.5 437 533 30.2 3.7 542 30.5 3.1
Delay factor k 0. 11 0.1G 0.29 0.50 0.11 01/ 011 0.49 0. 1/ 02/ 0.50 011
Increm. delay d2 02 65 10.4 64.6 24 07 1.1 138 0.1 11. 6 20.4 0.0
PF factor 1. 000 1.000 1. 000 1.000 1.000 1. 000 1.000 1.000 1. 000 1.000 1.000 1.000
Control delay 28.2 605 575 109.1 558 444 514 44.0 37 659 50.9 31
Lane group LOS C E E F E 0 0 0 A E D A
V\rprch delay 502 102.2 414 510
!Approach LOS 0 F [) 0
Intersec. delay 53.4 Inlersection LOS 0
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Short Report
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SHORT REPORT
General Information Site Information
fAnalyst TSV Intersection US 31 & W3rd Street
!Agency or Co. A&F Engineering Area Type All other areas
Date Performed 11/6/02 Jurisdiction Carmel
[Time Period AM Peak Analysis Year Yr 20.12 + PIJw/lmprov
Volume and Timing Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of Lanes 1 1 1 3 1 1 2 4 1 1 4 1
Lane group L T R L T R L T R L T R
Volume (vph) 10 24 30. 260 65 44 344 2978 773 135 13082 45
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0..90. 0.90. 0..90. 0090. 0090. 0.90. 0.90. 0..90 0.90 0.90. 0.90. 0..90.
Actuated (P/A) A A A A A A A A A A A A
Startup losl time 2.0 2.0 2.0 2.0. 2.0. 2.0. 2.0. 2.0 2.0. 2.0 2.0 2.0.
ExL elf. green 20. 20. 2.0 2.0. 2.0. 20. 2.0. 2.0. 2.0 2.0 2.0 2.0.
Arrival type 3 3 3 3 3 3 3 3 3 3 3 3
Unit ExtenSion 3.0 30. 3.0. 30. 30. 3.0. 3.0. 3.0 30 3.0 3.0. 3.0
Ped/Bike/RTOR Volume 0 15 a 22 0. 386 0. 22
Lane Width 12.0. 120. 120 120 120. 120 120 12.0. 12.0 120 120 12.0.
Parking/Grade/Parking N 0 N N 0 N N a N N 0. N
Parking/hr
Bus slops/hr 0. 0. 0. 0. 0 0 0 0. 0. 0 0. 0.
Unl\" Extension 3D 3D 30. 3D 30. 3D 30 3.0. 30. 30. 30 3.0.
Phasinq ExeL Left EW Perm 03 04 Excl. Left Thru & RT 07 08
Timing G= 100 G= 7.0 G= G= G= 17. 0 G= 680 G= G=
y= 3 y= 5 y= y= y= 5 y= 5 y= y=
Duration of Analysis (hrs) = 025 Cvcle Lenqth C = 120. a
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
!Adj now rale 11 27 17 289 72 24 382 330.9 430 15U J424 26
Lane group cap. 203 106 372 391 106 372 472 3733 1064 244 3733 1064
tv/e ratio 0.05 0.25 0..05 0.74 0..68 0.06 0.81 0.89 0.40 0.61 0.92 0.02 . ,
Green r<3lio 0.17 0.06 0.24 0.08 0.06 0.24 0.11 0.57 0.69 0.14 0.57 069
Unif delay d1 42.0. 54.0 34.9 53.7 55.4 35.1 49.9 226 79 484 23.5 58
Delay factor k 0./1 O. 11 0.11 0.30. 0.25 0.11 0.35 0.41 0..11 0.20 0..44 0..11
Increm. delay d2 01 13 01 73 16.2 0.1 102 29 0..3 4.6 4.2 00
PF faclor 1 GOO 1.0.0.0. 1000 1.000 1.0.0.0 1.00.0 1.000 10.00 1.0.0.0 1.000 1.00.0 1.000.
Control delay 42.2 55.3 349 610 716 351 60. 1 25.6 8.2 530. 27.6 5.8
Lane group LOS 0 E C E E 0 E C A 0 C A
V\pprch. deby 46.4 61.4 270 285
p.pproach LOS 0 E C C
Intersec cjelay 29.4 Intersection LOS C
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1'1 Ie://C :\Documents~/o20and(Yo20Set1ings\tvandenbergD ELL! S\LocaJ%20Settings\T emp\s2k' ]] 17 /2002
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CLARIAN HEALTH -:NORTH.HOSJ>ITAL
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TRAFFIC IMPACT ANAL YS1S
PENNSYl~ VANIA STREET & l06TlI STREET
INTERSECTIONDA T A
TRAFFIC VC)LUJ\;lE COUN'fS
AND
Cl\PAClTY ANALYSES
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DATE
NORTHBOUND
E.l\.STB01lliD
SOUTHBOUND
NESTBOUND
A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUMMARY
CLARIAN HEALTH
106TH STREET & PENNSYLVANIA STREET (OS}
OCTOBER 17, 2002
PEAK HOUR DATA
I AM PEAK OFF PEAK PM PEAK
I HR BEGIN 7:30 AM HR BEGIN 4: 4:' PM
I L T R TOT L T R TOT L T R TOT
I
I (, 207 8 221 22 231 52 30.5
I 352 116 37 535 313 433 9 75.5
I 28 173 135 336 94 161 281 536
I 69 381 76 526 13 247 33 293
L
HOUR SUMM1\BY
HOUR
6- 7
7- 8
8- 9
3- 4
4 - 5
5- 6
NB SB NB+SB EB WB EB+HB TOTAL
- Ar"l ~
37 61 98 166 209 375 473
185 275 160 477 484 961 1421
166 278 441 429 4 Sl 880 1324
PM -
118 307 425 335 269 604 1029
190 571 761 525 253 778 1539
295 159 754 722 293 1015 1769
991 1951 2942 2654 1959 4613 7555
13.1% 25.8% 38.9% 35.1% 25.9% 61.1% 100.0%
- AM PEA.K VOLUMES -
75 104 149 152
221 336 535 526
0.74 0.81 0_90 0.87
- PM PEAK VOLUMES -
88 164 7.03 81
305 604 755 293
0.87 0.92 0.93 0.90
TOTAL
15-MIN
HOUR
PHF
15..MIN
HOUR
PHF
38
TRAFFIC VOLUME SUMMARY
D
o
o
D
A &. F ENGINEERING CO _, INC.
CLIENT
LOCATION
DATE
CLARIAN HEALTH
106TH STREET & PENNSYLVANIA STREET (05)
OCTOBER 17, 2002
DIRECTION OF TRAVEL
NORTHBOUND
HOUR LEFT THRU RIGHT TOTAL U
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM 3~
6- 7 4 0 4 27 1 28 5 0 5 36 1
7- 8 2 0 2 174 2 176 5 2 7 181 4 185
8- 9 9 1 10 148 0 148 8 0 8 165 1 16/
PM 11~
3- 4 23 1 24 66 3 69 25 0 25 114 4
1- 5 18 0 18 141 1 142 28 2 30 187 .3 l~O
5- 6 17 0 17 230 2 232 46 0 46 293 2 295
n
PASSENGER
73
97.3%
786
98.9%
117
~)6.7%
976
98.5%
TRUCK
2
2.7%
9
J. 1 %
4
3.3'i;
15
1.5%
o
o
o
~
BOTH
75
7.6%
795
80.2%
:121
12_2%
991
100.0%
DIRECTION OF TRAVEL
EASTBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM .:J~~
6- 7 100 0 100 56 1 57 8 1 9 164 2
7- 8 302 2 304 146 3 149 24 0 24 472 S
8~ 9 246 1 247 142 11 153 29 0 29 '117 12 <P~~
PM
3- 4 79 3 82 233 10 243 9 1 10 321 14 335
4- 5 161 .3 164 348 6 354 'I 0 7 516 9 52~O
5- 6 291 1 292 414 5 419 10 1 11 715 7 722
PASSENGER 1179 1339 87 2605 0
99_2% 97.4% 96.7?-" 98_2%
TRUCK 10 36 3 49
0.8% 2.6% 3.3% 1. 8% D
BOTH 1189 1375 90 2654
1J4.8~" 51.8% J. 4 % 100 _ 0"" 0
39 0
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A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUMMARY
CLIENT
LOCATION
DATE
CLARIAN HEALTH
106TH STREET & PENNSYLVANIA STREET (05)
OCTOBER 17, 2002
DIRECTION OF T~~VEL
SOUTHBOUND
HOUR LEFT THRtJ RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
G- 7 8 0 8 :7.3 0 23 29 1 30 60 1 61
7- 8 25 0 25 133 0 133 117 0 117 275 0 275
8- 9 30 1 31 125 0 125 Li8 4 122 273 5 278
PM
3- 4 65 0 65 90 1 91 150 1 151 305 2 307
4- 5 73 1 74 194 0 194 301 2 303 568 :3 571
5- 6 84 0 84 133 0 133 242 0 242 459 0 459
PASS.ENGER
285
99.3%
698
99.9%
957
99.2%
19'10
99.1%
TRUCK
2
0.7%
1
01%
8
0.8%
11
0.6%
BOTH
287
14.7%
699
35.8%
965
49.5%
1951
100.0%
DIRECTION OF TRAVEL
~-vESTBomm
..
HOUR LEFT THRU RIGHT TOTAL.
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AJVj
6- 7 9 0 9 166 9 17S 25 0 25 200 9 .'209
7- 8 45 0 45 363 ]2 375 63 ] 64 171 13 484
8- 9 52 0 52 324 16 340 59 0 S9 435 16 451
PfJJ
3- 4 7 0 7 217 13 230 31 1 32 255 14 269
4- c- IS 0 15 206 .1 210 28 0 28 249 .1 253
.J
5- 6 9 0 9 254 1 255 28 1 29 291 2 293
. --
Pl\SSENGER 137 1530 234 1901
100.0% 96.5% 98.7% 97.0%
TRUCK 0 55 3 58
0.0% 3.5% 1.3% 3.0%
BOTH :137 .I .s 8 5 237 1959
7.0% 80.9% 1.2 _ 1 % 100. en
40
Exd. Left EW Perm
G = 14.0 G = 100
Y=3 Y=5
Duration of ArlCllysis (hrs) = 0.25
Lane Group Capacity, Control Delay, and LOS Determination
EB WB
193 77 486
Short Reporl
General Information
IAnalyst
f4gency or Co.
Dale Performed
Ifime Period
RMB
A&F Engineering
11/1/02
AM Peak
Volume and TiminQ Input
Num. of Lanes
Lane group
lVolume (vph)
% Heavy veh
PHF
Actuated (P/A
StiJr1up lost lime
ExL eff. qreen
~rrjv<Jllype
Unit Extension
Ped/Bike/RTOR Volume
Lane Width
Parking/Grade/Parking
P,-uking/hr
Bus stops/hr
Unit Extension
EB
LT TH
1 1
L TR
352 146
5 5
0.90 0.90
A A
2.0 2.0
20 2.0
3 3
30 3.0
0
110 110
N 0
o
3.0
o
3.0
03
G=
y=
Phasing
Timing
p,dj flow rate
391
Lane group call.
r-/c ratio
IGreen r8tio
457 726
0.86 0.27
0.61 0.43
13.4 175
039 0.11
14.7 02
1. 000 1.000
28.2 177
C B
Unit. delay d1
Delay factor k
Increm. delay d2
PF fadar
Control rJelay
L,-me group LOS
Apprch delay
Approach LOS
24.7
C
273
Intersec. defay
J/CS?O()O] ,'1
SI-:JORT REPORT
Site Information
Intersection
Area Type
Jurisdiction
Analysis Year
RT
o
WB
LT TI-I
1 1
L TR
69 381
5 5
0.90 0.90
A A
2.0 2.0
2.0 2.0
3 3
3.0 3,0
0
11.0 12.0
N 0
N
106/11 Street & Penn
Parkway
All other areas
Carmel
Existing
NB
TH
1
LTR
207
5
090
A
20
2.0
3
3.0
RT
o
LT
1
L
28
5
0.90
A
2.0
2.0
3
3.0
o
110
N
37
5
0.90
A
RT LT
0 0
76 6
5 5
0.90 0.90
A A
8
5
0.90
A
9
19
o
2
N
o
30
04
o
3.0
SB Only
G = 7.0
Y = 3
N
11.0
o
N
G=
y=
680 755
0.11 0.64
0.61 0.43
79 21.4
0.11 022
0.1 19
1.000 1.000
80 23.3
A C
21.2
C
Intersection LOS
o 0
3.0 3.0
NS Perm 0-'
G = 110 G =
Y=5 Y=
Cycle Length C = 94.0
NB
244 31
312 210
0.78 0.15
0.18 0.29
36.7 25.7
0.33 0.11
12.2 0.3
1.000 1.000
48.9 26.0
0 C
48.9
0
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2.0 2.0
3 3/1
3. 0 3.~r
67
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G = I =
Y=
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5B
192 7t:l_
520 44U
0.37 '0.17
,---,
0.29 0.21 [
267 25.1
0.11 01n
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1. 000 1.0qO!
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SHORT REPORT
General Information !site Information
~nalyst RMB Intersection 106tl1 Street & Penn.
P<Jrkway
iAgency or Co. A&F Engineering [AreCl Type All other areas
Date Performed 11/1102 lJurisdiction Carmel
~irne Period PM Peak [AnCllys is Year EXIsting
Volume and Timinq Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
NUIrl. of Lanes 1 1 a 1 1 a a 1 0 1 1 1
Lane group L TR '- TR '- TR L T R
Ivolume (vph) 313 433 9 13 247 33 22 231 52 94 161 281
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90. 0.90. 0..90. 0.90 0.90 0.90. 0..90. 0..90. 0..90. 090. 0.90.
Actuated (PIA A A A A A A A A A A A A
Slartup lost time 20. 20 20 2.0 2.0 20. 2.0 2.0
Ex!. eH. qreen 2.0 2.0 2.0. 20. 2.0 2.0 2.0. 2.0.
Arriv<lJ type 3 3 3 3 3 3 3 3
Unit Extension 3.0. 3.0. 3.0. 3.0 3.0 3D 30 3.0.
Ped/Bike/RTOR Volume 0 2 a 8 0. 13 a 140.
Lane Width 11.0. 110. 11.0 12.0. 1/0. 11.0. 120. 12.0.
Parking/Grade/Parking N a N N 0 N N a N N 0 N
Parkin~J/hr
Bus ~tops/hr 0 0 0 0 0 0 0. 0
Unit Extension 3.0 3.0. 3.0 3D 30 30 3D 3.0
-
Ph"sinq Excl. Left EW Perm 03 04 SB Only NS Perm 07 08
Timing G= 7.0. G= 35.0 G= G= G= 70 G= 230. G= G=
y= 3 y= 5 y= y= y= 3 y= 5 y= y=
Duration of AnalYSIS (hrs) = 0. 25 Cycle Length C = 880.
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
Adj. now rate 348 489 14 3U2 324 101 179 157
Lane group cap. 445 694 30.8 710 135 281 679 577
V/c ratio 0..78 0. 70 0.05 0.13 0.74 0.37 0.26 027
Green ratro 0,51 0.40 U51 040 0..26 0.38 0.38 0.38
Unit. delay d1 21.2 22.2 12.9 192 29.8 20.2 19.1 19.1
DelClY fClctor k 0.33 0.27 0..11 U 11 0.30 0.11 0.11 0.11
Incrern delay d2 88 33 O. 1 0.4 69 0.8 0.2 0.3
PF r3ctor 1.000. 1000. 1. 000 1.000. 1.0.00 1.00.0 1.000. 1000
Control dclClY 300 25.4 12.9 19.6 36.7 21.0 19.3 19.4
Lane grolJp LOS C C B B [) C B B
IApprch. delay 27.3 19.3 36.7 19.7
IApproach LOS C B 0 B
tntersec. delay 25.8 Inlersection LOS C
P~ge 1 of
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42
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Short Rep0l1
General Information
~nalyst
~gency or Co.
Dale Performed
!Time Period
RMB
A&F Engineering
11/1/02
AM Peak
Volume and Timing Input
Num. of Lanes
lane group
lVolume (vph}
% Heavy veh
PHF
Actuated (PIA
Startup lost time
ExL eff. green
Arrival type
Unit Extension
Ped/Bike/RTOR Volume
Lane Width
Park ing/Grade/Parking
Parking/hr
Bus 510ps/hr
Unit Extension
EB
LT TH
1 1
L TR
352 146
5 5
0.90 0.90
A A
2.0 2.0
2.0 2.0
3 3
30 3.0
0
11.0 11.0
N 0
o
3.0
o
3.0
03
G=
y=
Phasing
!Timing
Adj. How rate
391
Lane group cap.
436
Ie ratio
0.90 0.39
0.59 0.41
14.6 19.7
0.42 011
208 0.4
1.000 1.000
35.4 20.0+
0 C
Green ratio
Unit. delay d 1
Del3Y factor k
Inerem. delay d2
PF factor
Control delay
Lane group LOS
Apprch. del3Y
ApproClch LOS
Inlersec delay
292
c
30.4 Intersection LOS
lit s. IIU17'J ~1
SHORT REPORT
Site Information
Intersection
Area Type
Jurrsdiction
Analysis Year
RT
o
we
LT TH
1 1
L TR
. 69 381
5 5
0.90 0.90
A A
2.0 2.0
2.0 2.0
3 3
3.0 3.0
0
11.0 120
N 0
N
106th Street & Penn.
Parkway
All other areas
Carmel
Existing+Proposed
NB
TH RT
1 0
LTR
207 8
5 5
0.90 0.90
A A
2.0
2.0
3
3.0
o
N
110
o N
123
5
090
A
RT LT
0 0
76 32
5 5
090 0.90
A A
2
LT
1
L
28
5
0.90
A
2.0
2.0
3
3.0
o
11.0
N
30
19
o 0
3.0 3.0
NS Penn 07
G = 19.0 G =
Y=5 Y=
Cycle LenqthC = 950
NB
273
325
0.84
020
36.5
0.38
175
1.000
154.1
[)
541
o
t-.\)P_....j it'lll (~':?OOD Un l,,'-C'J Slf V of flor1da. "\It Ridlb Reseryen
ExCl. Left EW Perm
G = 14.0 G = 39 0
y= 3 Y= 5
Duration of Analysis (hrs) = 025
Lane Group Capacity, Control Delay, and LOS Determination
EB WB
265 77 486
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y=
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Y;:c 3
0.13 0.67
0.59 0.41
8.9 227
0. 11 0.21
0.1 2.1
1.000 1,000
9:0 25. 1
A C
229
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5 5
0.90 0.9(1..,
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2.0 2.0
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30 3.4-.T
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30 3er.r
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y= "=-'
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31 192
230 553
0.13 035
0.31 0.31
25.0 25.6
011 0.11
03 0.4
1.000 1000
25.3 26.0
C C
255
C
C
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Short Report
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SHORT REPORT
General Information Site Information
Analyst RMB Intersection 106th Street & Penn
Agency or Co. A&F Engineering ~rea Type Parkway
Date Performed 11/1/02 All other areas
Tirne Period PM PeiJk ~urisdiction CarmeJ
~nalysis Year Exisling-t Proposed
Volume and Timing Input
EB WB NB SB
LT TH RT LT TH HT LT TH RT LT TH RT
Num. of Lanes 1 1 0 1 1 0 0 1 0 1 1 1
Lane group L TR L TR LTR L T R
Volume (vph} 313 433 45 13 247 33 126 231 52 94 161 281
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 0,90 0.90 0.90. 0.90 0.90 0.90. 0.90
II\ctuated (PIA A A A A A A A A A A A A
Startup lost time 2.0. 2.0. 2.0 2.0 2.0 2.0 2.0. 2.0.
Ex! eft. qreen 2.0. 2.0. 2.0. 20. 20. 2.0 2.0 20
IArrival type 3 3 3 3 3 3 3 3
Unit Extension 3.0. 3.0. 3.0 3.0 30. 3.0. 30. 3.0
Ped/Bike/RTOR Volume 0. 2 0 8 0 13 0. 140.
Lane Width 11.0.. 11.0. 11.0. 120 11.0 11.0 12.0. 12.0
Parking/Grade/Parking N a N N 0. N N 0 N N 0 N
P3rking/hr
Bus stops/hr a a 0 (J 0 0 a 0
Unit ExtenSion 3.0 3.G. 30 30 3.0 3.0 3.0 30
Ph<3sinq Exel. Left EW Perm 03 04 SB Only NS Perm 07 08
Timing G'" 70 G'" 35.0. G'" G'" G= 7.0. G'" 34.0 G'" G=
y", 3 y", 5 Y= y= Y'" 3 y= 5 Y= y=
DlJra1ion of Analysis (hrs) = 0..25 iCl'de Length C = 990
Lane Group Capacity, Control Delay. and LOS Determination
EB WB NB 5B
'\dj flow rale 348 529 14 30.2 440 104 179 157
Lane group cap. 373 610 212 631 490 381 804 684
Ie ratio 093 0.87 0..07 0.,48 0.90 0.27 0..22 023
C:;reen ratio 0.45 0.35 0.45 0..35 034 0..44 044 044
Unit. delay d 1 30.6 29.8 18.5 24.9 30.9 187 17.0 17.0
Delay factor k 0,45 0.10 0. 11 0.11 0.42 0. 11 0.11 (J 'J 1
Inerem. delay ell 30..1 12.6 0.1 0.6 19.2 0.4 0.1 0..2
PF factor 1.000 1.000 1.000 1.000. 1. 000. 1.000 1000 1.000
tonlrof delay 60.7 42.4 18.6 255 50.0 191 17 1 172
L,mp. group LOS E D B C 0 B B 8
Apprch delay 49.7 25.2 500 17.6
Approach LOS 0 C 0 B
Inlersec del<3Y 392 Intersection LOS [)
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Sbort Report
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/1/15 Sli
SHORT REPORT U-
General Information Site Information
Intersection 106th Street & Penn. 0
Analyst RMB Parkway
4.gency or Co. A&F Engineering A.rea Type All other areas
Date Peliormed 11/1/02 Jurisdiction Carmel
ime Period AM Peak A.nalysis Year Year 20.12 wi Planned D
fmprov.
Volume and TiminQ Input
EB ViIS NB SB n_
LT TH RT LT TH RT LT TH. RT LT TH Rl [
Num. of Lanes 1 1 0 1 1 a 1 2 a 1 2 a
Lane group L TR L TR L TR L TR n_
Volume (vph) 440. 183 46 86 476 95 8 212 10. 35 177 169.J
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0..90 0..90 0..90 0..90 0..90 0..90. 0..90. 0..90. 0.90. 0,90. 0..90. a.9C!l
~ctuated (PIA) A A A A A A A A A A A A U-
IStartup lost time 2.0. 2.0. 20. 20. 2.0. 2.0. 2.0. 2.0.
Ext elf. green 2.0 2.0 2.0. 2.0. 20 2.0. 2.0. 2.0. n
V\rriv31 type 3 3 3 3 3 3 3 3 I f
Unit Extension 3.0. 30. 30. 3.0. 30 3.0. 3.0. 30.
Ped/Bike/RTOH Volume 0. 11 a 23 0 2 a 42n
Lane Width 12.0 120. 12.0. 12.0. 12.0. 120. 12.0. 120. Lr
Park ing/Gr ade/Parkrng N a N N 0. N N a N N 0. N
P,3rking/hr n
Bus stops/hr 0 0. 0. a a 0 0. a U
Unit Extension 3D 3.0. 3.0. 3.0 3.0. 3.0. 3.0 3.0.
Phasinq Excl. Left EW Perm 03 04 ExcL Left NS Perm 07 08 u:
Timing G= 250. G= 36.0. G= G= G= 7.0. G= 13.0 G= G=
y= 3 y= 5 Y= y= y= 3 y= 5 y= y=
Duratior'] of Analysis (hrs) = 0.25 Cycle Length C = 97:0. n.
Lane Group Capacity, Control Delay. and LOS Determination U
EB WB NB SB
I .
I\dj. flow rate 489 242 96 609 9 245 39 338
Lane group cap 518 655 778 658 199 458 231 432 :.
Ivlc ratio 0.94 0.37 0.,12 0.93 0.05 0.53 0.17 0..78 n
IGreen ratio 0.66 0.37 0.,66 0.37 0.24 0..13 0.24 0.13 U
Unit. delay d 1 27.8 222 6.5 29.2 288 39.2 29.1 40.6 Il
Delay factor k 046 0.11 0.11 0..44 0.11 0.14 0.11 0.33 l r
Increm. delay d2 26.2 0..4 0.1 191 O. 1 1.2 0.3 91
PF factor 1.000 1. 00.0 1.0.0.0 1.0.0.0. 1.000. 1.0.00 1.0.0.0. 1.000 fl
Control del3Y 54.0. 22.6 6.5 48.3 28.9 404 29.5 49.7 U
Lane group LOS 0 C A 0 C 0 C 0 n
Apprch. delay 43.6 12.7 40..0 47.6 U
Approach LOS 0 0 D 0
.--,
Inlersec. delay 43.6 Intersection LOS 0
.3
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U Shan Report
o
SHORT REPORT
General Information Isite Information
I rltersection 106th Street & Penn
[Analysl RMB Parkway
[Agency or Co. A &F Engineering ~rea Type All other areas
Date Performed 11/1/02 Wurisdiction Carmel
Time Period PM Peak ~nalysis Year Year 2012 wi Planned
fmprov.
Volume and Timinq Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of Lanes 1 1 0 1 1 0 1 2 0 1 2 0
L"me group L TR L TR L TR L TR
Voiume (vpl1) 391 541 11 16 309 41 28 237 65 118 165 351
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 090 090
Actuated (P/A) A A A A A A A A A A A A
Startup losl time 2.0 2.0 2.0 2.0 2.0 2.0 20 2.0
Exteff. qreen 2.0 20 2.0 2.0 2.0 2.0 2.0 20
iArrivallype 3 3 3 3 3 3 3 3
Unit Extension 30 3.0 3.0 3.0 3.0 3.0 30 3.0
Ped/Bike/RTO R Volume 0 2 0 10 0 16 0 87
Lane Width 12.U 12.0 12.0 120 120 12.0 120 12.0
Parking/Grade/Par ki ng N 0 N N 0 N N 0 N N 0 N
ParkilHJ/hr
Bus stops/hr U 0 0 0 0 0 0 0
Unit Extension 3.0 3.0 3.0 3.0 3.0 30 3.0 30
Phasinq Excl Left EW Perm 03 04 Excl. Left NS Perm 07 08
Timing G= 80 G= 410 G= G= G= 7.0 G= 16.0 G= G=
y= 3 y= 5 Y= y= y= 3 y= 5 y= y=
Duraliorl of Analysis (hrs2 =: 0.25 Cycle Lenqth C = 88.0
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
!Adj flow rale 434 611 18 377 31 317 131 476
Lane group cap 505 841 333 832 219 609 271 567 :
tv/e ratio 0.86 0.73 0.05 045 0.14 0.52 048 0.84
C;reen rallo 0.59 0.17 059 0.47 0.30 U18 o.:W 0.18
Unit. del3Y d1 19.9 190 10.8 15.9 230 32.5 24.0 348
Delay faclor k 039 0. '/9 0.11 0. 11 0.11 013 0.11 037
[nerem. d~:13Y d2 1309 32 0.1 0.4 0.3 0.8 1.4 108
PF factor 1.000 1.000 1.000 1.000 1.000 1. 000 'f. 000 1.000
Control delay 339 222 109 163 23.3 33.3 254 45.6
Lane group LOS C C B B C C C 0
.l\ppreh delay 270 16.1 32.4 41 2
!Approach LOS C B C 0
Intersec. delay 29 fj Intersection LOS C
-
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\:n~J(ln 4.1
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flle:!/C:\WINDOWS\TEl'vlP\s2k I 059TMP
] 117/0
S110rt Report
Page ] Cr
3/1H5LIKl
SHORT REPORT U-
General Information Site Information
Inlersection 106th Street & Penn 0
Analyst TSV Parkway
Agency or Co. A&F Engineering V;rea Type All other areas
Date Periormed 1116102 iJurlsdiction Carmel
Time Period AM Peak iAnalysis Year Yr 2012 + PD wi Plan. [l
Improv.
Volume and Timin~ Input
EB WB NB S8 n
LT TH RT LT TH RT LT TH RT LT TH Ri r
Num, of Lanes 1 1 0 1 1 0 1 2 0 1 2 0
Lane group L TR L TR L TR L TR n
Volume (vph) 440 183 132 86 476 95 34 212 10 35 177 161,...r
% Heavy veh 5 5 5 5 5 5 5, 5 5 5 5 5
PHF p 0,90 0.90 0,90 0,90 0.90 0.90 0,90 0.90 0.90 0,90 0.90 0.9~ L
Actuated (PIA) A A A A A A A A A A A AU
Slartup lost time 7,0 20 20 2.0 2.0 20 2.0 2.0
Ex!. etf, qreen 2,0 2,0 20 20 2,0 2.0 2.0 2.0 ~-
Arrivaltvpe 3 3 3 3 3 3 3 3 I -
Unit Exlension 3.0 3.0 30 ],0 3.0 3.0 3.0 30
Ped/Bike/RTOR Volume 0 33 0 23 0 2 0 42:'1
Lane Width 12.0 120 120 12.0 12.0 12.0 12.0 12.0 lJ
Parking/Grad e/Parking N 0 N N 0 N N 0 N N 0 N
Parking/hr D
Bus stopsJhr 0 0 0 0 0 0 0 0
Unit Extension 3,0 30 3.0 3.0 3.0 30 3.0 3.0
Phasinq Excl. Left EW Perm 03 04 ExcL Left NS Perm 07 08 I r
riming G= 29,0 G= 4UO G= G= G= 70 G= 15.0 G= G= U-
y= 3 y= 5 y= y= Y= 3 Y= 5 y= y=
Duration of Analysis (hrs) = 0.25 Cycle Length C = 107.0 n_
Lane Group Capacity, Control Delav, and LOS Determination U-
EB WB NB 58
Adj. flow rate 489 313 96 609 38 245 39 338 I [
Lane group cap, 534 641 744 663 185 479 223 452
.
v/c ratio 0..92 0.49 0.13 0.92 0.21 0..51 0.17 0.75 n
Green ratio 0..67 0.37 0.6T 037 0.23 0..14 0.23 0.14 U-
Unit delay d1 30..4 25.7 7.1 31.9 326 42.6 32.4 44.2 n
Delay factork 0..43 0.11 011 0.44 0.11 0.12 011 0..30 lJ
Inerem, delay d2 20.6 0..6 0.1 179 0.6 09 0.4 6.8
PF factor 1 000 1.000 1.00.0 1.0.00 10.00. 1.000 1.000 1.000 n
Control delay 510 26.2 7:2 49.9 33.2 435 32.8 50.9 ~.r
Lane group LOS 0 C A D C D C 0 n
Apprch del<1Y 11.4 44.1 42.1 49.1 U-
Approach I. OS 0 D 0 D
~-
fntersec delay 43.7 Inlersectiori LOS 0 I
I1CS?UUI? \1
Cep:.-rit'hllf) ~O(lO lJnlv['rs-i~y of }'~orlrfa. All Righrs _R{'serq-rj
Vns.ian 4,
47
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o S110rt Report
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o file:/;r.'\WINDOWS\TFMP\c;7k 177C TMP
SHORT REPORT
General Information ~ite Information
IntersE:ction 106th Street & Penn
Analyst TSV Parkway
Agency or Co. A&F Engineering Area Type AJI other areas
Date Performed 11/6/02 Jurisdiction Carmel
lTime Period PM Peak Analysis Year Yr 2012 + PD wi Plan.
Improv.
Volume and TiminQ Input
EB WB NB 5B
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of Lanes 1 1 0 1 1 0 1 2 0 1 2 0.
Lane group L TR L TR L TR L TR
Volume (vph) 391 541 47 16 30.9 41 132 237 65 118 165 351
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90. 0.90. 0..90 0..90. 0.90. 0.90. 0.90 0..90. 0..90. 0..90. 0..90.
Actuated (P/A) A A A A A A A A A A A A
Startup lost lime 2.0. 2.0 2.0 2.0 2.0 2.0. 2.0. 2.0.
Ex!. eff qreen 2.0 20. 2.0 2.0 2.0. 2.0 2.0 2.0
ArrivClltype 3 3 3 3 3 3 3 3
Unit Exlension 30 3.0. 3D 3.0 3.0 3.0 3.0. 3.0.
Ped/Bike/RTOR Volume a 11 0. 10. 0 16 0 87
Lane Width /2.0 120. 12.0. 12.0. 12.0. 12.0. 12.0. 120.
Parking/Grade/Par king N 0. N N 0 N N a N N 0 N
Par klrlg/hr
Bus stopsfhr a 0. () a 0. 0 a 0.
Unit Extension 3.0. 30. 3D 30 3D 30 3.0. 3.0.
Phasing Excl. Left EW Perm 03 04 ExcL Left NS Perm 07 08
Timing G= 100. G= 37.0 G= G= G= 7.0 G= 190 G= G=
y= 3 Y= 5 y= y= y= 3 y= 5 y= y=
Duration of Analysis (hrs) = 0.25 Cycle Lenqth C = 89.0
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
Ad) flow rate 134 611 18 377 147 317 131 476
Lane group cap. 480 745 289 742 239 715 304 666 c.,
v/c ratio 0.90. 0..86 0..0.6 0..51 0.62 0..44 0.43 0.71
("jreen ratio 0.56 0.42 0..56 0.42 0.33 021 0..33 0.21
Unit. dcl<1Y dT 225 23.7 13.4 19.3 23.0 30.4 22.2 32.5
Deloy foctor k 043 0.39 0.11 0.12 0.20 0.11 0.11 0.28
Increm. delClY d2 20.4 10.0 01 0.6 47 0.4 1.0 3.7
PF f<Jclor 1.GOO 1000 1.000 1. 000 100.0 10Ga 1.000 1.000
Control delay 42.9 33.7 135 198 277 3U8 232 36.1
Lane group LOS 0 C B B C C C D
[Apprch delay 374 196 29.8 333
[Approach LOS 0 B C C
fntersec. delay 323 Intersection LOS C
HCS1000T r.'
(~>PYJit~hl r~'.' :2000 Uni'.(I~.i~v 0f rlc'l-jda, /\Jt Ri};hiS RCSC"I\'eJ
Vt'E$lun-Ll
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CLARIAN HEALTH - NORTH HOSJ'JTAL
TRAFFJC 11\.1PACf ANALYSIS
PENNSYL VANIA. STREET & 103RD STREET
INTERSECTION -DATA
TH.AFFICVO-LUJVIE (~(}UNTS
ANI)
CAPAC1TY ANAL-YSES
..~. .
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A & F ENGINEERING CO., INC.
TRAFFI C VOLUME SUMMARY
CLIENT
LOCATION
DATE
CLARIAN HEALTH
l03RD STREET & PENNSYLVANIA STREET (07)
OCTOBER 22, 2002
NORTHBOU1'lD
EASTBOUND
SOUTHBOUND
WESTBOUND
103
119
23
3
I
I
I
--1
177 I
323 I
329 I
6] I
I
PM PEAK
1m BEGIN 4: 30 PM
L T R TOT
69
US
98
44
s
69
208
J4
HOUI~ S LWI1'-1AR Y
HOUR NB S8 NBI-SB EB \~B EB+Vm TOTAL
---
- AM -
6- 7 44 31 75 144 53 197 272
7- 8 124 156 280 350 108 458 738
8- 9 115 121 266 379 77 4S6 722
- PM -
3- 4 156 132 288 ]66 25 191 479
4 ~ 5 199 295 494 228 52 280 774
S -- 6 172 250 422 333 55 388 810
TOTAL 840 985 1825 1600 370 1970 3795
22_1% 26.0% 48.1% 42.2% 9.7% 51.9% 100.0~&
- AIv'! PEAK VOLUMES -
15 - 1'-11 N SO 66 131 40
HOUR 163 182 441 121
PHF 0.82 0.69 0.84 0.76
- PM PEAK VOLUMES -
15 - MTN 66 110 101 27
HOUR 207 330 348 64
PHF 0.78 0.75 0.86 0.59
50
TRAFFIC VOLm~E Sm~Y
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A & F ENGINEERING CO., INC.
CLIENT
LOCATION
DATE
CLARIAN HEALTH
103RD STREET & PENNSYLVANIA STREET (07)
OCTOBER 22, 2002
DIRECTION OF TRAVEL
NORTHBOUND
n
HOUR LEFT THRU RIGHT TOTAL U-
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM 0-
6- 7 31 1 32 12 0 12 0 0 0 43 1 44
7- 8 71 1 72 49 1 50 2 0 2 122 2 170
8- 9 82 1 83 55 1 56 5 1 6 142 3 14
PM
3- 4 III 2 113 35 4 39 4 0 4 150 6 156
4- 5 133 2 135 56 2 58 6 0 6 195 4 n
~~J
5- 6 100 0 100 68 0 68 1 0 4 172 0
--
PASSENGER
528
98_7%
275
97.2%
21
95.5%
824
98.1%
TRUCK
7
1. 3%
8
1
4.5%
16
1. 9%
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2_8%
BOTH
535
63_7%
283
33.7%
22
2.6%
840
100.0%
DIRECTION OF TRAVEL
EASTBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTII PASS TRUCK BOTH
AM ~
6- 7 47 1 48 11 () 11 83 2 85 141 3>144
7~ 8 150 1 151 45 0 4S 153 J. 154 348 2 ~U
8- 9 131 2 133 71 1 72 172 2 174 374 5
PM
]- 4 53 2 55 47 1 48 63 0 63 163 3 166
4- 5 69 0 69 89 1 90 68 1 69 226 2 21]
5- 6 130 1 131 129 0 129 13 0 73 332 1 ]_1
PASSENGER 580 392 612 1584 0
98.8% 99.2% 99.0% 99.0%
TRUCK 7 :3 6 16
1.2 ?" 0.8% 1.0% 1. 0% 0
BOTH 587 395 618 1600
36.79" 24.7% 38.6% 100.0% 0
51 0
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A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUMMARY
CLIENT
LOCATION
DATE
CLARIAN HEALTH
103RD STREET & PENNSYLVANIA STREET (07)
OCTOBER 22, 2002
DIRECTION OF TRAVEL
SOUTHBOUND
HOUR LEFT TERU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
6- 7 0 0 0 18 0 18 12 1 13 30 1 31
7- 8 3 0 3 97 0 97 56 0 56 156 0 156
8- <J 7 0 7 66 1 67 46 1 47 119 2 121
PM
3- 4 7 :I. 8 36 4 40 82 2 84 125 7 ]32
4- 5 10 1 11 70 0 70 211 3 214 291 4 295
5- 6 20 0 20 93 0 93 136 1 137 249 1 250
PASSENCER
]80
98.7%
543
98 5%
970
98.5%
47
95.9%
TRUCK
2
,1-1%
5
1.3%
8
15
1. 5%
J_S%
BOTH
335
39.1%
551
55.9%
985
100.0%
49
5.09,;
DIRECTION OF TRAVEL
WESTBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
".
AM ,.
6- 7 2 0 2 .16 0 46 5 0 5 S3 0 53
7- 8 3 0 3 84 () 84 19 2 21 106 2 108
8- 9 13 0 13 44 0 14 20 0 20 77 0 77
PM
]- 4 .5 0 5 13 2 15 5 0 5 23 2 25
4- 5 4 0 4 38 0 38 10 0 10 52 0 52
5- G 2 0 2 40 1 41 12 0 12 54 J 55
PASSENGER 29 265 71 365
100. 0% 98 gs" 97.3% 98.6%
. 0
TPUCK 0 3 2 5
o. 0% 1 1 ~6 2_7% 1 .4%
BOTH 29 L~6 8 7 _) 370
7.8% 72 . -1 9.; 19_7"6 100_0%
5.2
Ail-Way Stop Control
ALL-WAY STOP CONTROL ANALYSIS
General Information
Analyst
AQency/Co.
Dale Performed
~ysis Time Period
Proiect 10 Clarian Health
astlWest Slreet: 1D3rd SI/ee'
Site Information
IRMB
IA&F Enqlneerinq
11/1/02
lAM Peak
Intersection
urisdiction
nalysis Year
North/South Street: Penn. Parkway
V()lume Adjustments and Site Characteristics
Approach E 3s1bound
Movemenl 1 T R 1
Volume 168 79 194 7
1.Thrus left lane 50 50
VlPProach Northbound
Movemenl 1 T R 1
flolume 93 68 2 6
~oThrus lefllane 50 50
Eastbound Westbound Northbound
L1 12 l1 L2 l1 L2
,onf''luration L TR LTR LT R
PHF 0..90. 0.90 090. 0.90 0.90
F low Rate /86 30.2 132 178 2
~o Heavy Vehicles 5 5 5 5 5
No. lanes 2 1 2
,eomelry Group 5 4b 5
Durahon, T 0.25
Saturation Headway Adjustmcl1t Worksheet
F-'rop. Left-Turns 1.0 0.0 0.1 0.6 au
Prop. Rlghl.Turn:> 0.0 0.7 0,2 Go. 1 0.
PlOp. Heavy VehIcle DO. 00 0.0 00 0.0
IlL T.ad) US 0.5 0.2 0..2 0..5 05
hRT.adj -0.7 -07 -0..6 -0..6 -0.7 -OJ
',HV.adj 17 1.7 1.7 1.7 1.7 1.7
had;, computed (j 61 6.61 6,61 661 6.61
Departure Headway and Service Time
Id, initial V",rlJe 3.20. 3.20 320 3.20 3.20
, inil;",' 0..17 0.27 012 0.16 0.00
hd, final value 6.61 6.61 6.61 661 661
. fin", v"lue 034 047 0.24 035 000
Move-uptime, m 2.3 23 2.3
~ervice Time 43 3.3 4.3 33 43 33
ICapacity and Level of Service
Page
IQr
-rAM51 n
U-
I03rdSlreel & Penn. Pkwy.
Carmel
IF;<islif/fJ
n_
I[
rL
IT
Westbound
T
88
n-
R
26
11
br
Soutl1bound
T
110
R
66
n
U-
Southbound
Lt
L2 I I
Lf
LTR
0.90
201
5
n
U-
1
4b
Ie
00
0.4
00
0.2
-0.6
1.7
6.61
n-
0.2 n
-0.6 I r
1.7
~
L
3.20
018
6.61
0.36
n
I [
'-'
2.3
..
33 I [
~
4.3
Eastbound Weslbourrd Nortl1bollnd Southbound n-
11 L2 L1 l2 L1 L2 L1 lZ
~ apaCify 436 552 382 428 252 451
Delay 1270 13.17 1127 13.33 8.70 12.69 n_
LOS B B B B II B U
t,ppro<:lch: Delay 12.99 1127 1328 12.69
LOS B B B B n
Inlers"ction'Del.3Y 1275 U-
In1ersec1ion lOS B
-
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[J AJ]- \\lay Stop Control
Page 1 of
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ALL-WA Y STOP CONTROL ANALYSIS
General Information Site Information
Aria Iys! RMB Intersection 1U3rrJ Sir eel 8. Penn. p~wv
ir\aencv/Co. A&F Engineering urisdiclion Carmel
Dale Performed 11/1/02 Analysis Year xis/jng
iA,na IVSIS Time Pe riod PM Pp,ak
P,ojeCl ID C1arian Health
EastlWesl SHeet 103rd Slreet NorthiSouth Sl, eeL Penn. Par~way
tvolume Adjustments and Site Characteristics
It\PDroach Eastbound We ostbOLJnd
Movement l T R l T R
Ivulume 119 135 69 3 44 14
10Thrus Left lane 50. sa
ADD roach Northbound Southbound
Movement l T R l 1 R
Volume 103 69 5 -23 98 20.8
:r'oThrus left lane 50. 50
Easlbound Westbound Northbound SO\Jthhound
l1 l2 II l2 II l2 11 l2
CUllfiguFaliufI L TR LTR IJ R LTR
PHF 0..90 0.90. 0..90. 090 090 0..90.
Flow Rate 132 226 66 190 5 364
Yo Heavy Vehicles 5 5 5 5 5 5
No. lanes 2 1 2 1
Geometry Group 5 4b 5 4b
DUlation, T 0.25
ifP115!
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ISaturation Headway Adjustment Worksheet
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Prop. lell-Turns 1.0 0.0 00 06 00 O. 1
Prop. Ri9ht-Twns 0.0 U3 0.2 aD 1.0 0.6
Prop. I.teavy Vehicle aD GO 00 0.0 00 00.
hLl "3dj 0.5 05 0.2 02 05 0.5 0..2 02
hRT-adj -07 -0..7 ~0.6 -0. fj -07 -07 -0.6 -06
hHV-adj 1.7 17 /7 17 1.7 1.7 1.7 17
ladj, computed 6.93 693 693 6.93 6.D3 6.93
o
D IDeparture Headway and Service Time
hct, lnHial value 320 3.20 3.20 3.20 320. 320
~, ini!i,,1 012 0.20 0.06 017 000 032
~d, final value 693 6.93 6.93 6.93 6.93 6.93
lx, final value 0.25 0.39 U.13 0.36 0.01 0.59
MQve-up'llme, In 2.3 2.3 2.3 2.3
Service lime 46 3.9 46 39 4.6 I 3.9 46 I 3.9
o
D ICapacity and level of Service
o
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Eastbound Weslbound Nonhbound Soulht'ound
. 11 l2 L 1 LZ l1 U 11 L2
~ apacily 382 176 316 440 255 596
Delay 1197 12./6 1061 131/ 851 16.75
LOS B B B B A C
Approach: Oc:lay 12.47 10.61 /3.0.9 /6.75
LOS B B B C
Ifllersection Delay 1405
Inler:;ecllon LOS B
'-'-- ---- -------- ------
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D rIlc:/!C\WINDOWS\TEMP\u2kF09ITMP
54
11/7/02
1\])- W,lY Slop Control
ALL-WAY STOP CONTROL ANALYSIS
General Information
Il.natyst
Aqency/Co.
Date Performed
Analysis Time Period
Project 10 Clarian Health
EastNVest Streetl03rd SIleet
Site Information
RMB
A&F Engineering
11/1/02
AM Peak
Intersertion
urisdiction
Analysis Year
Norlh/Sollth Street Penn PZHkway
lVolume Adjustments and Site Characteristics
V'\pproach Eastbound
Movement l T R l
Ivolume 168 79 736 7
Y.Thrus left lane 50 SO
APPlOiH:h. ,,!orthb,ound
Movement l T R l
Volume 259 68 2 6
Y.lhrus left lane 50 50.
Easlbound Westbound Northboll[ld
II l2 II l2 LI l2
f,--onflguratlon L TR LTR LT R
FHF 0.90. 0.90 0.90 0..90. 0.90.
F low Rate 186 904 132 362 2
1. He;wy Vehicles 5 5 5 5 5
No_ LZJne:s 2 1 2
Geometry Group 5 4b 5
f)1H3tion. T 0.25
Saturation Headwal' Adjustment Worksheet
Prop lelt.Turns 1.0. Go. 0..1 0.8 0..0.
Prop Right.'lums Go. 0.9 0.2 0..0 1 0.
Prop. Heavy Vehicle 00 0.0 0.0. 0.0 DO.
hLT.adj 0..5 0.5 02 0..2 0.5 0.5
RT.adj -0..1 -0..1 -06 -0.6 -0.7 -0..7
hIIV.ad) 1.7 1.7 1.7 1.7 1.7 1.7
h<lrf). computed 7.75 7. 75 7.75 775 7.75
!Departure Headway and Service Time
Ind. inilial value 3.20. 3.20 3.20 320. 3.20
. ini1i81 0.17 0.80 0..12 0.32 0..0.0.
hd, final '(alue 7. 75 7.75 7.75 7.75 7.75
, !,n;,l value 0.40. 1.66 0..31 0.82 0.0.0.
Move.up lillie, m 2.3 2.3 2.3
[Sa f'I ice 'IIme 5.5 4.3 5.5 4.3 5.5 43
ICapacity and level of Service
1.03rd Street & Penn Pkwy.
Carmel
jEx;sIinq. Proposed
Westbound
T
88
Solilhbuund
'1
110.
Southbound
1.1
LTR
0.90.
201
5
0.0
0..4
0.0
0..2
-0.6
1.7
7.75
3.20.
0.18
7.75
0..45
5.5
Paoe I D-
b
f"/!'/452 n
U-
n
LJ
n
U;;;;
n
l[
R
26
r r
w-
R
66 n
L ,-
1.2 n
lJ
Cr
1
4b
n
II
n
I 1-
02 _~.
-0.61 L
1.7
n-
1,[
"
n_
I
2.3
4,3 11
I..S
E aslbound Weslbound NOl1hbuund Southhound n
11 l2 II l2 11 1.2 L1 l2 IJ
ap;)cily 436 904 382 439 252 432
Delay 15.54 320. 66 14.70 3843 9.75 17. 07 n_
LOS C F B E A C LI
,pproach: Delay 268 59 14.70 38.28 17.07
LOS F B E C n_
Intersection Delay 174.63 U
Ir.~1('1 se(~tion LOS F
--
55
file://(,\WTNT)OW~\TFMP\IOkF??') TMP
o
1 1 (J tfl'-
D All-Way Stop Control
Pagel of:
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ALL-WA Y STOP CONTROL ANALYSIS
General Information Site Information
!P.n3lysl RMB Intersection 103rd SImet '" Penn. Pkwy.
D.Qency/Co. A&F EnQineerino urisdiclron CaJme-l
Dale Performcd 11/1/02 "'nalysis Year Exisring. Proposed
\Analysis Time Period PM Pe<lk .
Ploieel 10 Clar;an He-alth
EasL"lVest Street: 103rd Street North/South Street: Penn. Parkway
Volume Adjustments and Site Characteristics
Approach EastbOund Westbound
Movement L T R L T R
Volume 119 135 295 3 44 14
loTh,uslefl Lane ~O 50
ApplOach Northbound Soutl1bound
Movement L T ({ L T R
Volume 755 69 5 23 98 208
YoThrus lefl Lane 50 50
-
Eastbound Weslbound No,1hbound Southbound
L1 l2 l 1 l2 L1 l2 U l2
-"onfi9ur;:J!~on L TR LTR LT R LTR
PHF 0.90 090 0.90 0.90 0.90 0.90
Flow 1~;1te 132 477 66 914 5 364
% He;wy Vehicles 5 5 5 5 5 5
No. Lanes 2 1 2 1
"Ecomclry Group 5 4b 5 4b
DUtation, l 025
Satur_ation Headway Adjustment Worksheet
Prop. Lef1-Turns 10 0.0 0.0 0.9 0.0 0.1
Prop RighI-Turns 00 07 02 00 1.0 0.6
Prop Heavy Vehicle GO GO 00 0.0 0.0 0.0
hLT.jdj 05 05 0.2 0.2 05 0.5 02 02
hrn..~cJJ -07 .0.7 0.6 -0. 6 -07 -07 .0.6 -0.6
hHV-8dj 1.7 1.7 1.7 17 1.7 1.7 1.7 17
hadj. computed 838 8.38 838 8.38 8.38 838
L/ P ;1157-
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D IDepar1ure Headway and Service Time
hd, injti()1 vc.due 3.20 3.20 3.20 3.20 3.20 3.20
x. .n,tiClI 0.12 0.42 0.06 0.81 0.00 0.32
hel, r,,,al value 8.38 838 8_38 8.38 838 838
_ fin-al valup. 0.31 0.98 0.18 2.13 0.01 079
Movecup time, m Z3 2.3 23 2.3 I
_,erv~ce Time 61 5.1 6.1 5.1 6_1 I 5.1 6.1 5.1 i
D
o ICapacity and Level of Service
D
EdslLJvumj VVes.1 bound Nor1hbound. Soulhbouod
II Ll 1.1 1.7 L1 L2 L1 L2
"apacily 382 488 316 911 255 459
Deby 1174 61.91 1443 533.01 9.96 33.56
LOS B F B F A 0
A~p'()ach: Oelay 51.69 14.43 530. 16 33.56
I.OS F B F 0
Inrr-rscclion DelZlY 2/ 1 64
Irl'terS(,C!fon LOS F
"---- ---.- -----
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11/7107
Short Report
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SHORT REPORT l...f
General Information ~ite Information
Analyst RMB Intersection Penn Pkwy & 103rd Street U-
Agency or Co. A&F Engineering V;rea Type All other areas
Date Periormed 11/6/02 lJurisdiction Carmel Jl
ime Period AM Peak lAnalysis Year Existing + Proposed
Volume and Timing Input
EB WB NB SB R11
LT TH RT LT TH RT LT TH RT LT TH
Num. of Lanes 1 1 1 1 1 0 2 1 0 1 1 1
Lane group L T R L TR L TR L T Rn
Volume (vph) 168 79 650 7 88 26 233 94 2 6 196 66U-
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 090 0.90 0.90 0..90 0.,90. 0..90. 0.90 0..90. 0..90. 0.90. 0.90. G.9fl
Actuated (PIA) A A A A A A A A A A A AI l
startup lost time 2.0. 2.0 2.0. 2.0. 20. 2.0. 2.0 2.0. 2.0 2.0
Ex\. eft. qreen 2.0. 2.0 2.0 2.0. 20. 2.0 20 20. 2.0 2.0'L
Arrival type 3 3 3 3 3 3 3 3 3 3~_
Untt Extension 3.0. 3.0 30. 3.0 30. 3.0. 3.0. 3.0 3.0. 3.
Ped/Bike/RTOR Volume 0 325 a 6 0. 0 0. 33n
Lane Width 12.0. 120. 12.0. 12.0 120. 12.0. 12.0 120 120 12.Q [
Parking/Grade/Parking N 0 N N 0 N N a N N 0. N
Par king/hr n
Bus stops/hr 0 0 0 0 0 0 0 0 0 olr
Unit Extension 3.0 3.0 3D 30. 3.0 3.0. 3.0 3.0 3,0 3.0
Phasinq Excl. Left EW Perm 03 04 NB Gnry NS Perm 07 08 l}
Timing G= TO. G= 38.0. G= G= G= 10.0 G= 140 G= G=
Y= 3 Y= 5 y= y= y= 3 y= 5 y= y=
DlJration of Analvsis (hrs) = 0.25 Cycle I enqth C = 850 n
Lane Group Capacity. Control Delav, and LOS Determination LJ
EB WB NB 5B
Adj. now rate 187 88 361 8 120. 259 106 7 218 37n
Lane group cop. 663 809 688 678 787 392 573 205 298 . .25j_F
vlc ratio 028 0.11 0..52 0..01 0..15 0..66 0..18 003 0.73 0.1 q--l
Green ratio 056 045 045 0.56 0.45 0.12 0..32 0..16 0..16 0.1U
Unit delay d 1 92 13.7 17.0. 8.2 13.9 35.9 21.0 29.8 33.7 30.4
I r
Delay factor k 0.11 0.11 0.13 0.11 0.11 0.24 0.11 D. 11 0..29 0.111
1o....J-
Inerem. delay d2 02 01 0.7 0..0 0.1 41 0..2 0..1 8.9 03
PF factor 1.0.00. 1.000 1.0.0.0. 1.000 1.0.00. 1.00.0. 1000 1.0.0.0. 1.000 1.0an
Control delay 94 13.7 17.7 8.2 110 40..0. 212 29.9 42.6 3G.7U-
Lcme group LOS A B B A B 0 C C 0 c
1-
Apprch. delay 14.7 13.7 34.5 40.6 ! -
APproach LOS B B C 0
ItlterSec. delay 24.7 Intersectfoi1 LOS C
/jilt..! 5 L~l
IIC."/O(i01M
Cc'p:"Jigh1.e 2000 Univosil)' of fJ0rjd3~ I\.Ji RighLs Re-;.;er'-Tc1
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57
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Page 1 of
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qP/-j.5Z ~
SHORT REPORT
General Information :::lite Information
Analyst RMB Intersection Penn. Pkwy & 103rd Street
Agency or Co A&F Engineering A.rea Type All other areas
Delte Performed 11/6/02 Jurisdiction Carmel
Ti me Period PM Peak I\nalysis Year Existing + Propose d
Volume and Timinq Input
EB WB NB SB
LT TI-I RT LT TI-I RT LT TI-I RT LT TI-I RT
Num of Lanes 1 1 1 1 1 0 2 1 0 1 1 1
Lane group L T R L TR L TF? L T R
Volume (vph) 119 135 259 3 44 14 651 173 5 23 134 208
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Actuated (PiA A A A A A A A A A A A A
Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Ext eft green 2.0 2.0 20 20 2.0 2.0 20 2.0 2.0 2.0
Arrivallype 3 3 3 3 3 3 3 3 3 3
Unit Extension 3.0 3.0 30 3.0 3.0 3.0 30 3.0 3.0 30
PedfBikeiRTOR Volume 0 129 0 3 0 1 0 104
Lane Width 120 120 12U 12.0 12.0 12.0 120 120 120 12.0
Par king/Grade/Parking N 0 N N 0 N N 0 N N 0 N
P8rking/hr
Bus slops/hr 0 0 0 0 0 a 0 0 0 0
Unit Extension 3.0 30 3.0 30 3.0 3.0 30 30 3.0 3.0
F)hasinq Excl. Left E W Perm 03 04 NB Only NS Perm 07 03
Timing G= 70 G= 9.0 G= G= G= 20.0 G= 8.0 (3= G=
Y= 3 Y= 5 Y= y= y= 3 y= 5 y= Y=
Duration of Analysis (hrs) = 0.25 Cycle LenClth C == 60.0
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB 58
Ad] now rale 132 150 144 3 61 723 196 26 149 116
Lane group cap. 352 272 231 341 263 1112 932 153 241 205
vIe r;;ltio 038 0,55 062 0.01 0.23 0.65 0.21 017 0.62 tJ.57
Green ratio 0.32 015 0.15 U.32 0. 15 0.33 0.52 0.13 0.13 0.13
Unit delay d1 15.4 23.6 23.9 14.2 22.5 170 7.9 231 24.6 24.4
Delay factor k 0.11 0.15 0.21 0.11 0.11 023 0. 11 011 0.20 0.16
Inerem. delay d2 07 2.4 5.2 0.0 0.5 1.4 01 05 4.8 3.6
PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1000
Control delay 161 26.0 29.1 143 229 18.4 8.0 23.6 293 28.0
Lane group LOS B C C B C B A C C C
f-lpprch. delay 240 22.5 16.2 28.3
ApprO;;lCh LOS C C B C
Intersec. delClY 20.4 Intersection LOS C
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("C1P:'-1 Tgh1 'n 2000 Unjvel:;.ir~'- of Fk'lld:L All R J&hlS Res.tE"\.cd
Version ;1_ J l
58
fj le://C:\ WIN DOWS\TEMl l\S7k 72E8.TM P
1 ] 17/02
Akcelik & Associates pty Ltd - aaSIDRA 2.0.0.205
A&F Engineering
A&F Engineering Registered User No. A0554
Licence Type: Professional, Shlgle Computer
Time and Date of Analysis
10:10 AM, Nov 6,2002
Fi Iename: Z: \ 2002\ 02lJij-clarion \Capaci ty\Ch4ams2r _ OUT
Clarian Health
103rd & Penn (Scenario 2. f\}l PEAK)
Intersection JD: 1
aaTraffic. SIDRA US Highway Capacity Manual (2000) Version
RUN INFORr1ATION
~ Basic Parameters:
Intersection TyrJe: Roundabout
Driving on the right-hand side of the road
Input data specified in us units
Default Values File No. 11
Peak f19W period (for performance) 15 minutes
Unit time (for volUJlles): 50 minutes (Total FIOYI Period)
Delay definition: Control delay
Geometric delay included
HCM Delay and Queue i'lodel s option selected
Level of Service based on: Delay (HCM me~hod)
Qutc'ue definition: Back of queue. 95th Percentile
Clarjan Health
103rd & Penn (Scenario 2. AM PEAK)
]ntersect~on ID: 1
DEFAULT PARAI'1ETERS
Default values for some of trlt" .important genera] parameters:
(Default Values File: DEFll.SDF)
I. Basic sa\:uration flO\,,: 1900 tCU!]l
This value applies mainly to signalised intersections. For roulldabouts
and sign-controlled intersections. it is Ilsed for determining capacity
of priority and continuous movements.
2. Through car equivalents for
L EFT
LV HV
Normal 1.053 2,000
Restricted J.303 2.500
signalised intersections
THROUGH RIG H T
LV HV LV HV
1.000 2.000 1.J76 2.000
1.426 2.':>00
3. Opposed turn
paTameters (Roundabout)
Cri t. Fol.up Bin_
Gap Hdway Deps
V V 2.5
V V 2.5
V V 2.5
% EX_l t Flow
Oppos'j n(]
o
o
o
Left turns :
Through
Right t-urns:
4_ Cruise speed= 40 mi!h
Approach Distance= 1800 [t
5. Queue space per vehicle lU
Light vehicles: 2~_O
[eet
Heavy vehicles: 1)5.0
59
;'; full list of :input data defaults and rangE'S is given lI1 L-he
L1A}AS~ ~
0
0
D
D
D
D
0
0
---
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o Input Guide part of aaSTDRA User Guide.
0" Clay ian Heal tfl
103rd & Penn (Scenario 2, .~1 PEAK)
Intersection ID: 1
Roundabout
o
Table S.O - TRAFFIC FLOW DATA
------------~-------------------------------------------------------
o
D
Mov
No.
Left
Through
Right
F] O\tJ
Scale
.Peak
Flow
Factor
LV
IN
LV
H\7
LV
IN
VEHICLES Demand flows In veh/hour as used by t~he program
'.'vest: West Approach
12 177 9 0 0 0 0 1 00 0.90
11 0 0 83 -1 0 0 LOa 0.90
13 0 0 0 0 686 36 LOa 0.90
u
South:
o
o East:
D
Soutf) Approach
32 2116
3] 0
33 0
13
o
o
o
99
o
o
5
o
o
o
2
o
o
1
LOa
LOa
LaO
0.90
0.90
0.90
East App:coClch
22 7 1 0 0 0 0 1.00 0.90
n 0 0 93 5 0 0 ] .00 0.90
23 0 0 0 0 27 1 ] .00 (1- 90
North: North Approach
42 6 1 0 0
41 0 0 207 11
43 0 0 0 0
0 [) 1 .00 0.90
0 0 1.00 0.90
70 ;J J 00 0.90
D _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ .. "_ _ .. _ _ _
B~sed on unit time ~ 60 minutes.
o Flu,'] Scale an__l Feak Hour Factor effects included in flo.V11 values.
Claridn H(Jalth
D 103rd /, Penll (::;cenario~,
" Intersection TO: 1
Roundabout
Ai'1 PEJ,K)
D TobIe H. 0 - }<OUNDAB01JT BASIC PARl\METERS
U.
Cent
J sl iHH1
Diarn
(f t)
U "lest:
100
South:
.1 0 0
D' East:
. ]00
North.
Circulatinq/ExitinCl Stream
Cire
\'1/1 cIth
Jnsc
Diam.
No.of
Circ.
Lanes
NO.of
Entry
Lane.:;
Av Ent
Lane
\hdth
( f t)
Flow
(vehl
h)
%,HV
Adjust
Flow
(peu/h)
';,.Exi t Cap_
Illcl. (.onstr.
Effect
(ft )
(f t)
v-Jest Approach
JO 160
2
2
12.00
:232
'--'.0
232
o
N
~-;outh f\pproach
30 160
J2.00
281
50
281
East: Approach
30 160
2
2
12.00
sso
5.0
.550
o
N
North Approoch
30 16U
100
07.7.
. ----. --------------------------------------
12.00
36<1
5.0
36tJ
o N
103rd I-.
o C I il ri a II 11 (' a 1 t h
AJ1 PEl'-K}
Penn (ScelJa r io 7.,
60
Intersection ID: 1
Roundabout
o
Table R.l - ROUNDABOUT GAP ACCEPTANCE PARAMETERS
D
Turn
Lane
No.
Lane
Type
Cire/
Exit
Flow
(peu/h)
Intra-
Bunch
Headway
(s)
Prop.
BUIlCJled
Vehicles
Critical
Gap
(s)
Follow
Up
Headway
( s)
o
West: West Approach
Left 1 Subdominant 232 1.38 0.200 5.04 2.88
'J'hru 1 Subdominant 232 1.38 0.200 5.04 2.88
Right 2 Dominant 232 1.38 0.200 3.52 1. 90
o
South:
Left
Thru
Right
South Approach
1 DCJI!llnan t
2 Subdominant
2 Subdominant
o
281
281
281
2.00
2.00
2.00
0.323
0.323
0.323
3.95
5.17
5.17
2.28
2.99
299
o
East: East Approach
Left J S\lbdorninant 550 1.63 0.464 4.12 2.51
Thrll 1 Subdominant 550 1.63 0.464 4.12 2.51
2 Dom:i nan!: 550 1. 63 0.464 3.83 2.32
Ri gIlt 2 Dorn:i nant 550 1. 63 0.464 3.83 2.32
D
North: North Approacll
Left 1 Subdominant 36.j 1.80 0 .366 4.28 2.51
Thru 1 Subdominant 364 1. 80 0 366 4.28 2.51
2 Dominant 364 1.80 0.366 4.00 2.35
Right 2 Dominant 364 ] .80 0.366 1.00 2.35
o
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Clarian Health
J03rd & Penn (Scenario 2, AM PEAK)
Intersection 10' 1
Poundabout
o
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aa:3J ORA
}JCM 2000 Lower
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Table R. 5 - ROUNDABOUT CAPACrJ'Y & LEVEL OF SERVICE - aaSIDRA & }JCM MODELS
HeM 2000 Upper
Mov
No.
j)em
Flow
(veh
Ib)
CFlp.
(veh
Ih)
Deg. Av.
Satn Deliiy LOS
x (see)
Cap.
(veh
/h)
Deg. Av.
Satn Delay LOS
x [ see)
Cap.
(veh
Ih)
DeC]. Av.
Satn Delay LOS
x ( see)
o
v'lest:
12 L
11 T
13 R
West Approach
186 660 0.282
87 309 0.282
722 1577 0458
12.3 B
3.8 A
5.5 A
- NA -
- NA
- NA -
- - - - NA -
- - NA
- NA -
o
2546 0.153
6 6 A
- - - - NA - - - -
- - - - NA - - - -
o
South: South Approach
32 L 25Y 1221 0.212 17. . I B - NA - - NA -
31 T 104 8':>1 0.122 41 A - NA - - - NA -
33 R "3 25 o 120 G.] A - - - - NA - - - - - NA
o
2097 0.212
9.8 A
- - - - NA ~ - - -
- - - - NA - - - -
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East: East Approach
22 L :} 113 0.071 ]J.2 B - NA - NA -
21 T 98 1384 0.011 4.6 A - - - - NA .. - - - - NA
23 R 28 39", o 071 6.7 A - - NA - - - N.1l. -
o
1892 0.071
5.5 /"
- - - - j0 ~ 1-
- - - NA - - -' - .~
o
[J
North: North Approach
42 L 7 SO 0.140 12.6 B - NA - - - NA
41 T 218 1:>65 0.139 4.0 A - NA - - - - NA -
43 R 74 53] 0.139 6.1 A - NA - - - - NA
o
2146 0.140
4.7 A
- - - - NA - - - -
- - - - NA - - - -
D
ALL VEHICLES:
8681 0 458
6.9 A
- - - - NA - - - -
- - - - NA - - - -
D
NA Values for this roundabout capacity Tnodel have not. been calculated
because the model was not applicable for t.he given roundabout
conch LlOTlS. Note that tbe HCM models are only applicable to
single-lane 'roundabouts \vith circulating flows less than 1200 veh/h.
Also note that results are not calculated for any of the models for
slip lane or continuous movements. See aaSIDFA Output Guide Appendix
Section A3.8 for roundabout limits.
D
D
Clarian Health
103nJ & Penn (Scenario 2, AM PEAl\)
Intersect iorl ID: 1
Roundabout
o
Table R.o - ROUNDABOUT ALTERNATIVE CAPACITY MODELS
D
aaSIDRJ\
NAASfu~ 198G Cer. Linear Ger. GapAcc
Mov
No.
Dem
F] OVI
('.Jell
! h)
Cap
(veil
/h)
Deg.
Satn
x
Cap a Diff Cap. % Di ff Cap. %. Diff
-6
(vell [ rom iveJ] fr om (veh from
III) aaSlDRI\ /11) aaSlDRA /h) ClaSlDP]\
o
0 West: ,-Jest )\ppr oa c:tJ
12 L J86 660 0.282 1010 S3.0 431 ~J4 7 713 8.0
JJ 'J' 87 309 0.282 n2 52.8 201 -]':> 0 JJLl 8.J
13 F 722 J577 0.45[1 1482 -60 GJ2 -59 9 104/ -Jj.G
o
2546 0.458 2964
]6.4 J264 -50.4 2094 -]78
D
South: So.uth Approach
32 L 259 1221 0 212 1422 16 5 620 -49.2 1007 -17. ')
31 T IOd 85] O. 122 13/2 61 .2 ':,')8 -29.7 971 14 .1
33 R 3 25 O. ]20 40 60 0 .17 -32.0 28 12.0
o
2097 0.212 2834
35.1 1235 -41.1 2006
-LJ
o
Ec,st: Last. Approach
22 L 8 113 0.071 13":> J ').5 66 -41 .6 96 -15.0
2] 'J' 98 1384 0.071 1650 19.2 804 - 4 J .9 IJ73 -15.2
23 R 28 395 0.071 471 19 2 230 -41.tl :ns -15.2
o
1892 0.071 2256
19.2 1100 -41.9 1604 -15.2
North: Nor tJl ApproocJl
42 L 7 SO 0.] ,10 62 24.0 28 -44.0 4.4 -12.0
41 T 218 1565 0.] 39 1927 23] 870 -14,4 136B -12.6
43 R 74 531 0.139 654 23.2 29:' - IJ 4 .4 464 -12.6
D
2146 0.J40 2643
23.2 1193 -~4,4 1876 -12~6
D
]\LL VEH I CLES '
8GB1 0458 10697
23.2 4792 -44.8 7580 -J27
D
Clarian Health
]03rcl & Penn (Scenario 2, JI11 PEhX)
Jrltersection 1D' 1
Fuufldabout
62
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---------------'-------~---------------------------------------------
Mov Dem Total %lTV Adjust~ Total Prac. Prac Lane De9.
No. Plow Opng Opng Cap. Deg. Spare Uti 1 Satn
(veh Flow Flow (veh Satn Cap.
Ih) (veh/h) (pcu/h) Ih) xp ( %) (%) x
D
West: I"Jest Approach
12 L 186 232 5.0 232 660 0..85 202 62 0.282
11 T 8'7 232 5.0 232 309 0.85 202 62 0~282
13 R 722 232 5.0 232 1577 0.85 86 100 0~458.'
o
South, South Approach
32 L 259 2e1 5.0 281 1221 0.85 301 100 0.212
31 T 104 2S1 5.0 281 851 0.85 596 58 0.122
:33 R 3 281 5.0 281 25 0.85 608 58 0.120
o
o
East: East Approach
22 L 8 550 5.0 550 113 0~85 1101 100 0.071
21 T 98 550 5.0 550 1384 0.85 1100 100 0.071
23 R 28 550 5.0 550 395 0.85 1099 100 0.071
o
North: North Approach
42 L 7 364 5.0 364 50 0.85 507 100 0.140
4] T 218 3f.4 5.0 364 1565 0.85 510 100 0.139
43 R 74 3f.4 5.0 364 531 0.85 510 100 0.139
o
D
Clarian Health
103rd & Penn (Scenario 2, AH PEAK)
Intersection 10: 1
HOlJTldabout
Table S 3 - INTERSECTION PARAJ"JETERS
Intersection Level of Service
\^Jorst movement Level of Service
Average intersection delay (s)
Largest average movement deJay (5)
Largest back of quelJe, 9')% (fl)
Ferformance Index
Degree of saturation (highest)
Practical Spare C~pacity (lowest)
Total vehicle capacity, all lanes (veh/rl)
Total vehicle flow (veh/h)
Total person flow (pers!l-I)
Total vehicle delay (veh-h/h)
Total person delay (pers-h/h)
Total effective vel1:icle stops (veh/h)
Total effective person stops (pers/h)
ToLal vehicle travel (veh-mi/h)
Total cost. (S/h)
Total fuel (ga/h)
Total C02 (kg/h)
D
o
1\
B
6.9
13 .2
83
37~77
O~4S8
86 %
8682
179.1
2691
3.~2
S .13
1896
2844
730.9
524.69
26.8
254.26
o
o
D
D
D
Clarian Health
103:["(1 & Penn (Scenar i 0 2. l\M PEAK)
Intersection 10: 1
RounclabolJ L
Tabl e ~:;. 5 - HOVEMENT PERFORMANCE
t'1ov
No.
Total Total Aver. Prop.
Del ay Delay Deloy Queued
(veh-hih) (pers-h/h) (sec)
Eff~ Longest Queue
Stop 95% Back
Rate (vehs) (Et)
Aver.
Speed
(mp}l )
Vves t : 1;Jest Appr OdCI]
D
D
Pert.
Index
D
63
D
u
12 L 0.64 0.96 12.3 0.39 1.39 1-7 43 4.71 43.6
11 T 0.09 0.11 38 0.39 0.78 1-7 13 1. 64 50.0
13 R ] _ 10 ]65 5.5 0.36 1.00 3.2 83 14.38 48.2
[J ~-------------------------------------------------------------------------
South: South I~pproach
32 L 0.87 1.31 12.1 0.39 1. J5 1.3 34 6.41 43.6
:n T 0.12 0.18 ;) 1 041 0.84 0.7 18 2.01 49.8
33 R 0.01 0.01 6.3 0.41 1. 07 0.7 18 0.06 1)8.0
~ ---------------------------------------------~----------------------------
East: East Approach
0 22 L 0.03 0.0.1 13.2 0.49 1. 43 0.4 JO 0.21 43.2
21 T 0.12 019 4.6 0.49 0.94 0.4 10 1.95 49.2
23 R 0.05 0.08 6.7 0.48 1.15 0.4 10 0.60 47.5
D North: North j\pproach
42 L 0.02 0.04 ]2.6 0.43 1. 39 0.8 21 0.18 43.5
41 T 0.24 0.3G 4.0 0.42 0.82 0.8 21 4.10 49.'1
43 R 0.13 0.19 6.1 0.42 1.08 0.8 21 1. 53 47.9
~ -----------~--------------------------------------------------~-----------
Clarian Health
D 103rd & Penn (Scenario
Intersection ID: 1
Roundabout
2, 1I~ PEAK)
lJ Table S.D - 1NTERSECT]ON rERFOm~~CE
0 Total Deg Total Total T",ver. Prop. Ef f. Longest Perf. Aver.
Flow :~otJ] De]ay Delay Delay Queued Stop Queue lndex Speed
(veh/h) x ( v e [1 - h / h) (pers-hlll) (see) ROlte (ft ) (mph)
o \^lest:
995
Soutll:
366
VJest T,pproach
0.158 1.8:3
2.74
6.6
0.37 ':l
J .06
83
10.72
29.4
SOllLh Approach
0.212 099
1.49
98
o 397
1.20
o ~--------------------------------------------------
East Apprc)ach
[) on [) . 21
30.1
East:
]34
NorLh:
299
3.1
8.48
281
0.31
:,5
o. 'J 92
1.02
10
2.75
North ApproiJell
0.1-10 039
0.53
4.7
[). 428
0.89
5.82
30.5
D I NTERSECTl ON (pe r SOIlS) :
" 2691 0.4')8
S.13
69 0.397 1.06
37.77
17.2
o
QuelJe values in
this table "He 95% back of queue
(feet) .
ClrlriclrJ Health
]03:rc] & Penn (~3cenarjo 2, !\H PEAK)
O Intersection ID: 1
Rounaabollt
o '~'~~)~ ~ _: ~ ~ _ = _ ~~~"~ _ ~ =~~.~~~~.~l~'~ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ~ ~ _ _ _ _ _ _ _ _ _ _ _ _ _ _
Dem Que u 12
Flow Cap De9. Aver. Eff. 95% Back
(veh [veh Satn Delay Stop .----------
/h) Itl) .x (see) Rate (ve}-Js) ((t)
1tJest Approach
12. 273
11
11, 727. lS77 0.4513
D------~---~~-------------------
o
Lane
No.
O \Vest:
1 LT
2 R
1'10v
No.
Short
Lane
(ft)
9G9 0.:-'82
9.6 0.60
) _ 7 43
5_S 0.50
~ .2 83
64
Sou t h : South l\pproach
1 L 32, 259 1221 0.212 12.1 0.68 1.3 3<1
31
2 TR 3L 107 875 0.122 4.2 0.42 0.7 18
33
o
D
East: East Approach
1 LT 22, 63 895 0.071 5.8 051 0.4 10
21
2 'l'R 21, 71 998 0.071 5.3 0.50 0.4 10
23
o
Nor th : Nor th Approach
1 LT 42, 143 1026 0.139 4.4 0.43 0.8 21
41
2 TR 41, ] 56 1121 0.139 4-9 0.46 0.8 21
43
o
---------~------------------------------------------------------
D
-----------------~-----------------------------------------------
o
Clarian Health
103rd & Penn (Scenilrio 2, AM PEAK)
Intersection 10: 1
Roundabout
D
Tab1 e S. 8 - LANE FLOW }\ND CAPAC1 TY INFORMlI.TION
D
l-hn Tot
Lan t10v Dem Flow (veh/h) Cap Cap Dey. Lane
No. No. -------------------- (veh (veh Satn Uti}
Lef 'l'hru Rig Tot Ih) Ih) x "
'0
D
West: tvest Approach
1 LT 12, 186 87 0 273 ISO 969 0_ 282 62P
11
2 R 11, 0 0 722 72? 150 1577 O. 4 ':,8 100
13
D
South: South ]\_ppr oach
1 L :32, 259 0 0 2",9 150 17.21 0.212 100
]1
2 TR 31, 0 104 3 107 107 87 S 0_122 SSP
33
D
------------------------------------------------------
o
_____n~____________~___________________________~_______
East: East Approach
L.T 22. 8 55 0 63 63 895 0.071 100
21
2 1'R 21. 0 4] 28 71 71 9')8 0.071 100
23
o
o
Nor \:11 :
1 LT
North Approach
42, 7 136 0 143 143 1026 o 139 100
41
41. 0 82 )4 156 150 117.1 0.J39 100
43
D
2 'PR
P Lane under-uti 1 isat:i on found by the "Program"
o
For l'oundabouts. the capacity value for continuous movem,,'nts is obtained as
the basic sCltu.t"i'ition flow without any adjllstlTlfc'nts. Satl.Jration tlow scale
applies if specified.
D
CJarion Jlealth
l03rd <v. Perm (Scenario 2, .l01 PEAK)
Intersection TD: 1
Rounrl a bOll t
o
65
o
Tabl e S - 10 - 1'10VH1ENT CAP)KJTY l\ND PEFFOR!1?c,"JCE SUt.11-ll"lWi
~ ------------------------------------------------------------------
t10v Hov Dem Toted Lane DeC). Avel. . Eff. 95% Perf.
No. Typ Flow Cap. Util Satn Delay Stop Back of Index
(veh (veh Rate Queue
/h) Ih) (% ) x (see) (voh)
o
West: West Approach
U 12 L 186 660 62 0.287- 17. . 3 1.39 1.7 4.71
11 T 87 309 62 0.287. 3.8 0.78 1.7 1. 64
13 R 722 1577 100 o . 45 8 " 5.5 1.00 3.2 14.38
o
South: South Approach
32 L 259 1221 100 0.217. 12.1 1. 35 1.3 6.41
31 T 104 851 58 0.122 4.1 0.84 0.7 2.01
33 R 3 25 58 0.J20 6.} ] .07 0.7 0.06
D ---------------------------------------------
-
D __________________________________________________________________
E<.lst: East Approach
7.2 L 8 113 100 0.071 13.2 1. 43 0.4 0.21
7.] T 98 1384 100 0 071 4.6 0.9<1 o.t} 1. 95
7.3 R 28 395 100 o 071 6.7 1.15 0.4 0..60
North: North Approach
0 42 L 7 50 100 0_110 12.6 1.39 0.8 0.18
41 T 218 1565 100 0.139 4.0 0.87. 0.8 4.10
13 R 74 531 100 0.139 6.1 1. 08 0.8 1. 53
o
*
Maximum degree of saturation
D Clarian Health
_ l03rd & Penn (Scen~rio 2,
Intersection TD: ]
Rounc1i)bCi1.l t
An PEP.K J
o
Tabl e S.] 7.A - FUEL CON SUT"i PTJON , un 55I ONS hND COST - TO'NIL
o
fvlov Fuel Cost He co NOX CO2
No. Total Total Total Total Total Total
gal/h Sib 1<.9/h k9/h KC]!h kg/h
D
\^)est: \"1'2.s t: AppI OiJ ch
17. L .3 . ] 67..89 0.043 1 .13 0.052
1] T 1 .7. 7.3.39 0.016 0.47 0.020
13 R 10.5 7.03.30 0.142 4.58 0.17'1
29.1
116
'1'1.9
o
14.8
289.513
0.201
6.49
0.250
140.6
D South: South Approach
32 L 43 87.57 0.060 2.00 0.072 40.6
31 T 1 c 27.96 0.019 0.57 0.024 13.9
_J
33 H o. 0 0.8,-) 0.001 0.07. 0.001 0.4
D
.0,8
116 _3"1
0.080
7.59
0.097
.0,49
0 East: : Ed:c.t Approach
22 L O. .1 7. . 7.1 O. 002 O. 06 0.002 .1 .3
21 T 1 lJ OJ C 31 0.018 O. 57 0.023 13 .2
~o .
23 R 0.4 7.89 O.OOG O. Hi 0.007 .3 9
o _______________u__ - ----
1.9
J G. 9'.1
0.026
o 82
0.OJ3
18 3
NOTth: NOTLh Approach
D 42 L 0.1 2.37 0 002 0.05 0.002
41 T 3.1 58.60 0_ U40 1.21 0.OS1
!l3 R J J 2(81) 0 .015 0.48 0.019
1 J
291
10.3
4.3
81.81
0.056
n_071
40 5
INTERSECTION:
26.8
524.69
0.363
11.64
0.451
254.3
o
PARAMETERS USED IN COST C'ALCULNrIONS
o
Pump price of fuel I$/US gal)
Fuel resource cost factor
Ratio of running cost to fuel cost
Average income ($/h)
Time value factor
Average occupancy (persons/veh)
Light vehicle mass (1000 Ib)
Heavy vehicle mass (1000 lb)
Light vehicle idle fuel rate (US gal/h)
Heavy vehicle idle fuel rate (US gal/h)
0.850
0.50
3.0
23.00
0.60
1.')
1.4
11.0
0.360
0.')30
o
o
o
The idle fuel and vehicle Inass parameters given above are the defc:nd t
values (data given in RIDES Inay override some of these parameters).
D
Clarian Health
103rd & Penn (Scenario 2, AM PEAK)
Intersection 10: 1
Roundabou t
D
Table S.12B - FUEL CONSUI'1PTJON, EMISSIONS AND COST - RATE
D
Mov Fuel Cost HC' CO NOX CO2
No. E.f f. Rate Rate Fate Rate Fate
mpg S/mi g/JUll g/km g/km g/km
D
West: West Approacl1
12 L 259.6 049 O. JJ8 11 .16 0.402 227.0
11 T 286.3 0.42 0 282 8.44 0.357 205.8
13 R 273.5 0.44 o. 306 9.88 0.385 215.4
D
271 .7
0.45
0.311
lO.OI
0.J8G
216.9
D
SOllth: South Approach
32 L 259.6 0.49 0.338 11. 16 o. IJ 01 226.9
31 T 285.7 O. ,12 0.283 8.53 0.]59 206.2
33 R 27 3.0 0.114 0.308 10.01 0.388 218 3
o
266.3
0.47
0.37.3
10. ,11)
0.390
L21 .3
o
East: East Approach
22 L 258.8 0.49 0.340 I J .32 0.405 228.3
21 T 283 1 0.42 0.288 8.98 0.368 208.2
23 R 271.3 0.44 0.311 10.29 0.394 217 .1
o
278.9
0.43
0.296
9.40
0.376
211.3
o
North: North Approach
42 L 259.4 0.49 0.338 11.22 0.403 228.0
41 T 285.1 0.42 0.285 8.63 0.361 206.7
43 R 272.5 0.44 0.309 10.07 0.389 216.3
o
281.2
0.42
0.292
90S
0.J69
209.6
o
INTERSECTION' 272.6
0.45
0.309
9.90
0.383
216.2
o
Clarian Heal th
103rd & Penn (Scenario 2, .bJ".1 PEMq
Intersection 10: 1
Roundabout
67
D
u
Table 5.14 - Sill~~RY OF INPUT AND OUTPUT DATA
u
Lane Demand Flow (veh/h) Adj. Eff Grn Deg Aver. Longest Slut
No. -------------------- %HV Basic (sees) Sat Delay Quelle Lane
L T R Tot Sdt f . 1st 2nd x (see) (ft ) (It )
D
West:
1 L1'
2 R
D
o
South:
1 L
2 1'R
D
East:
1 L1'
2 1'R
D
West Approach
185 87
722
185
87 722
273
722
995
259
107
3
366
5
5
0.282
0.458
9.6
5.5
43
83
South Approach
259
104 3
259 104
East Approach
8 55
43 28
8
98
63
71
28
134
5
0.458
83
6.6
5
6
0212
o 122
12.1
4.2
34
18
5
0.212
34
9.8
6
4
5.8
5.3
10
10
o 071
o 071
5
0.071
10
5.5
D North: North Approach
1 LT 7 n6 143 5 0.139 4.4 21
2 TR 82 74 156 5 o 139 4.9 21
D
7 218
"/4
299
5
o 139
.1. 7
21
D
T\LL VEHICLES Total % Hax Aver f"lax
Flow HV X Delay QUE1JE'
1794 5 I] Ij ~-,8 6. ') 83
Toto.l flow period", 50 minutes.
PeClk flm'! ~x:riod '" 15 minutes.
o Queue values in this table are 95% back of ~}eue [feet].
D
Note: Basic .(~aturatj(m FloVJS are not adjusted d1: roundabouts or sigTl-
controlled intersections an\l apply only to eonLinucms lanes.
o
Clarii:'H! Health
103rd & Penn (Scenario 2, AM PEAK)
Intersection ID: 1
Roundabout
u
Table S, 15 - CAPACITY AND LEVEL OF SEHVICE
Mev Mov Total Total Deg. Aver. LOS
D No. Typ Flu." Cap. of Delay
(veh (veh Satn
Ih) Ih) (vie) (see)
o
i'v'est: Vilest Approach
12 L 186 660 0.282 12.3 R
11 T Sf 309 0.282 3.8 A
13 R 722 1577 0.458< ~) - 5 j\
[J
D South:
32 L
31 T
33 I',
u
995
South }\pproach
259
104
3
366
2546
1221
851
200,
2097
0.158
6.t)
II
0.212
0.122
0.120
12. 1
'J . 1
6.3
B
J\
/\
0.212
6~
9.8
East: East Approach
22 L 8 113 0.071 13.2 B
21 T 98 1384 0.071 LG A
23 R 28 395 0.071 6.7 A
D
o
134
J892
0.071
5.5 A
North: Nor th Approach
,12 L 7 50 0.140 12.6 B
41 T 218 J565 0.139 4.0 A
43 R 74 531 0.139 6.1 A
o
o
299
2146
0.140
4.7
A
ALL VEHICLES:
1794
8682
0.458
6.9
A
o
Level of Service calculations are based on
average control delay including geometric delay (HeM cri teria),
independent of the current delay definition used.
For the criteria, refer to the "Level of Service" topic in the
aaSIDRA Output Guide or the Output section of the on-line help.
Maximum vie ratio, or critical green periods
o
*
o
Clarian Health
10Jrd & Penn (Scenario 2, AN PEAK)
Intersection ID. I
Roundabout
o
Table 0.0 - GEOMETRIC DELAY DA'l'A
o
From
Approach
To
Approach
,
Negn NeCjn
Rodius Speed
(ft) (mph)
Negn
Dist.
(ft )
Appr.
Dist.
( f t )
Downstream
Distance
(f t)
o
West: IrJest Approach
South 117.2 22 0 Gl.9 J800 311
East 190. ,} 28 I 151.5 1800 323
North 62.0 16. 0 243.5 1(300 469
o
South:
[;Ol]th Approach
\r>Jest
East
Nor tlJ
62.0
117.2
190 4
16.0
22.0
281
243.5
6.1 .9
151.5
1800
1800
1800
469
3ll
:'\23
D
EClst: East Approach
West 190.4 231 151 . '.) 1800 J23
South 62.0 16 0 243. :, 1800 469
North 117.2 22.0 61 .9 1800 3ll
D
D
North: North Approach
West. 117.2 22.0 61.9 1800 J]]
South 190.4 281 151.5 HWO 32.1
East 62.0 16.0 243.5 1800 469
o
Downstream distar~ce is dist.ance travelled from the stop]ine until exit
cruise speed is reoched (includes negotiation distance). Acceleration
distance .is weiY}Jted for light and heavy veh.icles. The same rli stance
applies for both stopped and unstopped vehicle~.
D
D
Clarian Health
103rd & Penn (~;cendTjo 2, A11 PE1\K)
Intersection ID: 1
Rounc:lobout
D
69
D
TobIe D.] - U\NF. DELAYS
u
o
Lane
No.
t'lav
No.
Deg.
Satn
Stop-line Delay
1 st 2nd Totc-d
ell el2 dSL
Delay
Ace.
Dec.
eIn
(seconds/veh) ----------------
Q'l eui ng S t opel
Total J1vUp (lc.ile) Ceom Control
dq dqm cli dig die
x
West: ~-Jest i\pproach
U 1 L1' 1'~ 0.282 1.4 0.0 1.4 2.2 0.0 0.0 0.0 10.9 9.6
L,
11 2.4
2 R 11. 0.458 0.8 0.0 0.8 2.3 0.0 0.0 0.0 0.0 5.5
13 4.7
o
South: South Approach
I. 32, 0.212 1.2 0.0 1.2 1.9 0.0 0.0 0.0 10.9 12.1
31 0.0
2 TR 31, 0.122 1.7 0.0 1.7 3.0 0.0 0.0 0.0 2.4 4.2
33 4.7
D
o
East: East Approach
J ),1' 22, 0.071 2.3 0.0 2.3 3.5 0.0 0.0 0.0 10.9 5.8
21 2.4
2 TR 21. 0.071 2.0 0.0 2.0 3.3 0.0 0.0 0.0 2.4 5.3
23 4.7
o
North: North Approach
1 1,1' 42, 0.139 1.6 0.0 16 3.1 0.0 0.0 00 10.9 [} . 4
41 24
2 TR 41. 0.139 1.4 0.0 1.tJ 2.9 0.0 0.0 0.0 2.4 4 9
43 tJ. 7
[J
o do is average stop-start delay for all veh'jc]ps qlJeuecl and uflqueued
o
Clarian Bealth
103rd & Penn (Scenario 2, AM PEAK)
Intersect lOTI Tn: J
Roundabout.
o
Tabl e D. 2 - LANE STOPS
[J
Lane
No.
Deg.
Satn
x
-- Effective St..op Rate --
Geom. Overall
hel he2 hig h
Prop.
Qu eu ed
pq
Queue
Move-IJp
Rote
hqrn
o
hlpst.:
1 LT
2 R
~vpst Approach
0.282 0.27 0.00
0.458 0.23 0.00
0.33
0.27
0.60
0.50
0.395
0.367
0.00
o 00
D
South: South Approach
1 L 0.212 0.26 0.00
2 TR 0.122 0.28 0.00
0.42
0.15
068
0.42
o 391
0.411
000
0.00
o
f::ast: East. ,''Ipproach
1 LT 0.071 0.36 0.00 O.IS OSI 0.49"1 0 00
2 TR 0.071 0.34 0.00 0.16 0.50 O. ,187 O. 00
o
North, North Approach
1 1,1' 0.139 0.28 000 0.15
2 TR 0.139 0.27 0.00 0 19
tJ.43
0.45
O.4J3
o 423
0.00
0.00
o
h9 .is the average vallle for cll] p.lCh'eHlents .In a shared lane
hqm isavcrage queue move-up rate for all vehicles queue(] and
lJf]CrU eued
o
Clari,J:n HeoltJl
O l03rd & Penn (Scenario 2, AM PEAK)
Inter2.ection ID: 1
70
Roundabout
Tabl e D. 3 - LANE QUEUES
-------~~-------------------~----------------------------------------------
98%
Queue
Stor.
Ratio
0
0
0
0
0
0
0
0
D
D
0
0
0
0
0
0
D
0
0
Lane
No.
Deg.
Satn
-----~---------------------------------------------------------------------
Ovrfl. Average (veh)
Queue -. - - - - - - - - - - - - - - --
No NbJ Nb2 Nb
90%
Percentile (veh)
95%
70't
8.5%
x
West:
1 LT
2 R
West Approach
0.282 0.0
0.458 0.0
1.3
2.6
----------------~-----------------~~~----~--------~---------------~--------
0_5
1.0
0.0
0.0
0.5
1.0
1.0
1.9
1.2
2.3
South: South Approach
1 L 0.212 0.0 0.4
2 TR 0.122 0.0 0.2
0.0
0.0
0.4
0.2
0.8
0.4
0.9
0.5
1.1
0.6
-----------------------------------------------------------------~~--------
0.5
0.01
0.01
East:
1 LT
2 TR
East Approach
0.071 0.0 0.1
0.071 0.0 0.1
0.0
0.0
0.1
0_1
0.2
0.2
0.3
0.3
0.3
0.3
-------------------------------------~---------------------------~---------
0.5
North: North Approach
1 LT 0.139 0.0 0.3
2 TR 0.139 0.0 0.3
0.0
0.0
0_3
0_3
0.5
0.5
0.6
0.6
0.7
0.7
---------------------------------------~------------~-------------~--------
1.7
3.2
1.3
0.7
0.4
0.4
0_8
0.8
Values printed in this table are back of queue (vehicles).
1.9
3."1
0.02
0.05
1.5
0.8
0.02
0.01
0.9
0_9
0.01
0.01
Clarian "Health
]03rd & Penn (Scenario 2, AM PEAK)
Intersection ID: 1
F.ollndabout
TobIe D.4 - t~OvnlENT SPEEDS (mph)
-------------------~~----~------------~-~---------------~--------~
1st
ern
2nd
Gl.n
Queue Nove-up
Exit Speeds ------------- Av. Section Spd
RunJllJJ(] Overall
i\pp. Speeds
Mov ------------
No. Cruise Negn
Negfl Cruise
--------~-~------------_._------------------~---------------------
~-Jes t_ : \-vest ApproacJl
12 3').0 16.0 16.0 35 II 27.1 27_1
11 35.0 28_ 1 28 _1 35.0 31_0 31 .0
13 35_0 22.0 22.0 35_0 30.0 30.0
._--------------------._------~--------------------------~---------
South: SOl.Jth Approach
32 35.0 16 _ 0 16_0 35.0 27_1 27_]
31 35.0 28.1 28_1 3cJ 0 3J.0 3LO
:33 35.0 220 22.0 35.0 29_8 29.8
--------------------------------~-------------~----~-------------
East:
n
21
23
East Approach
35.0 16.0
35_0 28.J
35_0 22.0
16.0
28.1
2? . 0
35.0
35_0
35.0
26.9
30.6
29.5
--- -------------------------- -----------------~------------
North: North Approach
42 35.0 16.0 16.0 35.0 27.0
41 35.0 28.1 281 35.0 309
43 35_0 22.0 22.0 35_0 29.8
26.9
30_6
29.5
27.0
30.9
2'1.8
-----------------------------------~--------------~--------------
--- End of aaSJDRA Output ---
"FunnincJ Speed" is the average speed excluding stopped periocJs_
71
[J
Akcelik & Associates pty Ltd - aaSlDRA 2.0.0.205
l-4 pM S d- t\
D
A&F Engineering
A&F Engineering Registered User No. A0654
Licence Type: Professional, Single Computer
u
Time and Date of Analysis
1:14 PM, Nov 6,2002
Filename: Z:\2002\02114-clarion\Capacity\Ch1pms2r.OUT
D
Claricm HealUl
1031(1 & Penn (Scenario 2, Pt1 PEAK)
Intersection 10: ]
o aaTraffic SIDRA US High'..vay CiJpacity l'lanual (2000) Version
o
RUN INFORMATION
o
~ Basic Parameters:
Intersection Type: Roundabout
Driving on the right-hand side of the road
Input data specified in us units
Default Values File No. 11
Peak flow pe.riocl (for pe:rforlllance) 15 m:inllt.es
Unit timE (for volumes): 60 llIirm.tes (Total Flo',1 Period)
Delay clefinition: Control delay
Geometric ,Jelay included
He1" Delay and Queue l'1odels option selected
Level of Service based on: Delay (HeM method)
Queue definition: Back of queue, 95th Percentile
D
o
D
Clr. cian Heed lh
103rc1 ,<;. Penn (ScenaLio 2, P1'l PEAK)
Intersection ]D: 1
o
DEFAULT PAHAl1ETERS
D
Default values for some of the important general parameters:
(Default Values File' DEF11SDF)
o
1. Basic saturation flov,: 1900 tcu/h
D
'f'hi s value applies mainly to signalised intersections. F01' roundobouts
and sign-controlled intersections, it is used for determining capacity
of priority and continuous movements.
D
2. Through car equivalents for
L E F 'I'
LV HV
Normal 1.053 2.000
Restricted 1.303 2.500
signalised intersections
THROUGB RIG H T
LV HV LV HV
1.000 2.000 1.176 2.000
:1.1126 2.500
o
o
3. Opposed turn parameters
Crit.
Gap
Left turns V
Through V
Night turns: V
(Roundabout)
Fol.1Jp J-lin.
Ijehvay Deps
V 2.S
V 2.5
V 2.5
% Exit Flow
Opposing
o
o
o
D
4 Cruise speed: 10 mi/h,
Approach Distance= ]800 ft
D
5. QuelJ(~ space per 'Jehiel e In
LJght veoJclps: 25.0
teet
HeL~lvy
vehicles: ,15.0
72
A full list of input data defaults and ranoes ~s Q1Ven
in the
Input Guide part of aaSIDRA User Guide_
o
Clarian Health
-103rd & Penn (Scenario 2, PM PFAK)
Intersection ID: 1
ROUIl(labaut
o
Table S_O - TRAFFIC FLOW DATA
o
-------------~--------~-------~~--------------~-------------------------
Mov Left ThrouCJh Right Flow Peak
No_ -----~--- --------- - - - - - -- ~ ~- Scale Flow
LV HV LV BV LV HV Factor
D
-----------------------------------------------------------------------~
o
VEHICLES Demand E lows ln veh/hour as used by the program
West: West Approach
12 126 ) 0 0 0 0 LOO 0.90
11 0 0 143 7 0 0 LOa 0.90
13 0 0 0 0 273 1<'1 L 00 0.90
---------~---~--------------------------------~-------~---------------~-
o
South: South Approach
32 687 36 0 0 0 0 LOO 0.90
31 0 0 183 10 0 0 LOO 0.90
33 0 0 0 0 5 1 LOa 0.90
o
------------~-----------------------------------------------------------
East: East Approach
22 3 I 0 0 0 0 LOO 0.90
21 0 0 46 2. 0 0 1. 00 0.90
23 0 0 0 0 15 J 1. 00 0.90
o
----._~---------~------------------~-----~~------------------------------
o
North: North Approach
42 24 J 0 0 0 0 1 .00 0_90
41 0 0 141 7 0 lJ 1.00 0 90
43 0 0 0 0 220 12 1- 00 0.90
o
-------------------------------------------------------------------------
Based on unit time = 60 minutes.
Flow Scale and Peak Hour Factor effects included in flaw values.
o
Clarian HeCllth
103rd & Penn (Scenario 2, PM PEAK)
Intersection ID: 1
f\ounclabou t
o
-----------------------------------------------------------------------------
o
Table R.O - ROUNDABOUT BASIC PARAHETEnS
Cent
Island
Oiam
(ft)
Cire
VJidt h
Insc
Diam.
No.of
Cire.
Lanes
CirculatingiExitiny Stream
(ft)
( It)
Flow
(vehl
b)
%HV. Adjust.
Flow
(peu/h)
%Exit CClp.
Incl_ Constr.
Effect
o
No.of
Entry
Lanes
AV.Ent
Lane
irli dt h
(ft)
----------------------------------
---------------------------------------------------------____L________________
o
West: West ApprOaCf]
100 30 160
2
2
12.00
178
5.0
178
[)
N
------------------------------------------------------------------------------
South;
100
South Approach
30 160. 2
2
12.00
308
5_0
308
()
N
o
-----------------------------------------------------------------------------
East:
100
East Approach
30 160
2
2
12.00
1048
5.0
JO.18
o
N
o
----------------------~------------------------------------------------------
North:
llJO
Nort11 Approach
30 160 2
2
12.00
776
5_0
776
o
N
o
----~----------------------------------------------------~---_._--------------
Clarian Health
10Jrd [, Penn (Scenario 2, pj'l PEAK)
73
D
D
Intersection ID: 1
Roundabout
o
Table R.1 - ROUNDABOUT GllP ACCEPTANCE PARAHE']'ERS
Turn Lane Lane Cire! Intra- Prop. Critical Follow
0 No. Type Exit Bunch Bunc bed Gap Up
Flow Headvlay Vehicles (s) Hei:lc1way
(pcu!h) (s) (s)
o
"'Jest:
Left
Thru
o
Right
\^lest ApproClch
1 Subdominant 178 2.00 0.219 4.29 2.43
1 Subdomincmt 178 2.00 0.219 4.29 2.43
2 Dominant 178 2.00 0.219 3.77 2.14
2 Dominant 178 2.00 0.219 3.77 2.14
South: South Approach
Left 1 Dominant 308 1.74 0.311 3.52 2.04
D Thru 2 Subdominant 308 1.74 0.311 5.71 3.31
Right 2 Subdominant 308 1.74 0.311 5.71 3.31
D
East:
Left
Thru
o
Right
o
Nart!] :
Le[t
ThnJ
Ri gh f.
East Approach
1 Subdominant 1048 1.59 0.685 3.61 2.42
1 Sllbdominant 1048 1. 59 0.685 3.61 2.42
2 Dominant 1048 1.59 0.685 3.19 2.14
2 Dominant 1048 1.59 0.685 3.19 2.14
North Approach
1 ~-;llbdoi1lj flewt
1 Sldxlomj na IJ I:
2 Dominant
776
776
776
1. 95
1. 95
1. 95
0.651
0.651
0.651
3.97
3.97
3.52
2.52
2.52
2.24
D
Clari Cln I'lealth
103rd & Penn (Scenario 2, PM PEAK)
Intersection 1D: 1
RoundabolJt
D
u
Table R. ') - ROUNDlIBOUT CAPACITY & LEVEL' OF SERVICE - aaSIDRA & HeM MODELS
HCJY! 2000 Upper
-----------~---------------------~--------------~--------------~--------------
D
T"Iov
No.
aoSIDHA
HeM 2000 Lower
Oem
Flow
( verI
III l
Cap.
(veh
/h)
Deg. Av.
Satn Delay LOS
x (see)
Cap.
(veh
Ih)
Dey. Av.
Satn Deli:lY LOS
x (see)
Cap.
(veh
/1l)
Deg. Av.
Sa tn De1.3Y LOS
x (see)
D \'Ies t "'lest Approach
12 L 133 611 0218 J] .7 !3 - - Nl\ - - - NA -
1] T 1.S0 689 0.218 3 .2 A - Nl\ - - NA
13 R 237 J319 0.218 S .3 A - - NA - - NA -
o
7.G19 0.218
G.2 J^':.
- - - - NA - - - -
- - - - NA - - - -
------------------.------------------------------------.------------------------
Sou th: South APPT021Ch
0 32 L 723 J J84 O. 522 12 . ,1 13 - - Nl\ -
31 T 193 73/ 0.262 ,1 .9 A - NA -
J3 R G 23 0 261 7 .1 II - NA -
D
NA
.- NA
- - - - NA -
7.14~ 0.522 10.8 B
- - - - NA - - - -
- - - - NA - - -
Ea:,;t Easl: i\pproach
22 L '1 16 D. OS3 16 1 B - NA NA - - - -
U 2J T 48 908 0 053 I .2 1\ - NA NA
23 R ] 6 303 O. 053 9 1 A - NA -- -. WI
------------------------------------------------------~-
o
1287 0.053 82 A - - - - N^
-------------_____________________________ 74
- - NIl ""C. __~. - ''''', .
Nor tl1: NOT th Approach
42 L 2S 95 O.2G3 16.3 B - NA - - NA - -
41 T 148 563 O. ;;63 7.7 A - - NA - NA
43 R 232 772 0.301 ~L 4 A - - NA - NA
o
1430 0.301
9.2 A
- - - - NA - - - -
- - - - NA - - - -
o
ALL VEHICLES: 7480 0.522
9.1 A
- - - - NA - - - -
- - - - NA - - - -
o
---------------"--------------------------------------------------------------
NA Values for this roundabout capacity model have not befOJl calculated
because the model was not applicable for the given roundabout
conch tions. Note that the HeM models are only appl j cable to
single-lane roundabouts with circulating flows less than 1200 veh/h.
Also note that results are not calculated for any of U1E models for
slip lane or continuous movements. See aaSIDRA Output Guide Appendix
Section A3.8 for roundabout limits.
D
o
Clarian Health
103rd & Penn (Scenario 2, PM PEAK)
lntersection ID: 1
Roundabout
o
D
'Table R.6 - ROUNDABOUT ALTERNATIVE CAPACITY MODELS
aaSIDRA Nl\ASRA ]')86 Ger. Linear GeT. GapAcc
Mov Oem ----------- ----------- ----------- --------.---
No. Flo\-J Cap. Oeg. Cap. % Di ff Cap. "- Diff Cap. % Diff
.0
(veh (veh Satn iveh f r orn (veh from {veh from
Ih} Ih) x Ill) aaSJDRA /h) aaSIDHA /h) aaSJDRA
o
D
\"Jest. : \^lest. Approach
12 L 133 611 0.218 728 19. 1 303 -SO 4 ~,] 3 -16.0
11 T 1 SO 689 0.218 821 19. 2 342 - SO 4 578 -16. 1
13 R 287 1319 0.218 1552 17 .7 645 -51 .1 IOn -17.2
D
2619 0.218 3]0]
18.4 1290 -50.7 2183 -16.6
o
South: South Approach
32 L 723 1384 0.522 1391 0.5 613 - S5. 7 986 -288
31 T 19] 737 0.262 1342 82.1 59] -19.8 951 29.0
]3 R 6 23 0.261 42 82.6 ] 8 -2J.7 3D 304
o
2144 0.522 2775
29.4 1222 -43.0 1967
- 8.3
D
East: East Approach
22 L 4 76 0.053 86 .13.2 53 -30.3 S':I -L~. 4
2J T 48 908 U.053 1031 135 634 -30./. 708 -22.0
23 R 16 303 0.053 344 13. :, 211 -30.4 236 ..22. I
o
1287 0.053 1461
13 .5
898 -30 2 10U3 -22_1
o
North: North Approach
42 L 2.5 ':15 0 .263 135 42.1 7(-, -20.0 95 0 0
41 '1' 148 563 0 .263 801 42.3 448 -20.4 565 0.4
43 R 232 772 0 301 934 21.0 523 -32.3 659 -11.6
D
1430 0.301 1870
30.8 1047 -26.8 1319
-7.8
ALL VEHICLES: 74BO 0.522 9207
23.1 4457 -40.'1 6172 -135
o
Clarian HC'-alth
J03rd & Penn (Scenario 2, PT-1 PEiI,K)
Intersection ID. 1
Roundabout
D
75
o
[J
--------------------------------------------------------------------
T"Iov Dem Total %HV Adjust Total Prac. Prac. Lane De9.
No. Flow Opng Opng Cap. Deg. Spare Util Satn
(veh Flow Flow (veh Satn Cap.
/11) (vell/h) (pcu/h) /h) xp ( %) (% ) x
[J ____________________________________________________________________
~_vest : West ApproacJl
D 12 L 133 178 5.0 178 611 0.85 290 100 0.218
11 T 150 178 5.0 178 689 0.85 290 100 0.218
13 R 287 178 5.0 178 1319 0.85 291 100 0.2113
U South: South Approach
32 L 723 308 5.0 308 1384 0.85 63 100 0.522'
31 T 193 308 5.0 308 737 0.8S 225 50 0.262
33 R 6 308 5.0 308 23 0.85 22G 50 0.261
u
East: East Approach
22 L 1. J 048 5.0 1048 76 0.85 1515 100 0.053
21 T 18 J 048 5.0 1048 908 0.85 1508 100 0.053
23 R 16 1048 5.0 1048 303 0.85 1510 100 0.053
o
North: North Approach
0 42 L 25 776 5.0 776 95 0.85 223 87 0.26]
41 T 148 776 5.0 776 563 .0.85 223 87 0.26]
43 R 232 776 5.0 776 772 0.85 183 100 0.301
o
ClclIian He<:tlth
J03rd & Penn (Scenario 2. PM PEAK)
Intersection 10: 1
Roundabout
o
o
Table S.3 - INTERSECTION P^fu~ETERS
o
Intersection Level of Service
~'Iorst movement Level of SeTvice
Average ifll:ersecl:iofl delay (s)
Largest. aVeTi:lCW lilovement delay (s)
Largest bac} of queue. 9S% (ft)
Performance Index
Degree of saturation [highest)
Practical Spare Capacity (lowest)
Total vehicle capacity. all lanes (veh/h)
Total vehicle flow (vell/h)
Total person flow (pers/h)
Total vehicle delay (veh-h/h)
Total person delay (pers-h/h)
Total effective vehicle stops (veh/hl
Total effective person stops (pers/h)
Total vehicle travel (veh-mi /h)
Total co~,t ($/h)
TotA] fuel (ga/h)
Total C02 (kg/h)
D
o
u
o
II,
B
9.1
16.3
106
.1,} 62
D.S/.2
63 %
7479
1965
2948
4.94
"7.41
2431
3646
Kll.2:)
598.02
30.3
287.18
O Clarian Heol th
. l03rd & Penn (Scenario 2. PM PEAK)
Intersection 10: 1
Roundabout
o
Tab] e S.'j - l'lOVEJ1EN'I' PER FORMl\NCE
o
Err.
Total TDtal /\vEr. PrOjL
DelCjy Delay Delay Queued
(veh-h/ll) (pers-h/h) [~;c.c)
nov
No.
Stop
Ratc
o - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -. - - - - - - - - - - - - - - - - -.
ItJe~ t :
if Jest Approach
Lonqes \. (JuelJ e
957> Back
(vehs' (ft)
PeT f .
Index
Aver.
Speed
[mph)
76
12 L,
11 T
13 R
0.43
0.13
0.42
0.65 11.7 0.31 ] .31 1.3 34 3.24 43.9
0.20 3.2 0.31 0.65 1.3 34 2.62 50.6
0.63 5.3 0.29 o 93 1.3 34 5.56 48.7
o
--~~----------------------------------------------------------------------
o
South: South Approach
32 L 2.49 3.71) 12.4 0.48 I.!! 0 4.1 106 18.31 43.3
31 T 0.26 0.39 ''-9 0.47 1.00 1.5 40 4.02 49.3
33 R CLOl 0.02 7.1 0.47 1. 21 1.5 40 0.14 17.6
o
---------------------------------------------~----------------------------
East: East Approach
22 L 0.02 0.03 16.1 0.65 1.57 0.3 7 0.11 11 .3
21 T 0.10 0.14 7.2 0.65 1.24 0.3 8 1.11 '17.8
23 R 0.04 0.06 9.1 0.65 1. 34 0.3 8 0.38 46.2
o
-------------------------------------~~-----------------------------------
North: North Approach
12 L 0.11 0.17 16.3 0.67 1. 67 1.7 43 0.73 41.2
41 T 0.32 0.48 7.7 0.67 1. 39 1.7 43 3.61 47.5
43 R 0.61 0.91 9.4 0.68 1. 47 2.0 ~3 5.80 45.9
o
-------------------~---------------------~----------~-----------------~---
o
Clarian Health
103rd & Penn (Scenario 2, PM PEAK)
Intersection ID: 1
Roundabout
o
--------------------------~~--,---------------~-~-------------------------
o
Tab:le S.6 - INTERSECTION PERFORMANCE
'To t a:l Deg. Total Total Aver. Prop. Eft. Longest Perf. Aver.
Flow Satn DeJay Delay Deli1Y Queued Stop QW2ue Index Speed
(veh/h) x (veh~hlh) (pers~h/h) (see) Rate (it) (mph)
o
--------------------------------------------------------------------------
West: West Approach
570 0.213 0.99
L.~8
6.2 0.304 0.95
J4
11 .43
298
o
--------------------------------------------------------------------------
South:
922
South Approach
0.522 2.76
4.14
10.8 0481 1.32
.106
22.45
27. G
o
-------------------------------------------------------------------------
E~st: East Approach
68 0.053 0.15
0.23
8.2 0.651 129
8
1 .60
29.2
-----------------------~-----------~--------------------------------------
North: North Approach
405 0 301 1.04
1. ',cj
9.2 O.6B2 1 46
53
10.13
28.5
o
---------~---------~-----~--------------------~--------------------------
TNTERSECTION (persOns):
2948 0.522
7 41
9.1 0.477 1.24
45.62
45.8
D
---------~----------------~----------------------------------------------
(.Im=ue values in this table are 95% back of queue (feet).
o
CJarian Hcaltll
l03rd & Penn (Scenario 2, PM PEAK)
Intersection ID: .1
Roundabout
o
----------------------------------------------------------------
o
Ta bl e S. 7 - LANE PEHFORJ1ANCE
Oem Q u e 1.1 e
Flow Cop Deg. Il.ver. Eff. 95% Bdck Short
Lane r'lo\l (veh (veh Satn Delay Stop ------------ Lane
]")0. No. Ill) Ih} x (see) Pate (vehs) ( ft) ( f t)
D
----------------~-----------------------------------------------
,'Jest. West JI,pproac:h
1 LT 12, 254 1213 0.218
11
U,
13
-------------------------~--------------------77
I' c
. ~
o 49
1.3 34
D
:2 TR
306
14 07 0.218
':'.1
O. I] 6
1 3 34
o
[J South: South Approach
1 L 32, 723 1384 0.522 12.1 0.70 4.1 106
31
0 2 TR 31, 199 760 0.262 4.9 0.50 1.5 '10
33
D
East. : East Approach
1 LT 22, 31 580 0.053 8.7 0.65 0.3 7
21
2 TR 21, 37 705 0.053 7.8 0.64 OJ 8
23
D
Noeth: North Approach
1 l.T 12, 173 658 0_263 ':f. 0 0.72 1.7 13
41
2 R 41, 232 772 0.301 ~L 4 0.74 2.0 53
13
D
D
D
Clarian Health
J03rd & Penn (Scenario 2, PM PEAK)
Intersection ID. 1
Roundabout
o
Table S. 8 - LA.NE FLO\\l AND CAPACITY INFORMJ-I.TTON
1'11n Tot
Lan r'lav DefT! Flow (veIl/h) Cap Cap Deg. Lane
0 No. No. - - - .- - -- ~ - - - ,- - - - - -, - -'- Iveh (veh Satn UtiI
Lef ThnJ Rig Tot Ih) Ih) )( t;
o
l<>Jest : ~'Je~, t l\pproach
1 LT ' ' LU 131 0 264
.lL
11
2 TR 1.1 0 ] 9 287 306
1]
150 1213 0 218 100
J50 J407 0.218 100
D -------------------------------------------------------
South: SOllth Approach
1 L 32, 12] 0 0 723 ISO 1334 0 522 100
31
2 TP 3J 0 193 6 199 150 760 O. 262 SOP
:n
o
o
East: East l,pproach
1 UT' 22, 4 27 0 :31 31 S8lJ U. 053 100
21
2 'J'R 21 0 21 16 3J 37 705 0 O'~3 100
n
o
North: North Approach
1 L'T' 47., 7.5 US 0 J73 J50 658 0.263 87P
0 41
2 R 'J 1, U 0 232 232 150 T/2 U.301 100
IJ 3
o PLane uncler--util isat:ion found by UH? "P-(ograrn"
For roundabouts. the capacity value for continuous movements lS obtained as
the basic saturation flow without any adjustments Saturation flow scale
applies if specified.
o
O Clarian Heal th
l01rd & Penn (Scenario 2,
. Intersection TO:
RCJtlJlf:labolJ t
o Tab} e c~. 10 - c'10VEl'lENT CJl.Pl-ICl'f'Y AND PER FOPr1ANCE 7:IJMr'li'l,FiY
PH PEAK)
----------------------------------~-------------------------------
o
Mov r10v Dem Total Lane Deg. Aver. Eft. 95% Perf.
No. T'yp Flow Cap. Util Satn Delay Stop Back of Index
(veh (veh Rate Queue
Ill) Ih) (%) x (see) (veh)
-------------~~---------------------------------------------~-----
o
West: West Approach
12 L 133 611 100 0.218 11.7 1. 31 1.3 3.24
11 T 150 689 100 0.218 3.2 0.65 1.3 2.62
13 R 287 1319 100 0.218 5.3 0.93 1.3 5.56
o
-------------~----------------------------------------------------
South: South Approach
32 L 723 1384 100 o . 522' 12.4 LtJO 4.1 18.31
31 T 193 737 50 0.262 4.9 1. 00 1.5 4- 02
33 R 6 23 50 0.261 7.1 1.21 1.5 0.14
D
------------------------------------------------------------------
o
East: East Approach
22 L 4 76 100 0.053 16.1 1. 57 0.3 0.11
n T 48 908 100 0.053 7.2 1. 24 0.3 1.11
23 R 16 303 100 0.053 9.1 1. 34 0.3 0.38
o
------------_._~~----------~---------~~----------------------------
North: North Approach
42 L 25 95 87 0.263 16.3 1.67 1.7 0.73
41 T 14B 563 87 0.7.63 7.7 1.39 1.7 3.61
43 R 232 772 100 0.301 9.4 1.47 2.0 5.80
o
-------------------------------------------------------------------
Maximum degree of saturation
o
Clariafl Health
103rd & P~nn (Scenario 2. PM PEAK)
Intersection 10: 1
Roundabout
o
o
Table S.12A - FUEL CONSUMPTION, HlISSIONS AND COST - TOTAL
-~-------------------------------------~~-----------~---------
1'10\1 Fuel Cost I-Ie co NOX CO2
No. Total Tot ell_ Totol Total Total Total
gaJ/h $!h kg/h kg/h kg/h kg/ll
o
--~----------------~---- - ----~-----------------------~------
o
l^lest: West Approach
lL L 2.2 44.96 0.031 1.01 0.037 20.8
]1 T 2.1 40.32 0.027 0.77 0.0311 19.8
13 R .j . 2 80.80 0.056 1.78 0.070 39.5
8.4
155.0B
0.114
3.56
0.140
80.0
o
---------------------------~-------------------
--------------------------------- ------------------------------
.':;outh: South Approach
12 L 12.0 2-11).50 0.lG9 5.64 0.202 11 J. 6
31 T 2.7 51.88 0.036 1.11 0.045 259
33 R o.i 1.69 0.001 0.04 0.002 0.8
o
14.8
298.07
0.206
6.79
0.249
140.4
D
----------------------------------------~----------------------
East: East J\pproach
22 L 0.1 1.10 0.001 0.03 0.001 0.6
21 T 0.7 12.97 0.009 0.31 0.012 6.6
23 R 0.2 4.54 0.003 0 11 0.004 2.3
o
-------------------~---------------------------
J .0
18.91
0.014
0.45
0.017
9.5
o
- ------------------~------------------------------------------
Nor tl1: North ApproaclJ
,12 L 0.4 8 75 0.006 020 0.007 I) 0
41 T 2.1 40. II 0.029 0.96 0.037 20.t!
43 R 3 5 66.09 0.048 1.63 0.061 32.9
o
6.0 11~97 0.083 2.79
---------------------------------_____________79
0.105 ')) 3
D
U INTERSECTION:
30.3
598.02
0.415
13.60
0.512
237.2
[] PAFAMETERS USED IN COST CALCULATIONS
D
D
Pump price of fuel (S/US gal)
Fuel resource cost factor
Ratio of running cost to fuel cost
Average income ($/h)
Time value factor
Average occupancy (persons/veh)
Light vehicle mass (1000 Ib)
Heavy vehicle mass (1000 Ib)
Light vehicle idle fuel rate (US gal/h)
Heavy vehicle idle fuel rate (US ga1/h)
0.850
0.50
3.0
23.00
0.60
1.5
1.4
11.0
0.360
0.S30
D
o
The id1 e fuel and vehicle mass parameters given above are U,e defal11 t
values (data given in RIDES may uverride some of these paramet.ers).
O Clarian Health
lOJrd & Penn (Scenario
Intersection ID: 1
Roundabollt
2, P?'1 PEAK)
o
Table 5.128 - FUEL CONSUMPTION, EJ>11SS10NS AND COST - RNJ'E
D
J>jov Fuel Cost Be CO NOX CO2
No':' Eff Pate F,at e Rate Rate Hate
mpu ~:; /nl:i g/km g/lun g/km qlkm
o
\vesr_ : IrJ<?st J"\pproocll
12 L 260.3 0.49 U.3JG 11.04 0.399 226.4
] 1 T 289.0 U. '12 0.277 7.97 0.317 203.9
13 R 27,1 .9 O. Ij fJ 0.3011 9.64 0.380 7..14.3
o
27 '1.6
0.115
0.305
955
0.376
214.6
D South: South 7\pproach
32 L 258.9 049 0 339 11.30 O. '105 227.6
31 T' 283.6 O. '12 0_288 8.90 0.3G6 7.07.8
33 n 271 .6 o . '14 0.3.1J J 0.7.5 0.393 218.0
o
263.5
0.47
0.329
10.Cl2
0.39J
n3.6
East: East l\pproach
0 22 L 254 .6 o 51 0.349 11. 61 O. -112 233_3
2] T 277_6 0.42 0.299 9.89 0.387 212.2
2J R 167.0 O.4LJ 0.319 1085 0.407 nU.3
~ --------------------------------------------------------------
273.6
0.43
0307
10_ 22
0.394
215.4
NortI, : _Nor t h jI,pproach
0 42 L 2",4.2 0.51 O.3d9 11.66 0.113 231 .7
41 T ;:76.4 0_,12 0.30.1 ]0.04 0.39.1 213. ]
<13 R 266.7 O. -4,~ 0.320 10.96 0.1) 09 221.0
D ---------~-------------------------
-
269.3
044
O. J}")
10.67
o . L] OJ
2Hl.ll
INTEH~~;ECT1 ON:
268.1
o LJ6
0.319
10. il J
0.392
219.8
o Clarion l-le'oJth
103.t-d E, Penn (Sceno r i () 7., F'1-1 PEAK)
U lntersE'ction JD: 1
Roundabout
80
D
Table $.14 - SUMMAPY OF INPUT AND OUTPUT nr..TA
---------------~---------------------------------------------------------~
o
Lane Demand Flow (veh/h) Adj. EEf Grn Deg Aver. t.onges t Shrt
No_ -------------------- %HV Basic (sees) Sat Delay Qu eu e Lane
L T R Tot Sat f. 1st 2nd x (see) (ft) (ft )
o
-----~--------~-~-~---------------------~----------------------------------
1rJest:
1 LT
2 TR
vlest Approach
133 131
19 287
264
306
5
5
0.218
0_218
7_5
34
34
5_1
o
133 150 287
570
------~~~~-------~------------------------------------------------
14
5
0.218
6.2
--------~-------------~---------------------------------~-----------------
South:
1 L
2 TR
South Approach
723
723
199
------------------------------------------------------------------
106
o
193 6
723 193
6
922
-------------'--~~------------~--------~-------------------------------~---
East; East Approach
1 1,'1' 4 27 31 7
2 TR 21 16 37 5
5
G
o
0_522
0_262
12.4
-1. 9
106
10
s
0.522
10.8
0.053
0.053
8.7
7.8
7
8
o
4
16
---'---~----------------------~-----------~-------~----------~-----
8
48
68
6
0.053
8.2
----------------------------~-------"-------------~-------~----------------
D
North: North Approach
1 L'I' 25 148 173 ,- 0_263 9_0 13
--'
2 R 7.32 232 ,- 0_301 9.4 53
--'
:25 148 232
105
--------------------------------~--------------------~------------
53
s
o
0_301
9.2
---~----------------------------------~-------------~---------------------
--------------------~--------~--------------------------------~--------~---
ALL \)EIJl CLES Total % Max Aver_ J1ax
Flow HV X Delay Queue
1965 5 0_522 9.1 106
o
Total flow period = 60 minutes.
----------------------~-------~---------------------~----------------------
----------------------------------------------------------------.----------
Peak flow period = 15 minutes.
Que~lle vc:ll \IPS in thi s tabl e FH e 95% back of queue ([eet)
o
Note_ Basic Sat.uration Flows are not adjusted at roundabouts or sign-
controlled intersections and ar~ly only to continuous lanes.
o
Clarian "leal th
103rd & Penn (Scenario 2, PM PEAK)
Intersection 10: 1
noundabout
o
Tabl e S. 15 -. CAPlIe} 'I'Y J'\ND LEVEL OF SEHVICE
o
--------------------------------------------------
;-lov Mov Total Total De9. Aver. LOS
No. 'I'yp Flow Cap_ of Delay
(veh (ve}] Satn
ih) Ih) (vie) (see)
o
---------------------~-------~--------------------
o
\-Jest. West- Approach
1-' L 133 611 0_218 Jl . 7 B
L.
J.1 '1' 150 689 0_218 3.7- A
13 II 287 13]') 0.218 5_3 A
570
2619
----~----_._---------------------------------------
South:
32 L
31 T
:n R
South
Approach
723
193
6
1384
737
23
92:2
2144
0_218
o
6_2
A
0_522'
0.202
0.261
D
12 .4
4.9
7_1
B
A
A
0.522
81
D
1 (I 8
[J --------------------------------------------------
u
East: East l\pproach
22 L 4 76 0_ OS3 16_1 B
21 T 48 908 0_053 7_2 A
n R 16 303 0_053 9_1 A
68 A
[J --------------------------------------------------
1287
0_053
8_2
North: North Approach
12 L 25 95 0_263 16.3 B
11 T 148 563 0_263 -1.7 A
43 R 232 772- 0.301 9_4 A
D
405
1430
0.301
9_2
A
[J -;~~-~;~~~~;~~---~;~;---~~;~---~~~;;-----;~~----;-
D
Level of Service calculations are based on
average control delay including geometric delay (HeM criteria),
independent of the current delay def in,i tion used_
For the cr:i teria. refer to the "Level of Service" topic in the
aaSIDRA Output Guide or the Output section of the on-line help.
* Maximum vie "ratio, ()"C cY,itical green per.iods
D
Clarian Health
D l03rd & Penn (Scenario 2, PH PEAK)
- "Intersection 10: 1
Roundabout
o
Table D.O - GEOMETRIC DELlW DATA
D Negn Negn Negn l\ppr _ Downstream
From To Radius Speed Dist Dist Di:c,tance
Approach Approach ( [ t ) (rnph) ( f t ) (f t ) If t)
0 West: \.'lest l'lpproach
South 117.2 22. 0 61 9 1800 311
East 190.4 28 1 151 L 1800 3n
_-1
NC)T t h 62_0 16. 0 2.13 _ 5 1800 469
o - - - - - - - - - - - -- - - - - - - -- - - - - - - - - -- .. -. -- -- - - -- - -- - -- - - - - - -
South _ South ,'\pproach
..,lest 62_0 16_0 243_5 1800 469
East 117 _ 2 22_0 61_9 1800 311
North 190. ,1 28.1 151.5 1800 323
o
East: East Approach
\^lest 190.4 28.J 15J _S 1800 323
0 South 62_0 16_0 243.5 1800 469
North 117.7. 22_0 61_'1 1800 311
0 North: North l\pproach
West 117.7. 220 61_'1 1800 311
Sou th 190. 4 28.1 151 .5 1800 323
cost 62_0 16.0 243.5 1800 469
[] ------------------------------------------------------------------
Du~lstream distance is distance travelled from the stop1ine until exit
cruise speed is [",ached (includes negotiation distance) _ Acceleration
distance .is ',,'ej':jbtHl for liyht and heavy vehicles _ The same distance
applies for botl] stopped arH-] unstopped velLicles_
D
\[J' Clarian'Health
103rd ,\ Penn (Scenal-\O 7., PH PEAK)
Intersection ID 1
Roundabout
o ~
Table D_1 -- LANE DELAYS
Mov
No.
Deg.
Satn
X
Stop-line Delay
1st 2nd Total
ell d2 dSL
Delay
Ace.
Dec.
dn
(seconds/veh) ----------------
Queuing Stopel
Total MvUp (Idle) Geom Control
tiq dqm c1i dig dic
o
---------------------------------------.-----.--------------------------------
Lane
No.
D
---------------~--------~--------~--~--------------------------~-----------
West: '-"lest Approach
1 LT 12, 0.218 0.8 0.0 0.8 1.9 0.0 0.0 0.0 10.9 7.5
11 2.4
2 TR 11, 0.218 0.6 0.0 0.6 1.8 0.0 0.0 0.0 2.4 5.1
13 4.7
o
South: South Approach
1 L 32, 0.522 1.5 0.0 1 .5 2.4 0.0 0.0 00 10.9 12.4
31 0.0
..... TR 31, 0.262 2._ 4 0.0 2.4 3.4 0.0 0.0 0.0 2.4 4.9
~
33 4.7
D
------------------------------------------~---------------------------------
D
------~--------------------------------_._------------~~---------~----------
East: East Approach
] LT 22, 0.053 5.1 0.0 5.1 4.6 0.6 0.0 0.6 ] 0.9 8"7
21 2.4
2 TR 21, 0.053 4.4 0.0 4.4 4.4 0.2 0.0 0.2 2.4 7.8
23 4.7
D
North: North Apptoach
1 LT 42, 0.263 5_3 0.0 5.J 4.7 0.6 0.0 0.6 10.9 9.0
41 2.4
2 R 41, 0.301 4.8 00 4.8 4.2 0.5 00 0.5 0.0 9.4
43 4.7
o
-------------------------~----~-------,----------------~---------------~----
o
-----------~-----------------------~--------------------------------~~------
dn is average stop-start delay [or all vehicles queued and unqueued
o
Clarian Health
103rd & Penn (Scenario 2, PM PEAK)
Iniersection ID: 1
Roundabout
D
Tabl e D. 2 - LANE STOPS
D
--------~-------------------------------------------~---
x
-- Effective Stop Rate --
GeolTI_ Uverall
hel he2 hi 9 h
Prop.
Quelled
pq
Quelle
J1ove-up
Rate
hgm
D
Lane
No
Deg.
,r..~}atn
West:
1 LT
2 Tn
blest Approach
0.218 0.17 0.00
0.218 0_16 0.00
o
---------------------~-------------~-----------~-------
032
0_29
0.49
0.46
0.315
0_295
000
0.00
o
---------------------------------------------.-----------
South:
1 L
2 'J'n
South Approach
0.522 0.35 0.00
o 262 0,37 0.00
o J 6
0.13
0.70
0.50
0.482
0.477
000
0.00
o
---------------.----------------------------------------
East: East Approach
1 LT 0.053 0.55 000 0.10 0.65 0.6':>6 0.00
2 TR 0.053 052 000 O. Il 0.64 0.653 a.oo
o
--------------------------------------------------------
North: North Approach
J LT 0.263 0.62 0.00
2 R 0.301 0.60 0.00
0_ ] 0
o 13
0.72
0.74
O. (-,79
0.683
0_00
0.00
o
------------------------.-------------------------------
hg is the average value for alJ movements in a shared lane
hqrn is average CJueue move-up rate fOT all vehicles queued and unqueued
o
C1Drian ilealth
]03rd & Penn (~;cenario 2, PH PEAK)
Intersect:ion ID: 1
83
o
[J
Roundabout
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'T'able D. 3 - LANE QUEUES
Percentile (veh)
-------------------------------.--------------------------------------------
o
Lane
No.
Deg.
Satfl
Ovrfl_ ]\verage (veh)
Queue -----------------
No Nb1 Nb2 Nb
Queue
StOT_
Hatio
70%
85%
x
90%
95~
98%
------------------------~~------,------------~----------~-------------------
o
West:
1 LT
2 TR
\'IIest Approach
0.21B 0.0 0.4
0.218 0.0 0.4
0.0
0.0
0.1
0.4
0.8
0.8
09
09
1.0
1.1
1. :)
1.3
1.5
1.5
0.02
0.02
----------------~-----------~-~----------------------------'----------------
D
South: South Approach
1 L 0.522 0.0 1.3
2 TR 0.262 0.0 0.5
0.06
0.02
0.0
0.0
1.3
0.5
2.4
0.9
2.9
1.1
3.3
1.2
4 . J
J.5
'J.7
1.8
----------~----------------------------------------,------------------------
o
East: East Approuch
1 LT 0.053 0.0 0.1 0.0 0.1 0.2 0.2 0.2 0.3 0.3 0.00
2 TR 0.053 0.0 0.1 0.0 0.1 0.2 0.2 0.2 0.3 0.3 0.00
------------------~---------------------------------------------------------
North: Nor tll Approach
0 1 LT 0.263 0.0 0.5 0.0 0.5 1.0 1.2 1.3 1.7 1.9 0.02
2 R 0.301 0.0 0.6 00 0.6 1.2 1.4 1.6 2.0 2.4 0.03
---------------------------------------------------------------------------
D
Values printed in th:is table are back of queUE' (ve]licles}.
o
Clarian HeaJth
l03rd & Penn (Scenario 2, PM PEAK)
IntersectIon 10: 1
Roundobout
D Table 0.4 - j.jOVEt1ENT SPEEDS (mph)
-------------------------------------------------------------------
o
1"10'11
No.
Queue t10vc-up
J\Pp. Speed s
Exit Speeds
Av. Section Spd
Cruise Negfl
1 sl' 2nd
Grn (-;rn
Funning OvereJ}]
Negn Cruise
\oles! :
12
11
13
D __Uu_u____hu__~
35.0
35.0
35.0
\vest Approach
35.0 16.0
35.0 28.1
35.0 22.0
16.0
28.1
22.0
27. 3 27 3
31 ,- 31 .5
.)
30. 3 30.3
SOutJ1 :
O - - - - - - - - - - - ~ - - -. - -. - - - - - - - - - - - - - - - - - - ~ - -- - - --
"
South
35.0
35.0
26.9
30.7
29.6
o
Approach
16.0 ]6.0
21:3.] 28.]
22.0 22.0
32
31
33
350
35.0
35.0
26.9
30.7
29.6
35.0
East: East Approach
0 22 35.0 16.0 16.0 35.0
21 35.0 28.1 28.1 35.0
23 350 220 22.0 35.0
o
26.5
2.9 8
28.9
25.7
2.9.7
28.1
North: Nor th Approach
42 35.0 16.0 16.0 3'.).0 26. ':J 25.0
tJ 1 35.0 28. .1 28.1 3').0 297 29.5
43 3').0 22.0 22.0 35 0 28.8 285
D ----. ------------------- ------------------------------
.. RUJ"m i ng Speed" j s
o
D
the average speed excluding stopped periods.
--- End of 3aSlDRA Output ---
84
AlI- \Vay Stop Control
Page 1 U:
;7 M15 :;:-1
ALL-WAY STOP CONTROL ANALYSIS U-
General Information Isite Information ,.,
Analvst RMB Intersection 103rd Street & Penn. Pkwy IF
~qencvlCo A&F EnqineerinG Uur\sdlction Carmel I.J
Dale Performed 1"111/02 Analys,s Year Yeo! 2012
~nalysis Time Penod AM Peak n
lProiecllD Clarian Health I l
East/West Street: 103,d Street NorthlSuulh Street Penn. Parkway
Nolume Adlustments and Site Characteristics n
!Aooroach Eastbound Westbound r 1-
Movement L T R L T R W-
!volume 172 81 199 7 90. 27
1. Thrus Left L;me 50 50 ! L
Approach Northbound Southbound LJ
Movement L T R L T R
rvolume 95 70. 2 6 113 68 it
Y. ThrusLeft L;me 50. sa
Eastbound Weslbuund Northbound Southbound
L1 L2 L t L2 L1 L2 LI L2 n
~onfiguration L TR LTR LT R LTR LJ
PHF 0..90. 0.90 0..90. 0.90. 0..90 0.90.
Flow Rale 191 311 137 182 2 20.6 1~
10/. He,wy Vehicles 5 .5 5 5 5 5 I -
No. Lanes 2 1 2 1
lGeometry C,OUP 5 4[; 5 4b rJ
D1II3tion, T 0.25 I [
Saturation Headway- Adjustment Worksheet l.J"
Prop. Left. Turns 1.0. aD 0.1 0.,6 0.0 0..0. rJ
PlOp. Right-Turns 00 07 0.2 0..0 1,U 0.4 [ [
Prop. He;wy Vehicle' 00. aD 0.0. 00 0..0 0..0.
hL T -adj 05 05 02 0..2 0.5 0,5 0.2 0.2 (I
hRT -adj -07 0.7 -0.6 -0.6 -0.7 -0..7 -0..6 -06 I r
hHV-adj 17 17 17 1.7 17 17 1.7 1.7 I-J-
hadj. computed 6.67 6.67 6.67 667 667 6.67 It
IDeparture Headway and SerVice Time
hd, initial value 320 3,20. 3.20 3.20. 320 3.20 . - """
x. initial 0.17 0.28 U. 12 0.16 0.00. 0.18 "'-
rod. final v"Iue 6.67 6 67 6.67 6.67 6.67 6.67 I I
x. final value 0.35 0.49 0..25 0.36 000 0.37 LJ
Move-up tjfne, rn 2.3 2.3 2.3 2.3
Service Time 4.4 34 4.4 34 4.4 34 44 3.4 I [
ICapacity and Level of Service
LJ
Eas1lJourl(! Westbound Nor1hbOUll<J Soulhboun(!
L1 L7 L 1 l2 11 L:? L1 17 n-
apacity 4t/1 561 387 432 252 456 I....J
Delay 12.98 13.66 11.50 13.64 tU8 13.0.1 n
LOS B B B B A B -I r
App1oach: Delay 13.10. 11.50 13,59 13.01
LOS B B B B n
Intersection Dday 13.10 I f
InlE:rsectturJ lOS B
85
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D' All-Way Stop Control
Page] of:
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ALL-WAY STOP CONTROL ANALYSIS
Gen.eral Information Site Information
Ana Iysl RMB InterSE'ctlon 103rd ~;rreE't & Penn. Pkwy.
AqencylCo. f4&F Engineering k1urisdiction Carmel
Dale Perlormed 1111/02 Vlnalvsis Year Yeor 2012
Analysis Tillw Period PM Peak
Projecl 10 C/3mm HeaJrh
EasVWeslStrect 103rd Stre!;d lNorth/Soulh Street: Penn. Parkway
Ivolume Adjustments and Site Characteristics
!Approach Eastbound Westbound
Movement L T R L T R
~Qh.flne 122 138 71 3 45 14
Y.Thrus Left Lane 50 50
lApD'oach Northbound Southbound
Movement L T R l T R
[Volume 106 71 5 24 100 213
"'(.Thrus Left Lane 50 50
E3stbound Westbound Norlhbound Southbound
L1 L2 L 1 L2 11 L2 L1 L2
!cOr1f,gur31ion L TR LTR LT R LTR
PIlF 0.90 090 090 0.90 0.90 0.90
Flow Rail" 135 231 68 195 5 373
/. Heavy Vehicles 5 5 5 5 5 5
No. Lanes 2 1 2 1
!Geumetry Gruup 5 1b 5 4b
Duralion. '1 0.25
lSaturation Headway Ad'lIstment Worksheet
Prop Left. Turns 10 0.0 00 0.6 00 0.1
Prop. Right-Turns 0.0 03 0.2 0.0 1.0 0.6
iP'Op Heiwy Vehicle 00 0.0 0.0 0.0 0.0 0.0
hLT-a[jr 0.5 0.5 0.2 0.2 05 0.5 0.2 02
hRT -ad) -0.7 -07 .06 -06 -0.7 -0.7 -06 .0.6
ihHV-adj 17 1.7 1.7 1.7 1.7 1.7 1.7 17
hadj, cornpuled 700 700 7.00 7.00 7.00 700
rff1tf.5 7.
u
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o IDeparture Headway and Service Time
hd Initial'V::tlue 3.20 320 3.20 320 3.20 3.20
, inilial 0.12 0.21 006 0.17 000 0.33
ld, final value 7.00 7UO 7.UO 700 7.00 7.00
. final value 0.26 040 013 037 0.01 0.61
Move-up time, m 2.3 2.3 2.3 23
Service Tirne 4.7 4.0 4.7 4.0 4.7 I 4.0 47 4U
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o ICapacity and level of Service
o
Eastbound WestbOlmd Nor1hbound Suutl,oollnd
11 L2 L1 l2 L1 Ll l.1 1.<'
kapaclt:i 385 481 318 415 255 590
Dcl8y 12.16 1307 1077 1353 8.58 17.57
LOS B B B B A C
"pproach Deby 12.74 10.77 13.41 1757
10S B B B C
Intersection Deby 1453
lnlerscction l. os B
.- - - --
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Short Repor1
. .
SHORT REPORT
General Information Site Information
I\.nalyst RMB Intersection Penn. Pkwy & 103rd Street
I\.gency or Co. A&F Engineering Area Type All other areas
Date Performed 11/6/02 Jurisdiclion Carmel
ime Period AM Peak Analysis Year Exisfing+Proposed
Volume and Timinq Input
E8 WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of Lanes 1 1 1 1 1 0 2 1 0 1 1 1
Lane group L T R L TR L TR L T R
Volume (vph) 168 79 650 7 88 26 233 94 2 6 196 66
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 090 0.90. 0..90. 0.90. 0..90 0.90. 0.90. 0..90. 0.90. 0..90 090.
Actuated (P/A) A A A A A A A A A A A A
Startup lost lime 20 20. 2.0. 20. 2.0. 2.0. 2.0. 2.0 20. 2.0.
Ex!. eff. green 2.0. 2.0. 2.0. 2.0. 2.0. 20. 2.0. 2.0 2.0. 2.0.
Arrival type 3 3 3 3 3 3 3 3 3 3
Uni~ Extension 3.0. 30. 3.0. 3.0. 3.0 30. 30. 3.0. 3.0. 3.0
PedlBike/RTOR Volume 0 325 0. 6 a 0. 0. 33
Lane WIdth 120 12.0. 12.0. 12.0. 12.0. /2.0. 120. 12.0. 120. 12.0.
Park ing/G r ad elPa rk i n9 N a N N a N N 0 N N a N
Parking/hr
Bus stops/hr 0. 0. 0. a 0 0. a a 0. 0.
Unit Extension 3.0. 3.0. 3.0 30. 30. 3.0. 30. 3.0. 30. 30.
Phasinq ExcL Left EW Perm 03 04 NB Only NS Perm 07 08
Timing G= 7.0. G= 38.0. G= G= G= 100 G= 14.0. G= G=
Y = 3 y= 5 Y= y= y= 3 Y= 5 y= Y=
Duration of Analysis (hrs) - 0.25 lCycle length C = 85.0.
Lane Group Capacity. Control Delay, and LOS Determination
EB WB NB 5B.
A.dJ flow rale 187 88 361 8 120. 259 106 7 218 37
Lane group cap. 663 80.9 959 678 787 392 573 20.5 298 253
vie ratio 0.28 0.11 038 00.1 0.15 0.66 018 003 0.73 0.15
Green ratio 0.56 0.45 0.62 0.56 0.45 0.12 0..32 0. 16 0..16 0..16
Unif. delay d1 9.2 13.7 79 82 139 359 210. 298 33.7 30A
Delay factor k 0. 11 0..11 0..11 0..11 0. 11 0.24 0..11 0..11 0..29 0. 11
Increm delay d2 0.2 0.1 0.2 0.0. 0.1 4. 1 0.2 0.1 89 0.3
PF factor 1. 000 100.0. 1.0.0.0. 1.0.0.0. 1.0.0.0. I. GOO 1.000. 1.0.0.0 1.0.00 1.00.0.
Control delay 9.4 13.7 8.1 82 14.0. 40..0. 21.2 299 426 30..7
Lane group LOS 1\ B A II B [) C C 0 C
I\.pprch. delay 93 13.7 345 40..6
lApproaeh LOS A B C 0
Intersec delay 22.2 Intersection LOS C
87
fi Ie :I/e: \Dbcuments(~{,20and(Yo20Sett ings\tv<Jndenberg. DEL.L 15\Local%20Setti ngs\Temp\s2.
I ] /8/2002
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SHORT REPORT
General Information Site Information
Analyst RMB 1 rl\ersection Penn. Pkwy & 103rd Street
Agency or Co. A&F Engineering Area Type AIf other areas
Date Performed 11/6/02 JUrisdiction Carmel
Time Period PM Peak An<1lysis Year Existing+ Proposed
Volume and Timing Input
EB WB NB SB
LT TH RT IT TH RT LT TH RT LT TH RT
Num of Lanes 1 1 1 1 1 0 2 1 0 1 1 1 .
Lane group L T R L TR L TR L T R
Volume (vph) 119 135 259 3 44 14 651 173 5 23 134 208
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 090 090 090 090 0.90 0.90 0.90 0.90 0.90 090 0.90 090
I\ctuated (PIA) A A A A A A A A A A A A
Startup lost time 2.0 20 20 20 2.0 20 2.0 2.0 2.0 2.0
Ext. eff. qreen 20 2.0 2.0 2.0 20 2.0 20 20 20 2.0
Arrival lype :3 3 3 J 3 3 3 3 3 3
Unit Extension 30 3.0 30 30 3.0 30 30 30 3.0 30
Ped/Bike/RTOR Volume 0 129 0 3 0 1 0 104
Lane VVidth 120 120 12.0 120 120 12.0 120 120 120 120
Park ing/Grade/Parking N 0 N N 0 N N 0 N N 0 N
Parklng/hr
Bus stops/fir 0 0 0 0 0 0 0 0 0 0
Unit Extension 30 3.0 3.0 30 30 3.0 30 3.0 30 3.0
-
Phasinq ExcL Left EW Perm 03 04 NB Only NS Perm 07 08
lTirning G= 7.0 G= 90 G= G= G= 200 G= 80 G= G=
y= 3 Y= 5 Y= Y= y= 3 Y= .5 Y= y=
DlHation of Analysis (hIS) = 0. 25 Cycle Length C = 60..0.
Lane Group Capacity, Control Dela~, and LOS Determination
EB WB NB SB
Ad) flow rate 132 150 /44 3 61 723 196 26 149 116
Lane group cap 352 272 872 341 263 1112 932 153 211 20.5
vie ralla 0.38 0.55 0.17 0..01 0.23 0.65 0.21 0.17 0.62 0.57
Sreen ralio 0.32 0.15 0.57 0.32 015 0.33 052 0..13 0.13 0.13
Unit. delay d1 15.4 236 6.2 14.2 22.5 17.0 7.9 231 24.6 24.4
DelClY factor k 0.11 0.15 0. 11 0.11 0..11 023 0. 11 0. 11 0..20. 0.16
tncrem del<JY d2 07 21 0..1 0..0. 0.5 1.4 01 05 48 36
PF f<1ctor 1.0.0.0 10.00 1.000 1. aDo. 1.00.0 1.0.00 1.000 1.0.0.0 1.000. 1. 000
Control delay 16 1 260. 63 14.3 229 18.4 80 236 293 28.0
Lane group LOS B C A B C B A C C C
V;pprch. delay 163 225 16.2 28.3
P-pproach LOS B C B C
Intersec. delay 185 Irl1ersectlon LOS B
--
HCS;OOOT~1
CorYfl~hl If) :~ooo Um\'er~lry of Fto.-:d;:L AIJ Righg Rt'~~tT\i('d
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88
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Akcelik & Associates pty Ltd - aaSIDRA 2.0.0.205
---------------------------------------------~------
A&F Engineering
A&F Engineering Registered User No. A0654
Licence Type: Professional, Single Computer
Time and Date of Analysi.s
7:35 p~, Nov 7,2002
PileniClme: Z:\2002\02114-elarion\Capacit:r;\Ch4ams4ar_OUT
ClClrian Health
103rd & Penn (Scenario 41\., AM PEAK)
Intersection ID: 1
aaTraffic SIDRA US Highway Capacity Manual (2000) Version
RUN INFORMATION
· Basic Parameters:
Intersection Type: Roundabout
Driving on the right-hand side of the ~oad
Input data specified in US units
Default Values File No. 11
Peak flow period (for performance) 15 minutes
Unit time (for volumes): 60 minutes (Total Plow Period)
Delay definition: Control delay
Gemnetric delay included
HeM Delay and Queue Models option s~lected
Level of Service based on: Delay (HCM method)
Queue definition: Back of queue, 95th Percentile
Clarian Health
103rd [, Penn (Seenal-ia 1]1'" AM PEAK)
lntersection ID: 1
DEFAULT PA}<Ar~ETERS
Default_ val-LIes for some of tne important gene.raJ paTc:meters:
(Default Values Pile: DEFl1.SDF)
1_ Basic saturation flow: 1900 tcu/h
This value applies mainly to signalised intersections. FOT roundabouts
and sign-controlled intersections, it is used for determining capacity
of priority and continuous movements.
2. Through car equivalents for
L EFT
LV HV
Normal 1.053 2_000
Pestric~ed 1.303 2_500
signalised intersections
THHOUGIJ RIG H T
LV IJV LV HV
1.000 /..000 1.176 2.000
1.IJ26 2_:>00
3 _ Opposed t.urn
Left turns :
Through
Right turns:
parameters
Crit.
Gap
V
V
V
(Roundabout)
Fol.llp Min_
Hd'Nay Deps
V 2.5
V L.5
V 2 5
% Exit Flow
Opposing
o
o
o
IJ Cruise speed= 40 mi!h,
^pproach Distance= ]800 It
~. Queue space per vehicle In
Light vehicles: 25.0
f Ec'et
l'1eavy vehi cl [~s: ,1~) _ ()
89
1\ full list of input data c1efauJts and ranges J:S given in the
[J Input Guide part of d~SJDRA User Guide.
D' Clarian HeClltll
. 103rd & Penn (Scenario
Intersection ID: 1
Roundabout
IJA, AI'1 PEAK)
[J
Table S. 0 - TRAFFIC FLO\\T DATA
o
Mov Left Through Right Flow Peak
No. --------- --------- -------~~ Scale Flm"
LV HV LV HV LV HV Factor
o
VEHICLES Demand flows 1n veh/llour as used by the program
'\I>/est: ltles t Approach
12 182 10 0 0 0 0 1. 00 0.90
11 0 0 86 II 0 0 1.00 0.90
13 0 0 0 0 691 JG 1.00 0.90
o ------------------------------------------------________________________
South:
South Approach
32 248
31 0
33 0
13
o
o
o
101
o
o
5
o
o
o
2
o
o
1
1.00
1.00
1.00
0.90
0.90
0.90
D
0 East: East Approach
22 7 1 0 0 0 0 1 _ 00 0 .90
21 0 0 95 5 0 0 1.00 0 .90
23 0 0 0 0 29 ] J .00 0 ,90
D
North: Nort.h Approach
42 0 1 0 0 0 0 J .00 0,90
41 0 0 210 J J 0 0 ] .00 090
1]3 0 0 0 0 72 IJ 1 ,00 0.90
o - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - .. - -
Based on unjt time = 60 minutes.
D FIa",,, Scale and Peak Hour Factor effects included 1n flow values.
Clarian Ilealth
J03rd {, Penn (Scenario 41\, /\1.1 PEAK)
O Intersection JD: .1
, Roundilbollt
o Table R. 0 - ROm-mAHOUT BASIC PAR1\.METERS
C1xculoting/Exit.1ng Stream
D Cent Circ
JsJand vii dth
Diam
(f t) (f t)
Insc NO.of NO.of Av,Ent
Diam. Cire. Ent T-Y Lane
Lanes Lanes Width
(ft) (ft )
Flm'J
(veM/
h)
%JJV
Adjust.
Plow
(pcu/hl
%,Exi t Cap.
Jnel. Canstr,
Ef fee t.
"'es t ,
100
lIves t Approach
.30 160
2
12.00
236
" . 0
236
o
N
o Smltfl:
100
r;oulh Approach
30 160
--,
L-
2
12.00
288
5.0
288
o
N
-----------------'-~------------------------------------------------------------
Ea.st:
11
U 100
East Approach
.30 160
2
2
12 00
SS9
SO,
559
o
N
------------~------------,--------------------------------------- --------------
Nor \.11:
U --un
100
North Approach
30 160 2
2
12.00
369
5 0
J 69
o
N
\
D C'JClrjan Health
103rd ~ Penn (Scenario 4A. AM PEAK)
90
Int.ersection ID: 1
Roundabout
o
Table R.1 - ROUNDABOUT GAP ACCEPT.lI.NCE PARJI.METERS
o
Turn Lane Lane Circ! Illtra- Prop. Critical Follow
No. Type Exit Bunch Bunched Gap Up
Flow HeadwilY Vehicles ( s) Headway
(pcu!h) (s) (s)
o
West: West Approach
Left 1 Subdominant 236 1 .38 0.203 4.99 2.86
Thru 1 Subdorninant 236 1.38 0.203 4.99 2.86
Right. 2 Dominant 236 1.38 0.203 3.32 1.90
o
South: South Approach
Left 1 Dominant 288 2.00 0.329 3.95 2.28
Thru 2 Subdominant 288 2.00 0.329 5.15 2.98
Right 2 Subdominant. 288 2.00 0.329 5.15 2.98
o
o
East: East Approach
Left 1 Subdominant 559 1.63 0.469 4.11 2.50
Thru 1 Subdominant 559 1.63 0.469 4.11 2.50
2 Dominant 559 1. 63 0.469 3.81 2.32
Right 2 Dominant 559 1. 63 0.469 3.81 2.32
o
North: North l\pproach
Left 1 Subdominant 369 , .80 0.370 428 2.51
ThrLl , Subdominant 369 '.80 0.370 'L28 2.51
2 Dominant 369 1.80 0.370 3.99 2.34
Kight 7. Dominant 369 1.80 0..370 3.99 2.34
o
o
C]ariafl Health
103rd /, Perm (Scenario 4A, J'I.M PEAK)
Intersection ID: 1
R01Jndabout
o
D
Table R. 5 - r.:OUNDABOUT ClIPACITY & LEVEL OF SERVICE - aaSlDRA & HCM MODELS
oaSIDRA
HeM 2000 Lower
HeM 2000 Upper
o
------------- -----------------------------------------------------------------
Mov
No.
Dem
FloVJ
(veh
Ih)
Cap.
(veh
Ih)
De9. Av. Cap.
Satn Delay LOS (veh
x (see) !h)
De9. Av.
~~atn Delay LOS
x (see)
CClp.
(veh
Ih)
De9. Av.
Satn Delay LOS
x (see)
o
-----------------------------------------------------------------------------
\rJest:
12 L
11 T
13 R
Idest Appro2ch
192 663 0.290
90 311 0.289
}"2.7 1571 0_463
12.3
3.8
5.5
B
A
7\
- - - - NA -
- - - - NA -
- NA
- NA -
- NA -
- NA -
D
2545 0.463
6.6 1\
- - - - NA - - - -
- - - - NA - - - -
D
-----~~---------------------------~---------------------------------------,---
South: SOlJ t h Approach
32 L 26] 12H 0.215 12.2 B - - - - NA - NA -
31 T 106 850 0.12", 4.1 A - NA ~ - NA -
33 R 3 24 0.125 6. 4 A - Nl\ - ~ - N.)). -
o
2088 0.215
9.8 A
- - - - NA - - - -
- - - - NA - - - -
D
-----------------------------------------------------------------------------
East:
:.!:.! L
21 T
23 R
East Approach
8 109 0.073
100 1365 (1.073
30 410 0.073
13.3
IJ .6
G.7
B
A
A
- NA
- ~ - .- NA
NA
- NA -
- Ni\ -
- NA -
o
1884 0.073
S. G ,".,
- u - - NA -
- - - - Nil. ~....- - .-.
o
---------------------------------~1
u
North: North l'.pproach
<12 L 7 IJ9 0.143 12.6 B - - Nil - NA
41 T 221 1')57 0.142 4.0 l\ - NA - NA -
43 R )(, 535 0.142 6.1 A - - NA - NA
o
2141 0.143
4.7 A
- - - - NA - - - -
- - - - NA - - - -
D
ALL VElIICLES;
8658 0.tl63
6.9 A
- - - - NA - - - -
- - - - NA - - - -
D
NA Values [or this roundabout capacity model have not been calculated
because the model was not applicable for the given roundabout
conditions. Note that the JJCM models dre only applicClble to
single-lane roundabouts with circulating flows less than 1200 veh/h.
Also note that results are not calculated for any of the models for
slip lane or continuous movements See aaSlDRA Output Guide Appendix
Section A3.8 for roundabout limits.
D
D
Clarian Health
103rd & Penn (Scenario 4A. M1 PEAK)
Intersection ID: 1
Roundabout
D
Table R.6 - ROUNDABOUT ALTERNATIVE CAPACITY MODELS
D
t'lov
No.
aaSJDRi\ N.i\l,SRA 1986 Ger. Linear Ger. GapAcc
Dem ----~------ ----------- ----------- -------._---
Flow Cap Deg. Cap. % Diff Cap. % oi ff Cap. % Diff
{veh {veh Satn {veh from (veh from (veil from
/11 ) /1] ) y 111 ) aaSTDRA /1'1) aaSIDRA Ih) aCiSJURA
o
D \oJest ; West Approach
12 L 192 663 0290 1005 51 6 129 -35 J 710 7. 1
11 T 90 3 J 1 0.289 471 51 4 :2 01 -3S. t] 333 7 1
13 R 727 :1 r)71 O. tJ63 1478 -5.9 63] -59 8 1 D.] ,] -33 ')
D
2~4S 0.463 2954
16.1 1261 -50.5 2087 -18.0
o
South: South Approach
32 L 261 1214 O.21S 141S 16. 6 618 -49. 1 1001 -no s
]] I 106 8S0 0 125 1365 60 6 S96 -29 9 966 136
33 R ] 74 0.125 39 62. ') 17 -29 2 27 12.S
D
2088 0215 2819
35.0 1231 -41.0 1994
-4.5
o
East: East APPJ:oiCJch
22 L 8 109 0.073 130 19.3 C> .] -41.3 92 -1':>6
21 T 100 J .365 0.073 1624 19.0 "79.1 -t]1 .8 1155 -15 .]
:::3 R 30 '11 0 0.073 487 18.8 238 ~47.0 346 -15.6
1884 0.073 2241
113.9 1096 -41.8 1593 -15.4
D
North; North llpproach
42 t. 7 19 0.143 61 245 n -.J 4 .'J 43 -}2.2
4] l' 12] 1557 0.142 1916 23 .1 867 -44 3 1360 -12.7
43 R 76 535 O. ] 42 659 23.2 298 - IJ.1- 3 4613 -12.5
o
214]
o 1 cJ3 2636
23.1 1192 -44.3 1871 -]2.6
O ALL VEHJCLE~.;;
-
86513
o 'J63 10650
230
4780
-44.8
"i54 :,
-12.9
D CJdrJeHJ IJealth
] 03n'l i'< Penn (Scer!dr io
Jntersection 1D: 1
RQunoobout
'J A, l\rj PEAK)
D
92
o
-------~-------------------------------------------~-----~----------
Hov Dem 'rotal %FN Adjust. .Total Prac. Prac. Lane Deg.
No. Flo,:; Opng Opng Cap. De9. Spare lJtil Satn
(vell 1"1 ow Flow (veh Satn Cap.
111) (veh/h) (pcu/h) /h) xp (%) (% ) x "
o
West: 1fJes t Approach
12 L 192 236 5.0 236 663 0.85 194 63 0.290
J] T 90 236 5.0 236 311 0.85 194 63 0.289
13 H 727 236 5.0 236 1571 0.85 84 100 0.463*
D
South: Sout.h Approach
32 to 261 288 5.0 288 1214 0.85 295 100 0.215
31 T 106 288 5.0 288 850 0.85 582 58 0.125
33 H 3 288 5.0 288 24 0.85 580 58 0.125
D
D
East: East Approach
22 L 8 559 5.0 559 109 0.85 1058 100 0.073
21 T 100 559 5.0 559 1365 0.85 1060 100 0.073
23 R 30 559 50 559 410 0.85 1062 100 0.073
o
North: North Approach
42 L 7 369 5.0 369 49 0.85 495 100 0.143
41 '1' 221 369 5.0 369 1557 0.85 499 100 0.142
43 R 76 369 5.0 369 535 0.85 498 100 0.142
D
D
Clarian Health
lOJrd & Penn (Scenario 4A. AM PEAK)
Intersection ID: I
Roundabout
Tabl e S. 3 - INTERSECTION P}lJZAMETERS
Intersection Level of Service
Worst movement Level of Service
J\verugf' :intersection (lelay (s)
LaQ1E'st average movement delay (5)
Largest back of que Wee , 95% (it)
Performance Index
Degree of saturation (h~ghest)
Practical S~are Capacity (lowest)
Total vehicle capacity. all leones (vf'11/h)
Total vehicle flow (veh/h)
Total person flow (pers/h)
'rotal vehicle delay (veh-h/h)
Total person delay (pers-h/h)
Total effective veh:icle stops (veil/h)
1~tal effective person stops (pers/h)
Total vehicle travel (veh-mi/h)
Tot:ClI cost ($(h)
Total fuel (ga/1.J)
Total C02 (kg/b)
o
o
A
B
6.9
13.3
84
38.42
0.463
84 %
8fi58
1821
2732
3.48
5.22
lYD
2899
741.9
532.62
27.2
253.17
o
D
D
o
o
Clariclrl Health
l03rd (, Pellfl (Scenario 4A, 7'cH PE.l\K)
Intersection 1D: 1
Roundabout
Table S. 5 -1.10VEf1ENT PERFORHANCE
"'Jov
No
Total Tot al l\ver. PlOp.
Delay Delay Delay Queued
(veh-h/Il) (peTs-hiM) (see)
Hf.
Stop
Rate
West: 1fJest Approach
o
o
Lorlgest Queue
9 S % l3a c k
('Je)15) (ft)
o
Perf.
Index
Aver.
Speed
(mph)
93
o
u
D
5~5
0.39
0.39
0.37
1.40
0.79
1. 01
1.7
1 .7
3.2
44
44
8,1
'L87
1. 69
14.50
-13:1)
49.9
48.2
12 L
11 T
13 R
0.66
0.10
1.11
0.99
0.14
1. 66
12.3
38
South: South }\pproach
32 L 0.88 1. 32 12.2 0.39 1. 36 1.3 35 6.-17 43.6
31 T 0.12 0.18 4.1 0.41 0.85 0.7 18 2.05 -19.8.
33 R 0.01 0.01 6.4 o 41 1.07 0.7 18 0.06 47.9
D
East: East Approach
0 22 L O.OJ 0.04 13 .3 0.50 1. 44 0.4 11 0.21 43.2
21 T 0.13 0.19 4.6 0.49 0.95 0.4 11 1.99 <19.2
23 R 0.06 0.08 6.7 0.49 1.15 0.4 11 064 <17.5
D Nor t11 : North Approach
42 L 0.02 0.04 12.6 0.43 1.40 0.8 22 0.18 43.5
41 T 0.24 0.37 4.0 0.43 0.82 0.8 22 4.17 49.7
43 R 0.13 0.19 6.1 0.42 1. 08 0.8 22 1.58 47.9
D
D
C}ari.:Jn Health
103rd & Penn (Scenario 4A, AM PEAK)
Intersection ID: 1
Roundabout
D
Table S.6 - INTERSECTION PERFO~~CE
D Total Deg. Total Total Aver. Prop. Eff. Lon(]est Perf Aver.
Flo'd Satn Delay Delay Delay Queued SLOp Queue Index .Speed
(vehih) x (veh-h/b) (pE'rs-h/h) (see) Fate ( ft.) (lflpll)
1009
'vvest r,pproach
0.'1&3 l.BG
2.79
G.C
0.379
1.06
84
n .OC
29.4
o
V~es t :
D
SOlJ th :
370
South Approach
0.215 1.01
1.51
9.8 o. '103 J. 2 I
35
8.59
28. ]
East: East Approach
138 0073 021
032
5.6 0.496 103
11
2.84
J 0.1
o
North:
304
North l\pproach
O.I'L':I 040
0.60
4.7 0'131 090
22
593
30.5
D
INTERSECTION (persons):
2732 0.463
5.22
6.9
0."101
1.06
38.42
47.2
o Queue values in this table are 95% back of queue (feet).
Clarian Health
J03n] I> Penn p:;ceflario 4A, Af'l PEAK)
Intersection ID: 1
Rounclabout
D
I!
U Tabl e S. 7 - LJ\.NE PERFORJ"lANCE
Uem () u e u e
0 Flow Cap Deg. A-.,..rer _ Ell. 95% Back Short
Gane J'10v (veh (veh Satn Delay ~-;top ----------- Lane
No. ,'\]0. Ill) Ih) x (sec) Hate (vehs) ( f t ) ( r L)
u
LT
,':Iest Approach
12, 287
11
11,
13
974 0.290
Cl.6
0.60
1 . "7
iJ'1
'.rJesL:
2 R
121
15/1
O.4(,:j
~'- ~]
0.'10
:> :2
84
o - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - -.- - - - - - - - - - - - - 94
South: South Approach
1 L 32, 261 1214 0_215 12_2 0.68 1 .3 3S
31
..... TR 31, 109 874 0_125 4_2 0.43 0.7 J8
L-
33
o
D
F.as t : East T~pproach
"1 LT 22, 6S 890 0.073 5_8 0_52 0.4 11
21
2 TR 21, 73 993 0.073 5.4 0.51 0.4 11
23
D
North: NciL" t h, Approach
1 L'r IJ2, 145 1023 0_142 4.5 0.43 0.8 22
111
2 'rR 41, 159 1118 0_142 5.0 0.47 0.8 22
43
o
D
Clarian Health
103n'J & Penn (Scenario 4A, AJ1 PEAK)
Intersection 10: 1
Roundabout
o
o
Table S. 8 - LJI~E FLOW AND C!,PACITY INFORMATION
D
l1in Tot
Lan Mov Dem Flow (veh/h) Cap Cap Deg. Lane
No. No. ----------------~-- (veh (veh Satn Uti]
Lef Tl'I'cu Rig Tot /h) /h) x %
o
',-Jest : West Approach
1 LT 12. 192 90 0 282 ISO 9711 0,290 63P
11
2 f\ Jl, D 0 727 727 ISO 157.1 0.463 100
15
D
South: South Approach
L 32, 261 0 0 261 ISO 1214 0_215 100
31
7- TR 31, 0 106 3 10<) .I 09 87tJ 0" 125 SSP
33
o
D
East: Eel s t A'pproach
1 LT 22. 8 57 0 65 65 890 0_0"1:5 100
21
2 TR 21. 0 113 30 n 73 993 0.073 100
23
o
North: North Approach
1 LT 47., 7 138 0 145 145 1023 0.142 100
41
2 TR 41. 0 83 76 159 150 1118 0.142 100
43
o
o
P Lane under-utilisation found by the "Program"
o
For ]'oundabouts, the capacity value to]' continuous movemelits is obtained as
the basic saturation flow without any adjustments_ Saturati6n flow scale
applies if specified.
o
C.l or i an Heal UI
l03rd & Penn (Scenario flA.. AI'J PEAK)
Intersection ID: 1
Roundabout
o
95
Table S. J 0 - MOVEMENT CAPACITY AND PEHFOW1ANCE SUMJ'1f\HY
o
u ---------.. - ---- ---- ------------------ -----------------------------
Hov Ho\! Dem Total Lone Deg. Aver. Sf f. 95% Perf.
No. Typ Flow Cap. Util Satn Delay Stop Back of Index
(veh (veh Rate Queue
/h) Ill} ( %} x (see) (veh)
o
Ir/est: West Approach
0 12 L 192 663 63 0.290 12.3 .1 .40 1.7 <1.87
11 'J' 90 311 63 0.289 3.8 0.79 1.7 1. 69
13 R 727 1571 100 0.453* 5.5 1.01 3.2 14.50
D
South: South Approach
32 L 261 1211 100 0.215 12.2 1. 36 1.3 6.47
31 T 106 850 58 0.125 <1.1 0.85 0.7 2.05
33 R 3 24 58 0.125 6.4 1. 07 0.7 0.06
D
East: East Approach
22 L 8 109 100 0.073 13.3 1. <14 0.4 0.21
21 T 100 1365 100 0.073 <1.6 0.95 0.4 1. 99
23 R 30 <110 100 0.073 6.7 1. 15 0..1 0.64
o
North: North Approach
0 42 L 7 <19 100 0.1.13 12.6 1. 40 0.8 0.18
41 'j' 221 1557 100 0.142 4.0 0.82 0.8 4.17
43 f{ 76 535 lOa 0.142 6. .1 1 .08 0.8 1. 58
o
Maximum degree of saturation
O Clarian Health
103rd & Penn (Scenario
Jntersoction 10 1
Roundabout
4 A. AJ'l PEI\K)
D
Tabl e S. 12A - FUEL CONSUJ1PTTON. EJ1J SSJONS AND COST - TOTAL.
o - - - - - - - - - - - - - - - - - - - - - - - - - - - -.- - - - - - - -.- - - - - - - - - - - - - - - - - - - - .. - - - --
J10v Fuel Cost HC CO NOX CO2
No. Total Total Total Total Total Total
eli'll Itl ~; / h kg/h kg/h kg/h kg,t"h
D - - - - - - - - - - - - - - - - .. - .. - - - - - - ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
",lest: lrJest 1~ppr03ch
12 L 3.2 64.92 0.045 1.48 0.053 30.1
11 T 1 .3 L'4.1Y 0.016 0.49 0.021 12.0
13 F 10.6 204.71 0 143 4.62 0.180 100.6
D
150
293.82
0.204
6.')9
0.254
142.7
0 South: SUl.lth ApPl:oacb
32 L ,] . :5 88.25 0.061 :2.01 0.072 40.9
31 T ] . .5 28.49 0.019 0.59 0.025 14.1
33 R 0.0 0.84 0.001 O.O? 0.00] 0.4
u
'1.8
]17.58
0.081
2.62
0.098
55.4
0 East: East Approach
22 L OJ ;" . 71 0 002 O.OG 0.002 .1. :=3
7.1 '" 1.4 26.88 0 .019 0.58 0.024 13.5
,
23 R 0.4 8. .15 0 006 0.20 0.008 4.2
u - - - - - - - - - - - - - - - - - - - - - - - - - - - - - .. - .. - - - .. - .. - - - - - -. .- -
2.0
38.04
0.027
0.84
0.031
18.9
North. north Approach
U /12 J~ 0 1 2 .J7 0.002 0.05 o. 002 1 1
41 T ") ! ~)9 . ,11 0 011 1 .23 o. 052 29 c
...J
in R 1 .1 21 . <10 0.01'; 0 119 0 019 10 6
[J rL3 83.]8 O.OS.I 1.7H
______________________________________________.96
0.073
41.2
INTERSECTION:
27.2
532.62
0.369
11.83
0.458
258.2
o
PARAMETERS USED IN COST CALCULATIONS
o
Pump price of fuel ($/US gal)
Fuel resource cost factor
Ratio of running cost to fuel cost
Average income (S/h)
Time value factor
Average occupancy (persons/veh)
Light vehicle mass (lOOO lb)
Heavy vehicle mass (lOaO lb)
Light vehicle idle fuel rate (US gal/h)
Heavy vehicle idle fuel rate (US gal/h)
0.850
0.50
3.0
23.00
0.60
1.S
1.11
11. 0
0.360
0.530
D
o
D
The idle fuel and vehicle mass parameters given above are the default
values (data given in RIDES may override some of these parameters) .
D
Clarian Heal trl
103rd & Penn (Scennrio 4A, AM PEAK)
Intersection ID: 1
Roundabout
o
Table S .12B ~ FUEL CONSUMPTION, Ej\n~;SIONS AND COST ~ RATE
D
j\lov Fuel Cost: He co NOX
No. EfE. Rate Rate "Rate Rate
mpg $/mi g/km 9 / Jun g/km
C02
Rate
g/krn
D
West: 1"Jest Approach
12 L 2')9.6 0.49 0.n8 11 .17 G. 402 22/.0
11 T 286.2 0.42 0.283 8.4".> O. 3')7 205.9
13 R 273.5 044 0 307 989 0 386 215. OJ
D
271.6
O. I) ')
0.311
] 0.02
0.386
216.9
D
South: South Approac]l
32 L 259.6 0.49 0.338 11 .17 0.402 227.0
31 'I' 28S.h 0.112 O.21:J4 8 .5", 0.359 206.3
33 R 272.9 0.44 0.308 .10 03 0.389 218.3
D
266.3
0.47
0.323
10.44
0.390
221.3
o
East: East Approach
22 L 258.8 0.49 0.340 11 .33 O. <105 278.4
21 T 282.9 0.42 0.289 9.01 0.369 208.2
23 R 271.2 0.44 o 311 10 30 0395 217.1
o
278.7
0.43
0.297
').43
0.377
211.4
o
North: North ApproC1ch
42 L 259.3 0.49 0.338 11 .23 0.1103 228.0
41 T 285.0 0.42 0.285 8.G5 0.361 206.7
43 R 272.11 0.44 0.309 10.08 0.390 216.3
o
28J.J
0.42
0.2'12
9.07
0.369
209.6
INTERSECTION: 272.5
0.45
0.309
9.91
0.384
216.2
o
Clarion Health
l03rd & Penn (Scenario 41\, AJ~ PEAK)
lntersection 10: 1
HUll nda bOil t
D
97
o
[J
'rabl e S. 14 - SUHT1ARY OF INPUT AND OUTPUT DATl\
o
Lane Demand Flow (veh/h) Adj. Eft Grn Deg Aver. Longest Shrt
No. --------------~----- ~;HV Basie (sees) Sat Delay Queue Lane
L T R Tot Satt. 1st 2nd x (see) (ft) ( ft)
o
~'Jest : West ApproiClch
1 LT 197, 90 287- 5
2 R 727 77.7 5
0.290
0.463
9.6
5.5
44
84
o
192
90 727 1009
5
0.463
n.t)
84
South: Sou t1l Approach
D 1 L 261 261 5 0.215 12.2 35
2 TR 106 3 109 6 0.125 4.2 18
o
261 106
3
370
5
0.215
9.8
35
D
East: East Avproach
1 LT 8 57 65 6 0.073 5.8 11
2 TR 43 30 73 4 0.073 5.4 11
8 100
30
138
5-
0.073
5 (.
. u
11
o
NOTth:
] LT
North Approach
"1 133
83 76
145
159
5
5
0142
0.142
4.5
50
22
22
2 'T'R
o
'7 221
76
30,1
5
0.]47.
11.7
7.2
---------------~----------------------------------------------------------
---------------------------------------------------------------------------
o
ALl, VEHICLES Total % ~1ax A'Jer. Max
F 1 O-~J HV X Delay Queue
182 ] c O. '163 G. 9 84
~
Total [low period = 60 mirmtes.
Peak flow period ~ 15 minutes.
o Q1JE'Ue valuE'S in thlS toble are 95% back of qUE:1JE: (feet).
Note. Basic SatuTation Flows are not adjusted at ro~ndabouts or sign-
controlled inI.eTsections and apply only to continuous Janes.
[J
D
Clarian Health
l03rd & Penn (Scenario 4A, .~1 PEAK)
Intersection 1D ]
Roundabout
i1
~ Table 5.15 - CAPAC1TY AND LEVEL OF SERVICE
D
Nov l'lov Total Tot~d Deg. Aver. 1.,05
No. 'IyP FlO\v Cap. of Delay
(Vell (veh ~3at.n
/h) /h) (v/c) (see)
o
Iolest: West Approadl
17. L 192 663 0.290 12.3 B
11 T 90 3JJ 0.289 3.8 A
13 R 727 1571 (J..J6Y 5.5 A
u
1009
2':>4'.)
0.463
G.G
A
o
Scul:J-r:
32 L
31 T
33 R
'-~ou t 11 Approach
261 17. J ,1 O. 7.1 c, I 7. .2 B
J06 350 0 125 4 1 i\
J 24 0 125 G _4 jJ...
D
370
2088
o 21",
9.8 98
East: East
22 L
21 T
23 R
Approach
8
100
30
0.073
0.073
0.073
109
1365
410
138
1884
0.073
13.3
1. G
6.7
o
B
A
A
o
5.6
A
o
North: North Approach
42 L 7 49 O. 143 12.6 B
41 T 221 1557 0.142 4.0 A
43 R 76 535 0.142 6.1 A
304
214J
0.113
ALL VEHICLES;
1821
8658
0.463
D
1.7
A
6.9
o
A
Level of Service calculations are based on
average control delay ineludirHJ geometric delay (HC!1 cri teria) ,
independent of the current delay ,Jefinition used.
For the criteria, refer to the "Level of Service" topic in the
aaSIORA Output Guide or the Output section of the on-line help.
Haximum vie ratio, or critical green periods
D
o
Clarian JJealth
103ru & Penn (Scenario tJA. JiM PEAK)
Intersection ID: 1
Ronndabout
Table D.O - GEOMETRIC DELAY DATA
From
Approac]l
Negn Negn
Fadius Speed
(ft) (mph)
To
i\pproach
Negn
Oist.
( f t )
D
o
J'\ppr.
Dist.
(ft )
Downstream
Distance
o
(ft )
West: l^]est Approach
South :117.2 22.0 61 .9 ]800 311
East 190.1 28. ] 151.5 1800 323
North 62.0 16.0 24.1.5 ] 800 469
South:
South Approacll
West
East
North
160
22.0
28. .1
62.0
117 2
190.4
213.5
61 9
151. 5
o
1800
1800
1800
D
169
311
323
D
East. East Approach
'vvest 190.4 28 _ J J .5J .5 ]800 323
Sou t11 52.0 16.0 243.5 1800 469
North 117 2 22.0 61 _ 9 1800 311
D
North: North Approach
West 117.2 22.0 6J.9 J800 311
South 190.4 28.1 151.5 1800 323
East (,2.0 160 243_5 1800 469
o
o
Do.,mstrearn cJistancf'is d5.stance trave11ed from the stopline until exit
cruise speed is reached (inchJdes negotiatjon clisti:mce). Acceleration
distance is weighted fox. liqht ond heavy veh.icles. T'he same cl.1stance
applies for both stopped and unstopped vehicles.
o
Clarian Heolth
10Jrd & Penn (SeenOYIO 4A. AM PEAK)
Intersection JO: 1
Roundabout
Table D.1 - Ll\J~E DEU\YS
o
99
o
~ ---------------------------------------------------------------------------
U Deg.
Lane t.lov Satn
No_ No. x
Stop-line Delay
1st 2nd 'rota]
dl d2 dSL
Delay
Ace.
DC'c.
dn
(seconds/veh) ----------------
Queuing Stopd
Total MvUp (Idle) Geom Control
dq dqm di dig dic
u
\r~est :
1 LT
7. R
livest Approach
12, 0.290 1.4 0.0 1.4 L' .3 0.0 0_0 0.0 10.9 9.6
11 2_4
11, 0 463 0_8 0_0 0_8 2 3 0.0 0.0 0.0 0.0 S.5
13 4.7
South:
1 L
D ---------------------------------------------------------------------------
D 2 TR
o
East:
1 LT
South Approach
32, 0_215 1.2 0_0 1 ~. 20 0.0 0.0 0_0 10_9 12.2
_L.
31 0_0
31, 0_125 1.7 0_0 1.7 3_0 0_0 0.0 0_0 2.4 4.2
33 4.7
East Approach
r 0.0"73 2_3 0.0 2_3 3_5 0 .0 0.0 0_0 10_9 5.8
L,
21 2_4
21, 0 073 2_1 0_0 21 33 0 _0 0_0 0.0 2.4 5.4
23 4. -;
2 TR
[J ---------------------------------------------------------------------------
North: Nort.h Approach
D 1 J,T 42, 0.142 1.6 0.0 1 .6 1..1 0.0 0.0 0_0 10.9 4 .5
41 2_4
2 TR 41, 0.142 1 _ 5 0.0 1.5 2.9 0.0 0.0 0.0 2.IJ 5. 0
43 4.7
fl ---------------------------------------------------------------------------
U dn is average stop-start delay for all vehic.les queued 21nel unqlH'lH"(~
O Clarian Health
103rd & Penn (Scenario
Int.ersection ID: 1
Roundabout
o Table D_2 - LANE STOPS
u
LiJne
No.
iJp., l'~M PEAK)
Deu.
Sc-itn
-- Effective Stop Rate --
GeOffi_ Overall
hig h
Que'lJE'
tlJovC'-up
Rate
hqm
Prop_
Queued
x
he]
Pc]
hC'2
1 L'r
;:> F
[J -------------------------------------------------------
West Approach
0_290 0_27 0.00
0.463 0 24 0.00
0.00
0.00
West:
0.13
0.27
0.60
0.50
0_398
0_371
D -------------------------------------------------------
South:
1 L
2 'TR
South Approoch
0.215 0.26 0_00
0.125 0.28 0_00
0_00
O_UO
O. tll
0.15
0_68
0"43
0.397
o 416
u - - - - - - - - - - - - - - - - - - - - - - - -. - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
East: East Approach
1 1,'1' 0_073 O. 37 0.00 0_ 1 S 0.5:2 0.501 0.00
.., 'fR 0.073 0_ 35 0.00 0_16 0_51 0_ 492 0.00
L.
o -------------------------------------------------------
North: North Approach
1 L~ 0142 0.28 000
2 TR 0142 0_28 0.00
o ----------------------------------------
0.15
0_19
0.43
0.47
0.430
0_426
0_00
0.00
u
hg is U,E dverage value for all movements in a shared L:~ne
}lqm :l S averoge quelle IllOVe-1Jp rat e for all veh_icles crueued and unquC1Jcd
Cl ari an J-I'221 J t h
D lOJrd & Penn (Scenario
Intersection ID J
4 A, l\t'l PEAK)
100
Roundabout
D
Table D.3 - LANE: QUEUES
Lane
No.
Deg.
Satn
x
Ovrfl. Average (veh)
~i~le -----------------
No Nbl Nb2 Nb
o
Percentile (veh)
Queue
Stor.
Ratio
-0
70%
850(;
90'(;
95%
98%
West: \"iest Approach
1 LT 0.290 0.0 0.5 0.0 0.5 1.0 1.2 1.4 1.7 2.0 0.02.
7. R 0.463 0.0 LO 0.0 1.0 1.9 2.3 2.6 3.2 3.7 0.05
South:
1 L
7. TR
D
South Approach
0.215 0.0 0.4
0.125 0.0 0.2
0.0
0.0
0.4
0.2
0.8
0"4
1.0
0.5
1.1
0.6
1.3
0.7
1.6
0.8
0.02
0.01
D
East: East ApPToacli
] LT 0.073 0.0 0.1 0.0 0.1 0.2 0.3 0.3 0.4 0.5 0.01
2 TR 0.073 0.0 0.1 0.0 0.1 0.2 0.3 0.3 0.4 0.5 0.01
o
North: North Approuch
1 LT 0.142 0.0 0.3
2 TR 0.142 0.0 0.3
0.0
0.0
o
0.3
0.3
0.5
0.5
0.6
0.6
0.7
0.7
0.8
0.8
1.0
1.0
0.01
0.01
Values printed in this table are back of queue (vehicles).
o
Clar:ian Health
103Ld f., Penn (Scenario 4A, AM PEAK)
Intersection ID: ]
Roundabout
o
D
Table D.4 - I'IOVEl'IENT ~;PEEDS (mph)
Qu eu e' Move-up
o
App. Speeds
Mav ------------
No. Cruise Negn
Ex 1 t Speeds
l'~"'\]_ Section Spd
1st 2nd
NeCjn Cruise
Grn
Grn
Running Overall
West Approac}1
35 0 1G.0
35.0 28.1
35.0 22.0
D
---------------~-------~------------------- - ------------------~
"Jest:
12
11
13
16.0
28.1
22.0
35.0
35.0
:1'"). 0
27.1
31.0
30.0
27.]
31.0
30.0
o
South: South Approach
32 35.0 16.0 16 0 35.0 21.1 27 1
]] 35.0 281 28.1 350 30.9 30.9
33 35.0 22.0 22.0 35.0 29.8 29.8
East:
22
21
23
o
East Approach
35.0 16.0
35.0 28.1
35.0 22.0
26.9
30.6
29.5
o
16.0
28.1
22.0
35.0
35.0
35.0
26.9
306
29.5
North: North Plpproach
42 35.0 16.0 ] 6.0 35 0 27.0 27.0
41 35.0 28 1 28.1 35.0 30.9 30.9
ll3 35.0 220 22.0 35.0 297 29.7
o
o
"Runninq Speed"js the average speed excluding stopped periods.
--- ErJ(l of aaSIDRA Output ---
o
101
o
u
Akcelik & Associates pty Ltd - aaSIDRA 2.0.0.205
u
,1\.&F E'.ngineer:irHj
A&F Engineering Registered User No. A0654
Licence Type: ProfessiofJal, Sinqle Computer
D
Time and Date of Analysis
7:55 N~, Nov 8,2002
F_i I ename: Z: \2002\02114 - cLtrioll \Capac:i t y\CH ,jpMS4AR. 00'1'
o
Clarian llealth
103rd & Fenn (Scenario 4A,
lntersection ID: I
D aaTraffic SIDR}\ US Highway Capacity Manual (2000) Version
PM PEAK)
o
RUN INFORMATION
D
· Basic Parameters:
Intersection Type: Roundabout
Driving OfJ the right-hand side of the road
Input data specified in US units
Default Values F_iJe No. 11
Peak flow period (for performance): 15 minutes
Un:it time (for volumes): 60 minutes (Total Flow Period)
Delay defIn1tion: Control delay
Geometric delay included
HeM Delay and Queue Models option selected
Level of Service based on: Delay [HeM method)
Queue definition: Back of queue, 9.5th Percentile
o
o
D
Clad_an Health
I03rd & Penn (ScenclYio 4A, 1"1'1 PEAK)
Intersection 10: I
D
DEfAULT PAR~J-']ETEPS
D
Default values for some of the importClnt general pClriJmeters:
(Default Values file: DEFIl.SDF)
o ]. Basic saturation flow: 1900 tcu/h
[J
This value applies mainly to signalised intersections. For roundabouts
and sign-controlled intersections, it is used for determining capacity
of priorJly and continuous movements.
o
2. Through car equivalents for
L E: F T
LV HV
Normal 1.0.53 2.000
Restricted ] _303 2..500
T
HV
2.000
2..500
signalised intersections
THP,OUGH R I C; H
LV HV LV
1.000 2_000 1.176
1-'J26
o
3. Opposed turn parameters
CIit_
(:;ap
Left turns : V
Tll"roLJgl'! V
Right turns: V
(RoundClbout)
Fol_up Hin.
Hd\~ay Deps
V 2.:'
V 2..5
V 2..')
% Exit Flo\-I
Upposing
o
o
o
o
[J
4. Cruise speed= ~o mi/h,
Approach Distance= J800 ft
"-,
Queue space per v~hlcle 1n
Light vehicles: 2:'_0
fe'ct
Heavy vehicles: ~S_O
u
102
A full list of Input data defaults and range~ JS given
ill the
L~ P IV1 S '--i 1\ F\
Input Guide pdrt of aaSIDRA User Guide.
o
ClaTian lJecLlth
l03Td " Penn (SCefldrio .H\, pr1 PEAK)
Intersection ID: 1
Roundabout
Table S.O - TRAFfIC fLOW DATA
o
o
---~~~~-------------------~-~--------------,---------------------------~~
1-10 v Left Through Right Flow Peak
No. --------- --------- ------.--- Scale Flow
LV HV LV HV LV HV Factor
o
D
VEHICLES Demand flows in veh/hour as used by the program
West: West Approach
12 129 7 0 I) 0 0 1.00 0.90
11 I) 0 146 8 0 0 1.00 0.90
13 0 0 0 0 276 14 1.00 0.90
-------------------------------------------------~----------------------
o
South: South Approach
32 590 3G 0 0 0 0 1.00 0.90
31 0 0 185 10 0 0 1.00 0.90
33 0 0 U 0 S 1 1. 00 0.90
East: East Approach
22
2.1
2J
North: North Approach
42 2S
41 0
n 0
3
o
o
1
o
o
o
4B
o
o
] 44
o
o
o
2
o
D
1
\)
\)
o
o
I ~)
o
o
1
1.00
1.00
1.00
0.90
0.90
0.90
o
I)
8
o
o
o
22 r)
o
o
12
1.00
1.00
1.00
0.90
0.90
0.90
o
-------------~----------------------------------------------------------
8asE'd on unjt Lime = GO minutes.
Flow Scale and Peak HOllr Factor effects included .in flow values.
o
ClaLian Health
l03rd /, PeJ'j['J (Scenario 4A, p~~ PEAK)
Intersection TD: 1
Houndabout
TabJ e R. 0 - ROUNDABOUT BAS} C PAHJ\HETERS
o
o
-----------------~-------------~--~------------------------------------~------
Cent
Island
Dial!!
(ft )
Cire
1'Vi dt h
lnsc
D.lom.
No.of
eirc.
Lanes
(fl )
(ft)
------------------------------------------------------------------------------
N
West: West Approach
]00 30 160
NO.of
Entry
Lanes
2
l\v.Ent
Lane
\'hdl:h
(ft )
2
12.00
Circulating/Exiting Stream
FIm...
(veh/
h}
o
%HV
Adjuo'3t.
Flo'....
(pcu/h)
%Ex:i I' Cap.
lncI. Con stl' .
Effect
o
181
'J.O
181
o
South:
] 00
South Approach
30 160
----------------------.---------------------------------------~----------------
N
..
"
2
12.00
316
D
5.0
316
o
--------------------------------------------~---------------------~----------
East: East Approach
100 30 ]60
2
2
12.00
] 057
o
S.O
.1 057
o
N
Nqrth:
100
North I~pproach
30 160 :2
-------------------------------------------------------------.----------------
N
o
2
12.00
780
5.0
780
o
--------- -------------------------------------------~------------------~----
CIarian HoaIt.h
103rd & Penn (Scenario 1A, PM PEAK)
103
o
o Intersection JD: 1
Roundabout
o Tab] e R.l - ROUNDABOUT G,i'\F' ACCEPTANCE p}:~Rm"lETERS
Turn Lane Lane Circ! Intra- Prop. Critical Fo110\...
0 No. Type Exit Bunch Bunched Gap Up
Flow Headway Vehicles (5) Head\...ay
Ipcu!h) (5) (5 )
0'
1flest:
Left
Thru
o
Rlght
West l\pproa ch
1 Subdominant 181 2.00 0.222 4.29 2.43
] Subdorninant 181 2.00 0.222 4.29 2.43
2 Dominant 181 2.00 0.222 3.77 2.14
2 Dominant 181 2.00 0.222 3.77 2.U
South: South Approach
0 Left 1 Dominant 316 L73 0.316 3.53 2.05
Thru 2 Subdominant 316 1.73 0.316 5.69 3.31
Right 2 Subdominant 316 1.73 0.316 5.69 3.31
O. East:
Left
Thru
o
Right
East Approach
1 Subdominallt
1 SubdominaJJt
2 Dominant
2 DOfll.lnant
0.688
0.688
0.688
0.688
3.60
3.60
3.] 8
3. ] 8
2.42
2.42
2.14
2.14
1057
1057
1057
1057
L 59
1.59
L59
] . S9
North: Ncn t. h ll.pproach
0 loe f t ] Subdominant 780 1.95 0.653 3.96 2.5;':
Thru 1 Subdominont 180 L 95 O. GS,] 3.9G 2.52
Rlght 2 Dominant 780 L 95 0.G53 3.52 2.24
o CIa.rion Health
lQ3rd & Penn (Scenario 4A. PM PEAK)
Intersectlon 10: ]
Roundabout
o
D Table R :) - PCUNDl'BOUT CAPACITY & LEVEL OF SERVICE - aaSIDRA & HCM t.l0DELS
o
T10v
No.
[J
aa:':;I DRA
!lCfvl 2000 Lower
HCM 2000 Upper
Oem -------------------- --------------------- ----------------.-.----
FJ O\.J
[vch
Ih)
Cap. Deg. .r~'''l . Cap. Deg. Av. Cap. Deg. Av.
{vcc'h 5atn Delay LOS (veh Satn Delay LOS (veh SCltn De lay LOS
Ill} ;, (see) /h) x (5ec) Ifl) >: (see) -"
West \.Iest T\pproach
12 L 136 612 0.222 11 .7 B - - N!~. - -. .. 1'1.1\
]] T 154 693 0.222 3.2 /1, - ~ - NA - - Nl\
13 R 290 130S 0 222 5.3 ;n, - 1'11\ - - - - NA
o
2610 0.222
6.3 l\
~ - - - 1'1A - - - -
- - - - 1'1A - - - -
U SuuLh ~:;outh Approach
32 L 7.' r 1369 O. 530 1 ~ S B - Nl\ - - NA -
/- ':) _ L
31 T 1 95 734 o. 26G .1 .9 1', - 1'1A - NA
33 R r) 23 O. 261 7 2 11 - NA - - - NA - -
~ ---------------------------------~-------------------------------------------
[J
r..'Cst:
22 L
21 T
23 R
212G 0.S30
10.8
- - - - NA ~' - - -
- - - - N1I - - - -
[;'1 S i~ l\ppr OiJ eh
I) 73 O_OSS
')0 9]() O.(1S~)
16 291 O.USS
16.2
7.3
9.1
- - - - l'.JA
- NA -
- - NJ\ -
B
A
i\
- - NA -
NA
NFl
u - - - - - - - - - - - - - - - ~ = ~ ~ - ~ ~ ~ = ~ - - - =.~ = -. -'~ - - - = - = - = - = - ~~ 04
- - - - NIl ~.:..."'.:.- 'c:'
Nort.h: North Approach
42 L 26 95 0.274 J 6.3 B - - N.lI. - - - ~ NA
~ 1 T 152 557 0.273 7.8 A NA - - NA
~3 R 237 767 0.309 9.5 A - - - NA - - NA -
o
1419 0.309
9.3 A
- - - - NA - - - -
- - - - NA - - - -
D
ALL VEHICLES: 7429 0.530
9.] A
- - - - NA - - - -
- - - - NA - - - -
o
NA Value.s for this rOllndab011t capac.i ty model have not been calculated
because the model was not applicable for the given roundabout
conditions. Note that the HeM models are only applicable to
single-lane roundabouts with circulating flows less than 1200 vehJh.
Also note that results are not calculated for allY of the models for
slip lane or continuous movements. See aaSIDRA Output Guide Appendix
Section A3.8 for roundabout limits.
D
D
Clarian Health
l03rd & Penn (Scenario 4A, PM PEAK)
Intersection ID: 1
Roundabout
o
o
Tabl e R. 6 - ROUNDABOUT ALTERNATIVE CAPACI TY I'lODELS
aaSIDRA NP.ASRA ]')86 Ger Ljnear Ger. GapAcc
Mov Dem ----------- ----------- ----------- ---------.--
No. Flow Cap. Deg Cap. 0 Diff Cap. 0 OJ f f Cap. % Diff
" "
(veh (veh Satn (veh from (veh fI'om (veh from
Ih) Ih) x Ih) aaSI DRA Ih) aaSIDRA Ih) aaSJDRA
o
o
'~est : '~e s t l\pproach
]2 L 136 612 0.222 ns I 8 . r) 302 -50.7 510 -] 6.1
]] T 15iJ 693 o 222 821 J8.5 342 -50.6 578 -16.6
13 R 290 nos 0.222 15/] 6 ] 8 . S 641 -50.7 1088 -16. E)
D
2610 0.222 3092
J8.5 1288 -50.7 2176 -16.6
o
South: South JI.pprcach
32 L 726 1369 0.530 1382 O. 9 611 - ')5. ,1 979 -28.S
]] T 195 734 0.266 1 J 3,1 8 J . 7 590 -19.6 946 :-'8.9
33 B. 6 n 0.2&1 41 1 B . 3 18 -21 .7 29 26.1
D
2126 0.530 2757
29.7 12]9 -42.7 1954
~ 8.1
o
East: East Approach
22 I" 4 73 0.OS5 81 13.7 51 -30. J 57 - 21. 9
21 T 50 910 0.055 1036 ] J. f3 640 -29.7 711 -21 9
23 F 16 291 0.OS5 332 ]4.] 205 -29.6 227 -22_0
o
1274 0.OS5 145J
13. ')
8% -29.7
99.5 -21.9
o
North: North Approach
42 L 26 95 0.274 136 43.2 76 -20.0 96 1.]
1J 1 T 152 ')57 0.273 794 42.5 446 -19.9 561 0.7
13 n 237 767 0.309 932 2 j .5 523 -31.8 657 -]4.3
o
J4]9 0.309 1862
31.2 ]04S -26.4131.1
-7.4
ALL VEHICLES: 7429 0.530 9]62
23.3 4448 ~40.1 6439 -J3.3
o
o
Clarian Hea]th
J03rd & Penn ,Scenario 4A. PM PEAK)
Jntersection ]D: 1
Roundabout
105
o
o - ---- - -. -- - - -- -- -- - - - -- - -- --- - -- - - - - - ---
Mav Oem Total %HV P,djllst. Total Prac. Prac. Lane Deg.
No. Floh' Opng OpfliJ Cap. Deg. Spare Util Satn
0 (veh Flow 1"10\' (veh Satn Cap.
/h) (veh/h) (pcu/h) /h) xp (%) (% ) x
0 West: \~e5t Approach
12 1, 13G 181 5.0 181 612 0.85 283 100 0.222
11 T 154 181 5.0 181 693 0.85 283 100 0.222
13 R 290 181 5.0 181 130=. 0.85 283 100 0.222
D --.-------------------------~-~---~----------------------------------
.
South: South Approach
32 L 726 316 5.0 316 1369 0.85 60 100 0.530'
31 T 195 316 5.0 316 734 0.85 220 SO 0.266
33 F 6 316 5.0 316 23 0.85 226 SO 0.261
East:
East
o --------------------------------------------------------------------
l\pproach
4 1057
SO 1057
16 1057
1057
10S7
10.0.7
71
910
291
5.0
5.0
5.0
o
22 L
21 T
23 F
0.85
0.8:)
0.85
1451
14 4 7
1446
0.055
0.055
0.055
100
100
100
North:
0'
42 L
41 T
43 R
North P.pproach
26 780 5.0 780 95 0.85 211 88 0.274
152 780 5.0 780 557 0.85 211 88 0.273
237 780 5.0 780 767 0.85 175 100 0.309
o ____n
o
CI",ci an Heal th
103rd & Penn (Scenario 4A, PM PEAK)
Jntersectlon 1D: 1
Foundabout
o Tabl e S. J - J NTEPST::CTJ ON PARJI:METER::;
o
Jnter~ecti()f1 LeveJ of Service
VJorsl TlloveHlent Level of Ser"\lice
Average intersectIon delay (5)
LcHgest ilve.r2JCjC movement d8.lay (s)
Largest bock oJ queue?, 95'1, (it)
Performance .Index
Degree of saturation (highest)
Practical Spare Capacity (lowest)
Total vehicle capacity, a 1.1 .lanes (veh/h)
Total vehlcle flow (veh/h)
Total person flow (pers/h)
Total vehicle delay (veh-h/M)
Total person delay (pers-h/h)
'Tota] effectivev'eIJic.1e slOps ('Jeh/h)
Total effective person stops (pers/h)
Total veh:icle tra"Jel (veh-mi/h)
Told] cost ($/h)
Total fuel (gCl/h)
Total C02 (kq/h)
o
o
o
u
A
B
9.1
16.3
108
46.39
CJ.S30
50 %
/429
1992
2988
5.03
7.55
2478
37.17
822.9
606.03
30.7
291" 11
o
Clarian fj'2alth
JOJrd & Penn (Scenario 41'1, Pi'1 PEAlq
Intersection JD: J
Roundabout
u
Tel bl p :::; .~) - fvJOVEf'JLNT FERFORM..ANCE
o
f10v
No.
Total Total Aver. Prop.
Dejoy Delay Delay Queued
(vell-h/h) (pers-h/h) (see)
Eft.
Stop
R"ll.e
o vies!.:
\vest IJ"PF_)Loach
Longest Queue
9S'i, Back
(vehs) (ft)
Peri.
1 nde};
Aver.
Speed
(mph)
106
12 L
11 T
13R
0.44
0.14
0.43
0.67
0.21
0.64
n.7
3.2
5.3
0.31
D.31
D.. 29
1. 31
0.66
0.93
1.3
1.3
1 .3
34
35
35
3.31
2.70
5.63
43.9
50.6
48.7
o
South: South Approach
32 L 2.51 3.77 12.5 (L 4 9 1. 41 4.2 108 18 . ,1 5 43.3
31 T 0.27 0.40 4.9 0.48 1. 01 1.0 4 1 4. 08 49.3.
33 f< 0.01 0.02 7.2 0.118 1. 22 1.6 4 I 0.14 47.5
o
o
East: East Approach
22 L 0.02 0.03 16.2 0.65 1. 57 0.3 B O. J1 41. 2
21 T 0.10 0.15 7.3 0.65 1. 2S 0.3 8 1.J6 47.8
23 R 0.01 0.06 9.1 0.65 1. 3S 0.3 B 0.38 46.1
o
North: North Approach
42 L 0.12 0.18 16.3 0.68 1. 68 1. "I 45 0.76 41.1
41 T 0.33 0.49 7.8 0.68 J. qO 1.7 45 3.72 47.4
43 R 0.62 0.94 9.5 0.68 1. q8 2.1 54 5.94 45.8
o
o
Clarian Health
103rd & Penn (Scenario 4A, PM PEAK)
Intersection 10: 1
Roundabout
o
Table S.6 - INTERSECTION PERFORMANCE
o
Total Deg. Total ToUd Aver. Prop. Eff. Longest Perf. Aver.
Flow Satn Delay De 1 a y Del ay Queued Stop Queue Index Speed
(veh/h) x (veh-h/h) Ipers-h/h) (see) Rate ( ft ) (mph)
o
West: West Approach
SsO 0.222 1.01
J .51
6.3 0.308 0.95
JS
11. G5
29.7
o
South: South Appro~eh
927 0.530 2.79
4.19
]0.8 0.490 1.33
108
22.67
27. G
o
East: East Approach
70 O.O~S 0.16
0.24
82 0.65/ 1.29
8
1 .65
29.2
North: North Approach
41S 0.309 l.07
1.61
9.3 O.CBS 1.46
'J /j
10.42
28.6
o
INTERSECTlON (persons):
2988 0.530
7.SS
9.1 0.484 1.24
4 G. 39
4.5.7
o
Queue values in this table are 95% back of queue (feet).
D
Clarian Health
l03rd & Penn (Scenario 4A, PM PEAK)
IntersecLion 10:
Roundabout
o
T~ble S.7 - LANE PERFORMANCE:
o
Dem Q II e u e
Flo,,"! CiJp De9. Ave.r E,f f 95',', Back Short
Lane r...]ov (veh (veh Satn Del a y Stop ----------- Lane
No. No. Ih) Ih) x (see) Rate {vehs} (ft) (ft )
o
"Jest: West: Approach
1 LT J 2, 269 ]209 O.22~1 7.S 0.'.10 1.3 34
J I
2 TR Jl, 311 1401 0.222 ~) . 1 0.46 ] .3 35
13 107
o
o
U South: South AppToClch
1 L 32, 726 1369 0.530 12.5 0.71 4.2 108
31
0 2 TR 31, 201 757 0.266 5.0 0.51 ] .6 41
]]
o
Eas l:
] LT
2 TR
Fa"t JI.pproach
22, 32 575 0.055 8.7 0.66 0.3 8
21
2l, 38 699 0.055 7.8 0.64 0.3 8
23
North:
1 LT
~ ----------------------------------------------------------------
o 2 R
[J
North l\pproach
42, 178 653 0.273 9.0 0.72 J . 7 4 :)
41
41 , 237 767 0.309 9 _.5 0.74 2.1 :) 4
43
Clarian Health
103rd & Penn (Scenario 'U\, Pfvl PEAK)
O Intersection ID: 1
, Roundabout
D Tab] e S. 8 - LANE FLOW AND C!IPACl TY 1 NFORI'1I\TION
Hin Tol
0 Lan Mov Dem fl O\~ (veh/:h) Cap Cap De,] . Lime
No. No. ------------------- ( 'Jeh (vph SatTl Util
Lef ThnJ Rig Tot /h) Ih) x 0
-0
D
~')est :
1 LT
2 TR
\r-lesl. Approach
12, 136 133 [) 269 ISO 1209 a. 222 100
11
1] , 0 21 290 311 lclO 1 ~ D I O. 222 10D
]J
South:
1 L
D -------------------------------------------------------
o
2 TR
o
East:
1 LT
2 TR
South l',pprcach
32, 72b [I [) j' 26 ISO 1369 o. 530 100
31
31, 0 195 6 201 150 '7 c -r O. 266 SOP
I .) ,
33
EClst Approach
2" 4 28 U 32 32 57') O.OSS 100
<-,
21 -.
21, 0 22 1 (; 38 38 699 0.055 100
23
~ -------------------------------------------------------
North: North Tlpproach
0 ] 1,1' 42, 26 152 0 178 .10,0 6S3 0.273 RRP
41
2 R 1) 1, 0 0 237 237 150 767 0.309 100
1]3
n ------------------.-----------------------------------------
U I.".
Lvne undi2r-ntiJis,'rtion found by tbe "ProCJram"
o
For roundabouts. the capacity value for continuous movements IS obtained as
the basic saturation flow without any adjustments Saturation flow scale
applies if specified.
O Clarian Health
. 103rd & Perm (:~;cellaLio 1P" Pf-1 PLAlq
Tntersection 1D: 1
Roundabout
D 108
Tabl e S. 10 - t10VDvJf.NT CAPACI TY ,LIND n::RfORHANCE Sl.H-1!'.1}\RY
~10v Mov Oem Total Lane Oeg. Aver. Eff. ':1S% Perf.
No. Typ rloH Cap. UbI Satn Delay Stop Back of J nele;,
(veh (veh Rate Queue
/h) Ih} 1%) x (see) {veh}
-------------------------------------~----------------------------
,vest: West Approach
12 L 136 612 100 0.222 11.7 1.31 1.3 3.31
11 T 154 693 100 0.222 3.2 0.66 1.3 2.70
13 r<: 290 1305 100 0.222 5.3 0.93 1.3 5.63
o
o
o
South: South Approach
32 L 726 1369 100 O. .530* 12.5 1.41 4.2 18.45
31 T 195 734 SO 0.266 4.9 1. 01 1.6 4.08
33 R 6 23 SO 0.261 7.2 1. 22 1.6 O.H
o
East: East Approach
22 L IJ 73 100 0.055 16.2 1. 57 0.3 0.11
21 T 50 910 100 0.055 7.3 1. 25 0.3 1. 16
23 R 16 291 100 0.055 9.1 1.35 0.3 0.38
o
o
North: North Approach
42 L 26 95 88 0.271) 16.3 1. 68 1.7 0.76
4 1 T 152 557 88 0.273 7.8 1.40 1.7 3.72
13 R 237 767 100 0.309 9.5 1. 48 2.1 5.94
o
Maximum degree of saturation
D
Clarian Health
103rd & Penn (Scenario 4A, PM PEAK)
Intersection ID: ]
r<uundabout
o
D
Table S.12A - FUEL CONSUMPTION, EMISSIONS AND COST - TOTAL
Hov Fu co 1 Cost He co NOX CO2
No. Total Tota.J Total Total Total Toted
gallh S/h kglh kg/h k9/h kg/h
o
1rJ(' s t : iciest j\ppr oa <= h
12 L 2.2 45. 98 0.032 1. 04 0.037 2] .3
]] , 2.1 41 .39 0.02fl 0.80 0.035 20.3
13 R 4 .2 81- 65 0.OS7 ] .80 0.071 39.9
D
8.6
169.02
0.116
3.63
o. J4 3
8] . S
o
South: South Approach
32 L ]2.0 245.52 0.J70 5.67 0.203 114. ]
31 T 2.8 52.42 0.036 1. 12 0.046 26.2
33 R O. ] ] . 69 0.00] 0.04 0.002 0.8
D
J 4 .9
299.63
0.208
6.84
0.25]
141.]
o
East: East Approach
22 L 0.1 1.40 0.001 0.03 0.001 0.6
2] T 0.7 13. 51 0.010 0.32 0.013 6 9
23 R 0.2 4. .55 0.003 o .lJ 0.004 2.3
o
] .0
] 9 . 4 (,
0.014
0.46
(J.O]8
9.8
o
North: North Ilpproach
12 L 0.4 9.11 0.006 0.21 0.007 4 .2
1 ] T 2.2 4] .25 0.030 o. 99 0.038 20.9
11J R 3. :J 67. :)7 0.049 1- 61 O.Oc: :'33.6
o
6.2
117.92
0.085
2.871090.]08
SEJ.il
D
[J
INTERSECTl ON:
30.7
606.03
0.422
13.80
0.520
29] .1
D
rARP~ETEFS USED IN COST CALCULATIONS
o
D
~Imp price of fuel (S/US gall
Fuel resource cost factor
RatIo of running cost to fuel cost
Average income ($/h)
Time value factor
Average occupancy (persons/veh)
Light vehicle mass (1000 Ib)
Heavy vehicle mass (1000 ]b)
Light vehicle idle fuel rate (US gal/h)
Heavy vehicle idle fuel rate (US gal/hI
0.850
0.50
3.0
23.00
0.60
1.S
1.4
11.0
0.360
0.530
o
o
The idle fuel and vehicle mass parameters gIven above are the default
values (data given in RIDES may override some of these parameters) -
o
Clarian Health
lOJrd & Penn (Scenar:io 4A, Pfvl PEAK)
Intersection 10: 1
Roundabout
D
Tab]e S .12B - FUEL CONSU[vlPTJON, E[vI1SSI0NS AND COST - PJ\TE
D
]\10'1 F'u e J Cost He co NOX CO2
No. Eff. Rat e Hate Rate Hate Rate
rnpg S/mJ g/.km S1/km g/km g/km
D
l'l!est \:Il~ ,; \. 'l\pproach
12 L 260.2 o. ~ 9 o. 336 11 .0,] o. 399 226. ~
11 T 288 ') o. iJ2 0.278 7 99 o. 3<17 204 .0
J3 F 27 ~ 8 o. IJiJ 0.304 9. 6~) G. 3S0 21<1 4
o
::?74.S
O.'JS
0.30S
9.56
0.376
214 . G
0 South: South l\pproach
32 L 258. 8 o. ,] ') 0.340 1] .37 0.405 227. 7
31 T 2B3.4 o. ~2 0.288 8.93 0.36/ 207.9
33 R. 771 S 0.44 0.3J] 10.26 0.394 218. I)
o
263.4
on
0.329
10.83
0.397
223.7
East: East P,pproach
[J 22 L 25,1. .S o . .S} 0.3,19 11 . G? 0.4]2 233.4
2] T 777.4 0.42 0.299 9.9] 0.388 2]2.3
23 R 26/.4 O.~4 0.319 10.86 o. ,} 07 220.5
D
273.6
0.43
0.j07
] 0.23
0.394
2]5.4
North: North Approach
D 42 L 2S4 . ] o . .5] 0.350 11 .67 0.414 23] .8
41 T no. :3 O. '12 0.302 10.U6 0.39] 2J J. 3
43 R 26G. .:' () . 4 4 0.J<'1 10.97 0.410 22] 1
[J
2691
0.4 {J
0.31 (,
]0.69
0..103
2J 8. ')
INTEPSE:CTlON: 268.0
o.~ 6
0.3J9
:1 o. <17
0.397
2]9.8
o
u
Clarian Health
l03rd & Penn (:':;C(c"fl2riu [IJ\, Fri FEP.Kl
Tntersectjon ID: ]
Poundabout
110
o
Table S.}iJ - SlJtvJMJl.kY or" 1 NPUT AND OUTPUT DATA
Lane Demand Flow (veh/h) Adj Eif Grn DRC) Aver. LOf]eJest Shrt
No. ----------~~--~~---- %HV Basic (sees) Sat Delay Q1Jf'lJe Lane
L T R Tot Satf. 1st 2nd x (see) (H) (ft)
D
("lest: West J"I.pproach
1 LT 136 133 269 .5 0.222 l.S 34
2 TR 21 290 311 .5 0.222 .5.1 35
D
136 154 290
.580
.5
0.222
6.3
35
o
South:
I L
2 TR
South Approach
726
]95 6
726
201
5
5
0.530
0.266
12.5
5.0
108
41
o
726 195
6
927
5
0.530
10.8
108
o
East:
1 LT
2 TP.
East Approach
.1 28
22 16
32
38
7
5
0.055
0.055
8.7
7.8
8
8
D
4
50
16
70
(.
o.oss
8.2
B
North: North Approach
] LT 26 ]S2 178 S 0.273 9.0 45
Z R 237 237 5 0.309 9.S ~) 4
o
26 I:}/' 237
41.5
5
0.309
'j\
~) <1
D
-- -- -- --_._~~-~--~---_.- -----------------------------~---- --------- - --- ---- --- ----
------------------------------------------------------------------------------
TILL VEHICLES Total 0 f"lax Aver. l'lax
;>
flov, HV X Delay ()1-1'2Ue
1992 c 0.530 9.1 JO[J
..J
D
----------------------------------_._._-~------------------------------------
--------------------------~-_._---------------------------------------------
Total flo"" per-iod = 60 In.inutes. Peak flow period = 15 minutes.
Queue values in this table are 95% back of queue (feet).
o
Not",: Basic Saturation Flo'..;."; are not adjusted at rcmncJabouts ur sign-
eontrol.1ed intersections and apply only to contino(}l)s ldnes.
D
Clarian Health
103rd i. Penn (Scenario 4FI, PM PEAK)
Intcr~eetion ID: I
Roundabout
o
Table S.lS - CAPAC1TY !',NO LEVEL OF SERVICE
o
t'lo\l Mov Total Total Oe9. Aver. LOS
No. Typ flow Cap. of Delay
(veh (veh Satn
Ih) /h) (vie) (see)
o
\^lest: lies t J-I"pproach
12 1. 136 612 0.222 11- 7 B
11 T 1.5,1 693 0.222 3.2 A
n R 290 1305 0.222 5.3 A
o
58U
2610
0.222
6.3
A
o
South: South !-\pproa ch
:12 !, 726 1369 O. 530* 12. ')
31 T ] 95 734 0.266 4 9
33 F 6 23 0 26] 7 2
B
A
A
D
927
2126
O.~)3()
10.8
111
o
[j ----~--~------------------------------------------
u
Cast East .l\pproiJch
22 L 4 T:l O.{)~)S ]6.2 B
21 T 50 9]0 O. O~)5 7.3 A
23 R 16 29] O.W)~) 9. ] A
70
1274
0.055
A
8.2
[] --------------------------------------------------
North: North Approach
42 L 26 9:) 0.274 ]6.3 B
41 T 152 557 0.273 7.8 A
43 R 237 767 0.309 9 " A
.J
o
415
1419
0.309
9.3
A
ALL VEHICLES:
1992
[J ----~-------------------------------------------;-
7,129
0.530
9.1
Level of Service calculations are based on
ilVerage control delay includinq geometric delay (H01 criteria),
independent of the current delay definition used.
For the criteria, refer to the "Level of Service" topic in the
aaSIDRl\ Output Guide or the Output section of the on-Jine help.
Maximum vlc ratio, or critical green periods
D
D
~
Clarian Health
U- l03rd & Penn (ScenaLlo
Intersection 1D: 1
noundabout
4A, Pi1 PEAK)
o TClble D.O - GEClvlETfnC DELAY DATA
0 Negn Negn Negn Plppr. Do\.m st ream
From To Radius Speed Dist. Dist. Distance
J\j:)proach Approach ( f t ) (mph) (it ) ( ft ] (ft )
o
1:Jest:
v.jest Approach
South
East:
No ct h
117.2
190. .1
62.0
22.0 61.9
28.1 151.S
16.0 24::L:J
1800
]800
]800
469
311
323
South
[J ----------------------------------~----~----------------~----~-
213.5
Eo] . ')
469
311
323
South:
Approach
~'Jest
East
North
1800
1800
1800
62.0
117 . 2
190.4
]6.0
22.0
28.]
Ea:'>t
O ---------------------------------------------------------------
.
East:
f\ppr oaell
1,.lest
South
Nor;h
[J
151. S
190.4
62.0
]] 7.2
28.1
16.0
22.0
l(JOO
J800
]800
323
469
311
1 Sl .5
2rj 3.S
61.9
0 North: North Approach
~"Ies L ] J7. 2 22.0 G1 .9 1800 3]1
South 190.4 28.1 151. '.:> ]800 323
E2st 62.0 1 G. 0 243.5 -'BOO 469
----------------------------------------------
o
D
Downstn'Oam d:ist.'n,ce is dist2111ce travelled [corn the stop'I"lne untj] exit
cru.ise ~;peed is re2ched (includes negotiation cl.istilnce). Accelerat.ion
distance is weIghted for light and heavy vehIcles. The same distance
applies for both stopped and unstopped vehicles
o Clar.ian Health
IOJrd & Penn [Scenario
Jntersection ]D:
Hounclabout
U
Tab] e D 1 - LANE: DEU\YS
~A, Hj Pc:tIK)
112
Lane
No.
Mov
No.
Deg.
Satn
x
Stop-I ine Del ay
1st 2nd Total
dl d2 dSL
Delay
Ace.
Dec.
do
(seconds/veh) --~~------------
Queuing Stopd
Toted tvJvUp (Idle) Ceom Control
dq dqm di dig dic
D
o
\'ilest: VJest Approach
.1 LT ] 2, 0.222 0.8 0.0 0.8 1.9 0.0 0.0 0.0 10.9 7.5
11 2.4
2 TR 11, 0.222 0.6 0.0 0.6 1.9 0.0 0.0 0.0 2.4 5.1
13 '1.7
D
South: South Approach
] L 32. 0.530 1.5 0.0 1.5 2. I) 0.0 0.0 0.0 10.9 12.5
31 0.0
2 TR 31, 0.266 2.5 0.0 2.5 3.5 0.0 0.0 0.0 2.4 5.0
33 4.7
o
o
East: East Approa ch
1 LT 22, 0.055 5.2 0.0 5.2 4.6 0.6 0.0 0.6 10.9 8.7
21 2.4
2 TR 21, 0.OS5 4.5 0.0 4 _ 5 4.. S 0.2 0.0 0.2 2.4 7.8
23 I) .7
o
North: North Approach
1 LT 42, 0.273 5.4 0.0 5. I) 4.7 0.7 0.0 0.7 10.9 9.(J
41 2. .1
2 R '11, 0.309 4.8 0.0 4.8 4.2 (J.6 0.0 0.6 0.0 9.5
43 4.7
o
o
o
dn is average stop-start delay for all vehicles queued and ungueued
C1arian Health
JD3rd & Penn (Scenario 4A. Pt'l PEAK)
lntersection 10: ]
Roundabout
o
Table D.2 - LJ.\NE STOPS
o
x
-- Effective SLop Rate --
Geom. Overall
he] he2 hig h
Prop.
QUE'ued
pg
Queue
Hove-up
Rate
hqm
o
Lane
No.
Oeg.
Sa'Ln
West: '~est Approach
1 LT 0.222 0.18 0.00 0.32 0.50 0,319 0.00
;:> TR 0.222 0.17 0.00 0.29 0.46 0.299 0.00
o
South:
J L
2 TR
SOLlth Approach
0.S30 0.36 0.00
0.266 0.38 0.00
0.35
o.n
0.7J
0.5J
O. tJ 92
O. iJ 82
0.00
0.00
D
EnS! : East Approach
1 LT O.OSS 0.55 0.00 0.10 0.66 0.659 0.00
2 TR O.OS:) 0.53 0.00 0.11 0.64 0.6S6 0.00
o
North: North Approach
] LT 0.273 0.62 0.00
2 R 0.309 0.61 0.00
o
o. ] U
O. JJ
0.72
o . '/4
0.683
0.687
0.00
0.00
o
hg is the average value for all movements in a shared lane
hqm lS aVeTa']e queue mO'Je-up rate for all vehicles queued and lJnqueued
o
Clar:jan HealLh
lOJld " Penn (Scenario '1.<1, Ftc] PEAlq
:Intersection 1D:
113
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Roundabout
[] Table 0.3 - LANS QUEUES
Lane
Deg.
Satn
Ovrfl. Average (veh)
Queue -----------------
No Nbl Nb2 Nb
Percentile (veh)
[J ----------~----------------------------------------------------------------
No.
70%
85%
90%
95%
98%
Queue
Star.
Ratio
LJ ---------------------------------------------------------------------------
1 LT
2 TR
\\lest P,pproach
o . 222 O. ci
0.222 0 . 0
0.4
O. .1
0.0
0.0
0.4
0.4
0.8
0.8
0.9
1.0
1 .1
1.1
1.3
1 S
1.6
0.02
0.02
West:
1.3
[J ---------------------------------------------------------------------------
South: South l\pproach
1 L 0.530 0.0 1.3
2 TR 0.266 0.0 0.5
0.0
0.0
1.3
0.5
2. .1
0.9
3.0
1.1
3. ,1
1.3
[J .2
4 .8
1 .8
0.06
0.02
1.6
o ___________________________________________________________________________
1 LT
2 TR
East Approach
0.OS5 0.0
0.055 0.0
0.1
0.1
0.0
0.0
0.1
0.1
0.2
0.2
0.2
0.2
0.2
0.3
0.3
0.3
0.3
0.4
0.00
0.00
East:
North: North Approach
0 1 LT 0.273 0.0 0.5 0.0 0.5 1.0 1.2 1.4 1.7 2.0 0.02
2 R 0.309 0.0 0.7 0.0 0.7 1 ~, 1.5 1.7 2.1 2.4 O.OJ
. L
u
Values printed in this table are back of queue (vehicles).
Clar:ian Health
D" ] 03rd& Penn [Scenario
Intersection 10: 1
Roundabout
47'1, PH PEl\K)
UTa bJ eO. 4 - 1.10VEI'JENT SPEEDS (mph)
o
Oueue Move-up
App. Speeds
Ex-i l Speeds
J~v. ~';ect i on Sf-)d
[vJov
No.
Cru:ise Negn
Negn CnJlSe
1 st 2nd
GIn Grn
Punning OveraLl
[J -----------------------------------------------------------------
West T~"Jest: F.pproach
12 35.0 ] G.O ] 6. 0 35.0 27 . 3 27 3
11 35.0 28. 1 28.] 35.0 31 4 ]] 'J
13 35. 0 22. 0 22. 0 35.0 jO.2 30. 2
LJ --------------------------------------------------------..--------
South:
D
32
31
33
South
35.0
35.0
3S.0
Approach
16.0 16.0
28.] 28.1
22.0 22.0
35.0
35.0
35.0
26.9
30.6
29.5
26.9
30.6
29. ')
East : East. Approach
U 22 35. 0 16. II 16.0 35.0 20.5 25. ,.-
0
21 35.0 28. 1 28. 1 35.0 29.8 29. 7
23 35. (] 22.0 22.0 35. 0 28. 9 28. I'
D
North: NoLth Approach
42 35 0 ] 6. 0 16.0 3~). 0 26. 1 25. 6
'11 35 0 28 1 ~~ 8.1 J::J.O :?9 _ 7 20. ')
13 35. 0 22 (] 22 . (I JS. (I 28.8 28. :)
D n__nnn___
"Punning Speed" is Ihe aVelcl(]e speed pxcludir)(J stopped periods.
D
---- End of aaSl DFJ-\ Output ---
[J
114
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CLARlAN llLu HI - NORm HOSPITAL
TRAFFlcIMPACT ANALYSJS
f'-.~_ "'''";l1' 1l'.~:;~"~-.. ~l ... - l.:, ,"''''''''il'' 4" ~"'-"'"'ij~ - '" '-"-""-2- ~- ~,~ ,.:-'" . , "~
COl/LEGE AVENUE & l03RD STREET
INTERSECTION DATA
.
]~RAFFIC .VOLUJVIE COUNTS
AND
CA-PACl'-rV ANALYS1~S
115
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A & F ENGINEERING CO., INC.
TRAFFIC VOL~1E SUMMARY
CLIENT
LOCATION
DATE
CLARIAN HEALTH
103RD STREET & COLLEGE AVENUE (02)
OCTOBER 16, 2002
PEAK HOUR DATA
AM PEAK
HR BEGIN 7: 30 l~
L T R TOT
OFF PEAK
PM PEAK
HR BEGIN 4:45 PM
L T R TOT
19 578 11 608
80 34 23 137
26 391 52 472
15 12 11 38
L
l' R
TOT
NORTHBOmID
EASTBOUND
SOUTHBOUND
WESTBOUND
25 357 3 385
34 9 2J 1>4
7 499 49 555
31 16 :n 58
II OUR SUMMlillY
HOUR NB SB NB+SB EB ~^lB EB+HB TOTAL
- AM -
6- 7 100 157 257 21 37 58 315
7 - 8 339 188 827 71 61 132 959
B- 9 292 436 728 48 34 82 810
- PM -
3- 4 338 29] 629 82 21 103 732
4- 5 458 412 870 92 31 123 993
r G 582 429 1011 120 31 151 1162
J-
TOTAL 2109 2213 4322 434 215 649 4971
42.4% 44.5% 86.9% 8.1"0 4.3% 13.1% 100.0%
- AM PEAK VOLUMES -
15-MIN 153 163 24 23
HOUR 385 555 74 61
PHF 0.63 O.8S 0.77 0.66
- PM PEAK VOLTJJ'vlE.S -
15-MTN 175 138 40 10
HOUR 608 472 137 38
PHF 0.87 0.86 0.86 0.95
116
TRAFFIC VOLUME SUMMARY
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A & F ENGINEERING CO., INC.
CLIENT
LOCATION
DATE
CLARIAN HEALTH
103RD STREET & COLLEGE AVENUE (02)
OCTOBER 16, 2002
DIRECTION OF TRAVEL
NORTHBOUND
HOUR LEFT THRU RIGHT TOTAL U
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
,...,
AM U
6- 7 5 0 5 94 0 94 1 0 1 100 0 100
7- 8 13 0 13 318 3 321 2 3 5 333 6 330
8- 9 23 0 23 265 3 268 1 0 1 289 3 29
PM
3- 4 11 2 16 304 9 313 8 1 9 326 12 338
4- 5 22 0 22 423 4 427 9 0 9 454 4 45[
5- 6 17 0 17 553 2 555 10 0 10 580 2 58 J!
n
PASSENGER
94
97.9%
1957
98.9%
31
88.6%
BOTH
96
4.6%
1978
93.8~o
35
1. 7%
2082 0
98.7%
27
1.3"" D
2109
100.0% 0
TRUCK
7.
21
1.1%
4
11.4%
2.1%
DIRECTION OF TRAVEL
EASTBOUND
HOUR LEFT THRU RIGHT TOTAL L
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM 2-~
c
6- 7 9 0 9 1 0 1 11 0 11 21 0
7- 8 39 2 41 11 0 11 19 0 19 69 2 7L
2 I
8- 9 26 1 27 3 0 3 17 1 18 46 1L
pr1
3- 4 43 6 49 21 1 22 10 1 11 74 8 82
1- 5 57 1 58 17 1 18 16 0 16 90 2 l;q
5~ 6 63 0 63 33 0 33 24 0 24 120 0
n
PASSENGER 237 86 97 420 0
96.05'" 97.7% 98.05'" 96.8%
TRUCK 10 2 2 14
4.0% 2.35'" 2.0% 3.2% D
BOTH 247 88 99 434
56.9% 20.3% 22.8% 100.0% 0
117 0
U
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A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUMMARY
CLIENT
LOCATION
DATE
CLARIAN HEALTH
103RD STREET & COLLEGE AVENUE (02)
OCTOBER 16, 2002
DIRECTION OF TRAVEL
SOUTHBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
6- 7 5 0 r: 141 0 141 11 0 11 157 0 IS7
J
7- 8 10 2 12 434 9 443 31 2 33 475 13 488
8~ 9 8 0 8 381 9 390 38 0 38 427 9 436
PM
3- 1 IS 1 16 250 5 255 18 2 20 283 8 291
<1~ 5 20 1 21 325 2 327 61 0 64 409 3 412
5- 6 22 0 22 360 0 360 47 0 47 129 0 129
PASSENGER
80
95.2%
1891
98.7%
209
98.1%
2180
98.5%
TRUCK
25
1. 3%
<1
4.8?.-;
33
4
1 . 9?"
1. 5%
BOTH
84
] . g?o
1916
86.6%
213
9.6%
2213
100.0%
DIHECTION OF TRI;VEL
HESTBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS 'm U CK BO'J'H Pi),SS 'I'H UCK BOTH PASS TRUCK BOTH PASS TRUCK B01'!-l
AM
6~ 7 II 0 11 16 0 16 10 (} 10 37 0 37
7- 8 22 1 23 21 1 22 16 0 16 59 2 61
8~ 9 18 0 18 9 0 9 7 0 7 34 () 34
PJ'v1
]- 4 6 1 7 4 0 4 10 0 10 20 1 21
4- c- 10 1 11 10 1 11 9 0 9 29 /. 31
-J
5- 6 13 0 13 10 0 10 8 0 g 31 0 31
'--.
PASSENGER 80 70 60 210
96.4% 97 .2% 100.0% 97.7%
TRUCK 3 2 0 5
3. 6?o 2.8% O. 0% /..39"
BOTH 83 72 60 215
38. 6~; 33. <:,0 27. 9% 100 .O%-
.. '"
118
Short Report
Page] []
SHORT REPORT U-
General Information Site Information
~nalyst RMB Intersection College Ave. & 103rd Street 0
~gency or Co. A&F Engineering Area Type All other areas
Date Performed 11/1/02 Jurisdiction Carmel
Irime Period AM Peak Analysis Year Existing n_
Volume 'and TiminQ Input ~r
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT/ i
Num. of Lanes 0 1 0 0 1 0 1 1 0 1 1 o l.J
Lane group LTR LTR L TR L TR n
Volume (vph) 34 9 21 80 34 23 25 357 3 7 499 491 1-
:..
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5-'
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0,90 0.90 0.90 0.90
CO-
V\ctuated (PJ(\) A A A A A A A A A A A AI I
Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 b.f
Ext. eft. qreen 2.0 2.0 20 2.0 2.0 2.0
~rrival type 3 3 3 3 3 3 I i
Urlit Extension 3.0 3.0 30 30 3.0 3.0 U-
Ped/Bike/RTOR Volume 0 5 0 5 0 0 0 12
Lane Width 120 12.0 10.0 120 1QO 12.0 I I
Park ing/GrLlde/Par king N 0 N N 0 N N 0 N N 0 N U-
Parking/hr n-
Bus slopsihr 0 0 0 0 0 0
Unit Extension 30 3.0 3.0 30 3.0 3.0 I..J
Phasinq EW Perm 02 03 04 NS Penn 06 07 08 11
Timing G= 150 G= G= G= G= 35.0 Goo G= Goo I [
Y =' 5 y= Y= y= Yoo 5 y= y= y=
Duration of Analysis (.hrs):= 025 Cvcle Lenqth C = 600
Lane Group Capacity, Control Delay, and LOS Determination I [
EB WB NB 5B
ll,dj. flow rate 66 117 28 400 8 595 n
Lane group cap. 345 345 342 1054 487 1045 U-
!vie ratio 0.19 0.43 008 038 0.02 0.57
Green ratio 0.25 025 0.58 058 0.58 058 -n'
Unit delay d 1 17.7 18.9 55 6.7 53 7.8
Delay factor k 0.11 0.11 0.11 o 11 0.11 0.16 n
Irlcrern. delayd2 0.3 0.8 0.1 0.2 0.0 0.7 U.,
I
PF factor 1.000 1.000 1.000 1.000 1.000 1.000 n
Control delay 18.0 19.7 5.6 69 5.3 8.5 U
Lane group LOS B B A A A A
Apprch delay 18.0 19.7 6.8 8.5 I I
Approach LOS w
B B A A
Intersec delay 98 Intersection LOS A n
SAM>! n
flCS.'0001 \1
C()P:Tl~h' <{:) 200n Un,vl'l5iry l,f F10. id" ,,\11 Rigl", Rescncd
Vcr<;10n LJ
119
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ii] e :lie :\\VIN DOWS\TEMP\s2k 7 337 .TM P
U Shon Report
Page 1 of.
o
'-:;-p M <; f
SHORT REPORT
General Information Site Information
Analyst RM8 Intersection College Ave. & 103rd Street
Agency or Co. A &F Engineering p,rea Type All other areas
Date Periormed 11/1/02 ~urisdiction Carmel
Time Period PM Peak fAnalysis Year Existing
Volume and Timinq Input
EB WB NB SB
LT TH RT LT TI-I RT LT TI-I RT LT TH RT
Nurn. of lanes 0 1 0 0 1 0 1 1 0 1 1 0
Lane group lLTR LTR L TR L TR
Volume (vph) 80 34 23 15 12 11 19 578 11 26 394 52
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 090 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Actuated (PIA) A A A A A A A A A A A A
Startup lost lime 20 2.0 2.0 2.0 2.0 2.0
Ext. elf. qreen 2.0 2.0 2.0 2.0 2.0 2.0
Arrival type 3 3 3 3 3 3
Unit Extension 30 3.0 3.0 3.0 3.0 30
PedfBike/RTOR Volurne 0 5 0 2 U 2 0 13
lane Width 12.0 12.0 10.0 12.0 10.0 120
ParkingK;rade/Parking N 0 N N 0 N N 0 N N 0 N
Parking/hr
Bus ~;lops/hr 0 0 0 0 0 0
Unit Extension 3.0 3.0 3.0 3.0 3.0 30
Phasing EW Perm 02 03- 04 NS Perm 06 07 08
Timing G= 15.0 G= G= G= G= 35.0 G= G= G=
y= 5 y= y= y= y= 5 y= y= y=
Duration of Analysis ~) = 025 Cycle Lenglh C = 60.0
Lane Group Capacity, Controi Delay, and LOS Determination
EB WB NB SB
ltIdJ flow rate 147 40 21 652 29 181
Lane group cap. 352 378 425 1053 303 1041
iv/c ralio 0.42 0.11 0.05 0.62 0.10 0.46
Green ratio 0.25 0.25 0.58 058 0.58 0.58
Unl!. delay d 1 18.8 173 5.4 82 5.5 7.1
Delay faclor k 0.11 0. 11 0.11 0.20 0..11 0.11
Inerem, del<clY d2 0..8 0..1 0.0 1 1 0.1 0.3
PF factor 1000 1. 000. 1000 1000 1.000 1000
Conlrol delay 19.6 17.5 54 93 57 7.5
Lane 9rouP LOS B B A A A A
(I,pprch. del8Y 196 175 9.2 74
Approilch LOS B B A A
Ifller~ec. delay 9.9 Inlerseclion LOS A
-.
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120
] 117/02
Short Reporl
Page] oQ
_I:) II /l,1 S '--' r1
SHORT REPORT W
General Informatipn Site Information
i\mlysl RMB Intersection College Ave. &103rd Street 0
A.gency or Co. A&F Engineering Area Type AIf other areas
Date Periormed 11/1/02 Jurisdiction Carmel
Time Period AM Peak Analysis Year Exisfjng + Proposed D
Volume and Tirninq Input
EB WB NB SB RTU
LT TH RT LT TH RT LT TI-I RT LT TH
Num. of Lanes 0 1 0 0 1 0 1 1 0 1 1 0
Lane group LTR LTR L TR L TR n
Vofume (vph) 34 9 2.1 80 34 23 25 361 3 7 510 49 L r
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 iJ90 0,90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90,-,
Actuated (PIA) A A A A A A A A A A A A I r
Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 ~
Ext. eff. green 2.0 2.0 2.0 2,0 20 2.0 r-I.
Arrival type 3 3 3 3 3 3 U
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0
F'ed/Bike/RTOR Volume 0 5 0 5 0 0 0 12
'--'.
Lane Width 12.0 12.0 10.0 12.0 10.0 12.0 II
Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 NU
Par kinglhr n
Bus stops/hr 0 0 0 0 0 0 I [
Unil Extension 3.0 3.0 3.0 3.0 3.0 3.0
Phasinq EW Perm 02 03 04 NS Perm 06 07 08 l1
[Timing G= 150 G= G= G= G= 35.0 G= G= G=
Y= 5 y= y= Y= Y= 5 y= y= y=
Duration of Analysis (hrs) .:: 0.25 Cycle Lenqth C = 60.0 n
Lane Group Capacity. Control Delay. and LOS Determination I r
EB WB NB SB
Adj flow rate 66 147 28 404 8 608 n_
Lane group cap. 345 345 333 1055 484 1045 U
vie ratio 0.19 043 0.08 038 0.02 0.58 n-
Green ralio 0.25 025 0.58 0.58 0.58 0.58
Unit. delClY d1 17.7 18.9 5.5 6.7 5.3 7.9
Delay factor k 0.11 0.11 011 0.11 011 0.17 U
Increm. delay d2 03 0.8 0.1 0.2 00 08
PF faclor 1.000 1000 1.000 1.000 1.000 1.000 n
Control delay 180 19.7 56 6.9 5.3 8.7 U-
Lane group LOS f3 B A A A A
Apprch uel3Y 18.0 19.7 6.9 8.7 11
Approach LOS B B A A
Intersec. delay 98 Intersection LOS A
-----~-_.
iiC5.'O(i(JIM
Ce,p"Tirhr 'D ~ooo UnjYrJsity of Fk.'fida, }\U Rlghls. Rt:~~t'ned
V~],.iooD
121
D
} In/O:
fi 1 e://C: \\V I NDOWS\'TEMP\s2k 80D9.fl'vlP
U Short Report
u
SHORT REPORT
General Information Site Information
Analyst RMB Intersection College Ave. & 103rd Street
Agency or Co. A&F Engineering Area Type All other areas
Date Performed 11/1/02 Jurisdiction Carmel
Time Period PM Peak Analysis Year Existing + Proposed
Volume and Timin~ Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
NUfJl. of Lanes 0 1 0 0 1 0 1 1 0 1 1 0
.
Lane group LTR LTR L TR L TR
Volume (vph) 80 31 23 15 12 11 19 592 11 26 399 52
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Actuateo(P/A A A A A A A A A A A A A
Startup lost lime 2.0 2.0 20 2.0 2.0 20
Ext. etf qreen 20 20 2.0 2.0 20 2.0
Arrivallype 3 3 3 3 3 3
Unit Exlension 30 30 3.0 30 30 3.0
Ped/Bike/RTOR Volume 0 5 0 2 0 2 0 13
Lane Width 12.0 120 10.0 120 10.0 120
Par king/GradeiParkinl] N 0 N N 0 N N 0 N N 0 N
Parklng/hr
Bus slops/hr 0 0 0 0 0 0
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0
Phasinq EW Perm 02 03 04 NS Perrll 06 07 08
Tuning G= 15.0 G= G= G= G= 35.0 G= G= G=
y= 5 y= y= y= y= 5 y= y= y=
Duration of Analysis (hrs) = 025 Cicle Length C = 60.0
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
AdJ. flow rate 117 10 21 66/3 29 486
Lane group cap. 352 378 121 1053 292 1042
vlc ratio 0.42 0.11 (J05 063 010 0.47 ..
C;reen ratio 025 0.25 0.58 058 0.58 0.58
Unit. delay d 1 188 17.3 5.4 /L, 5.5 7.2
Del<JY factor k 0,11 0./1 0. t 1 0.21 0./1 0./1
Increm. delay d2 08 0.1 0.0 1.3 0.1 0.3
PF foctor 1000 1.000 1,000 1.00.0 1.000 1.0.00
Control delay 19.6 17.5 5.4 9.5 5.7 7.5
Lcme group LOS B B A A A A
Apprch delay 19.6 17. 5 94 7.4
Approach LOS B B A A
Intersec. delay 100- Interseclion LOS A
~--- U~__
Page 1 of]
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CC'PY1'lghl <(.l2000 UiJil,tI~il::'- or rkt~ilb, idlRighrs Hc;:...e('l.:ed
Version 4_1 [
U fiJe://C:\WINDO\VS\TEMP\s2kD10ATJvlP
122
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Page 1 {}
--,. -'
SHORT REPORT U-
General Information Site Information
Analyst RMB Intersection College Ave_ & 103rd Street 0
Agency Of Co. A&F Engineering V\rea Type All other areas
Date Performed 1111102 ~urisdjclion Carmel
Time Period AM Peak IAnalysis Year Year 2012 11
Volume and Timin~ Input I...r
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RTi r
Num. of Lanes 0 1 0 0 t 0 1 1 0 1 1 aU
Lane group LTR LTR L TR L TR n_
Volume (vph) 35 9 22 82 35 24 2(? 446 :J 7 624 501 L
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0.90 0.90 0.90 .iJ90 0.90 0.90 0.90 0.90 0.90 0.90 090 0.90
Actuated (P/A) A A A A A A A A A A A A n-
Startup lost time 20 2.0 2.0 2.0 2.0 20 I-r
Exl eft. qreen 20 2.0 2.0 2.0 2.0 2.0
Arrival1vpe 3 3 3 3 3 3 I I.
Unit Extension 3.0 3.0 30 30 30 3.0 U
PedfBike/RTOR V61unie 0 5 0 6 0 0 0 12
Lane Width 120 12.0 100 12.0 100 12.0 I I
Pa rk ing/Grade/Parking N 0 N N 0 N N 0 N N 0 N W-
Parking/hr n-
Bus slops/hr U 0 0 0 0 U
Unit Extension 30 3.0 30 3.0 3.0 30 ~r
Phasinq EW Perm 02 03 04 NS Perm 06 07 08 11
Timing Goo 150 G= G= G= G= 35.0 G= G= G= I 1-
y= 5 y= .y= Yoo y= 5 y= y= Y= 1a..J-
DurLltion of An31ysis (hrs) = U 25 leycle Length C = 60.0
lane Group Capacity, Control Delay, and LOS .Determination 11
EB WB NB SB k.r
Adj flow rate 68 150 29 499 8 735 n.
Lane group cap. 343 344 247 1055 411 1046 U
wlc ratio 0.20 0.44 0.12 0.47 0.02 0,70
(;reen ratio 0.25 0.25 0.58 0.58 0.58 0.58 \ [
~
Unif delay d1 17. 8 18.9 5.6 7.2 5.3 8.8
Delay factor k 0.11 011 0.11 0.11 Q.11 0.27 n_
Incrern. delay <.12 0.3 09 0.2 0.3 0.0 2.1 U
PF factor /.000 1.000 1.000 1000 1.000 1.000 n
Control delay 18.0 .198 5.8 7.5 53 110 U
Lane group LOS B B A A A B
iApprch delay 18.0 19.8 7.4 10.9 I l
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B A
Inlersec. delay 10.9 Intersection LOS B n
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SHORT REPORT
General Information Site Information
Analyst RMB Intersection CoJlege Ave & 103rd Street
Agency or Co. A&F Engineering fA.rea Type /1./1 other areas
Dale Perlormed 11/1/02 ~urisdiction Carmel
Time Period PM Peak ~nalysis Year Year 2012
Volume and Timing Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num. of Lanes 0 1 a 0 1 0 1 1 0 1 1 0
L:me group LTR LTR L TR L TR
VDlume (vph) 82 35 24 15 12 11 19 723 11 27 493 53
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 0,90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90
Actuated (PIA A A A A A A A A A A A A
Startup lost time 2.0 2.0 2.0 20 2.0 2.0
Ex! eft. qreen 2:0 20 2.0 2.0 2.0. 2.0.
Arrival type 3 3 3 3 3 3
Unit ExtenSion 3.0 3.0 3.0 3.0 30 3.0
Ped/Bike/RTOR Volume 0 6 0 2 a 2 0 13
Lane Width 12.0 12.0 100 12.0 10.0 120
Park,ng/l:; racle/Par king N 0 N N 0 N N 0 N N 0 N
Parkingihr
Bus slops/hr 0 0 0 0 0 0
Unit Extension 3.0 3.0 3.0 3.0 30 3.0
Phasinq i::: W Perm 02 03 Otl NS Perm 06 07 08
Timing G= 15.0 Goo G= G= G= 35.0 G= G= G=
Y= 5 Y= y= y= y= 5 y= yoo yoo
Ouralion of AnalYSIS (hrs) oo Q.25 Cycle Length C :: 60.0.
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB 5B
Adj. flow rate 150. 40 21 813 30 592
Lane group cap 352 378 344 1053 196 1044
vIe ratio 0.43 () 11 (JOG 077 0.15 0.57
GI een ratio 0.25 0.25 0.58 0.58 0.58 0.58
UnlL delay d 1 18.9 17. 3 5A 9.5 5.7 7.8
Delay factor k 0.11 0.11 0.11 0.32 0.11 0.16
Increm. delay d2 0.8 0.1 0.1 3.6 0.4 OJ
PF factor 1000. 1.000 1000 1000 1.00.0 1.00.0
Control delay 19.7 17.5 5.5 13.1 6.1 8.5
Lane 0rouP LOS B B A B A A
Apprch delay 19.7 17.5 129 8.4
Appro,3ch LOS B B B A
Inlersec. delay 11.9 Intersection LOS B
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SHORT REPORT
General Information Site Information
Analysl TSV Inlersectiun College AVe. &103rd Street 0
Agency or Co. A&F Engineering Area Type AIf other areas
D<lle Performed 11/6/02 Jurisdiction Carmel
Time Period AM Peak Analysis Ye3r Yr 2012 + On 11
' J
Volume and TiminQ Input Lf
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH Rfl
Num. of Lanes 0 1 0 0 1 0 1 1 0 1 1 olf
Lane group LTR LTR L TR L TR
.------,
Volume (vph) 35 9 22 82 35 24 26 450 3 7 635 50: r
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5 1-.r
PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 090 0.90 0.90 0.90
Actuated (PIA A A A A A A A A A A A AI r
Stal\Up lost time 2.0 2.0 2.0 2.0 2.0 2.0 U-
Ext. eft. qreen 2.0 2.0 2.0 2.0 2.0 2.0
Arrival type 3 3 3 3 3 3 n
Unit Extension 30 3.0 3.0 3.0 3.0 30 U-
Ped/Bike/RTOR Volume 0 5 0 6 0 0 0 12
L<.me Width 12.0 12.0 10.0 12.0 100 120 n
Park ingfGrade/Parki ng N 0 N N 0 N N 0 N N 0 NU-
Parkingfhr
Bus stopsfhr 0 0 0 0 0 0 [J
Unit Extension 3.0 3.0 3.0 3,0 3.0 3.0
Phasinq EW Perrn 02 03 04 NS f~erm 06 07 08 r-'l_
Timing G= 15.0 G= G= G= G= 35.0 G= G= G= I L
y= 5 y= y= Y= y= 5 y= y= y= U
DLJration of Analysis (hrs) 0:: 0.25 Cycle LenC]th C = 600
Lane Group Capacity, Control Delay. and LOS Determination u-
EB WB NB SB
Adj, flow rate 68 150 29 503 8 748 n
Lane group cap, 343 344 239 1055 408 1046 - U
Iile ratio 0.20 ()44 0.12 0.48 0,02 0.72 .
Green ratio 0.25 0.25 0.58 058 0.58 0.58 I I
Unif. delay dl 18.9 5.3 89 ~I
17.8 56 7.2
Delay factor k 0.11 011 011 0.11 0.11 0.28 D
rncrern delay d2 0.3 0.9 02 0.3 0.0 21
PF factor 1. 000 1,000 1000 1.000 ' 1. 000 1.000
!control delay 180 198 5.8 7.6 53 11.3 n-
Lane group LOS B B A A A B
V\pprch delay 180 198 7.5 11.2 0
V-\pproach LOS B B A B
IntersE'c. delay 11. 1 In1ersection LOS B
-
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SHORT REPORT
General Information Site Information
A.nalyst TSV Intersection College Ave. & 103rd Street
I\gency or Co. A&F Engineering Area Type AU other areas
Date Performed 1//6/02 Jurisdiction Carmel
ime Period PM Peak Analysis Year Yr 2012+ pD
Volume and Timing Input
EB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Num of Lanes 0 1 0 0 1 0 1 1 0 1 1 0
Lane group TR LTR L TR L TR
Volume (vph) 82 35 24 15 12 11 19 737 11 27 498 53
% Heavy veh 5 5 5 5 5 5 5 5 5 5 5 5
PHF 090 090 0.90 090 090 090 0.90 090 0.90 0.90 0.90 090
Actuated (PiA) A A A A A A A A A A A A
t>tartup lost time 20 20 20 20 20 2.0
Ex!. eft. green 2.0 20. 2.0 20. 2.0 2.0.
Arrival type 3 3 3 .3 .3 3
Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0
PedJBikeJRTOR Volume 0 6 0 2 a 2 a 13
Lane Width 120. 12.0 10.0 120 lOa 12.0.
ParkingJG radeiParking N a N N 0 N N 0 N N 0 N
Parking/hr
Bus stops/hr 0 0 0 0 0 0
UnIt Exlension 3.0 30 30 30 3.0 30
Pha5inq EW Perm 02 03 04 NS Perm 06 07 08
G= 15.0 G= G= G= G= 350 G= G= G=
lining y= 5 Y= y= y= y= 5 y= y= y=
Dl)r~ltion of An31ysis (hrs) = 025 Cycle Len'llh C = 60.0
Lane Group Capacity, Control Delay, and LOS Determination
EB WB NB SB
lAUj novv reltc 150 40 21 829 30 597
Lane group C;;lp. 352 378 341 10.53 185 1044
Iv/e ratio 0.13 011 '00.6 0.79 0..16 0.57
Green ratio 025 025 0..58 0.58 0.58 058
Unif. delay d 1 18.9 11. :3 5.4 90 58 7.8
Delay factor k 0..11 0.11 0.11 033 0.11 0.17
fncrem delay d2 08 0.1 0.1 4.1 0..4 0.8
r'F factor 1.0.0.0. 1.0.0.0. 1.0.0.0. 1.00.0. 1.00.0. 1.0.00.
Control delay lD.7 17. 5 55 13.7 6.2 8.6
Lane group LOS B B A B A A
Apprch. delay 19.7 17.5 135 8.5
Approach LOS B B B A
fntersec delay 123 !rllersection LOS B
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CLARJAN HEALTH - NORTH HOSPITAL
TRAFFle lM:PACT ANALYSIS
.,._\ ~. .~~~.,.~.. ~-<_~ ~ '. "." - _ -'!t.". ~~ o~ ...1>'.;:.:_.: ~ ~,' '""c ..... _ I'-'~~ ~ - ;~"Mli -::~' a ,,' N' j
COLLEGE AVENUE & }lENNSYL V AN1A P ARK\V A Y
INTERSECTION DATA
TRAFFIC VOLUIVIE COUNTS
i\ND
CAPACITY ANALYSES
127
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A & F ENGINEERING CO., INC.
TRAFFI C VOLlJI'vlE SUMMARY
CLIENT
LOCATION
DATE
CLARIAN HEALTH
COLLEGE AVENUE & PENNSYLVANIA PKWY (03)
OCTOBER 23, 2002
PEAK HOUR DATA
I
PM PEAK I
HR BEGIN 4:30 PM !
L T R TOT I
I
67 594 661 I
19 197 216 I
400 3 403 I
I
AN PEAK
HR BEGIN "1 : 30 AJ'1
L T R TOT
OFF PEAK
L
T R
T()T
NORTHBOUND
EASTBOUND
r:;;o UTH BOUND
129 277 406
4 140 144
415 14 429
HOUR Sm,1M,nJ<Y
HOUR NB SB NB+SB EB TOTAL
- AM -
5- 7 120 156 276 12 288
7- 8 355 381 736 116 857.
B- 9 370 338 708 68 776
- PM -
J- 4 366 7..53 619 94 713
4- 5 514 342 856 164 1020
5- 6 617 379 996 175 1171
TOTAL 2342 1849 4191 629 4820
48.6% 38.4% 87.0% 13.0% 100.0%
- At., PEAl< VOLUl'1ES -
15-MIN 108 .1 21 54
HOUR -JOG .129 144
PHF 0.94 0.89 0.67
- PM PEAK VOLUTvlES -
15-MIN 193 111 64
HOUR 6.7:!. 403 216
PHF 0.87 0.91 0.8'1
128
TRAFFIC VOLUME SUMMARY
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A & F ENGINEERING CO., INC.
CLIENT
LOCATION
DATE
CLARIAN HEALTH
COLLEGE AVENUE & PENNSYLVANIA PKWY (03)
OCTOBER 23, 2002
DIRECTION OF TRAVEL
NORTHBOUND
HOUR LEFT THRU RIGHT TOTAL U
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH:
AM OJ
6- 7 32 0 32 88 0 88 120 0 120
)- 8 105 1 106 246 3 249 351 4 350
8- 9 104 0 104 262 4 266 366 4 37
PM
]- 4 41 2 43 314 9 323 355 11 366
4- 5 54 1 55 447 12 459 501 13 SI[
5- 6 57 0 57 553 7 560 610 7 61
n
PASSENGER 393 1910 2303 0
99.0% 98.2% 98.3%
TRUCK 4 35 39
1.0%: 1. 8% 1.7% 0
BOTH 397 1945 2342
17.0% 83.0% 100.0"6 0
DIRECTION OF TRAVEL EASTBOUND
HOUR LEFT THRU RIGHT TOTAL L
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM U
6- 7 0 0 0 11 1 12 11 1 .-'. 12
7~ 8 1. 1 2 114 0 114 115 1 116..,
8- 9 3 0 3 63 2 55 66 2 5LJ
PM
]- 4 13 0 13 78 3 81 91 3 94
4- 5 19 0 19 143 2 145 162 2 16[
5- 5 1.4 0 14 161 ,0 161 175 0 17
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n
PASSENGER
50
98.0%
'TRUCK
1
2 . O~o
570 620 0
98.6% 98.6%
8 9
1. 4 % 1. 4% 0
578 629
91 . 9% 100.0% 0
129 0
BOTH
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TRAFFIC VOLUME Srn~MARY
CLIENT
LOCATION
DATE
CLARIAN" HEALTH
COLLEGE AVEN1JE & PENNSYLVANIA PKWY (03)
OCTOBER 23, 2002
DIRECTION OF TRAVEL
SOUTHBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH 'PASS TRUCK BOTH PASS TRUCK BOTH
AJ'.1
6- 7 142 1 143 13 0 13 155 1 156
7- 8 362 5 367 14 0 14 376 5 381
3- 9 318 8 326 11 1 12 329 9 338
PM
3- 4 240 10 250 3 0 3 243 10 253
4 - 5 335 4 339 3 0 3 338 4 342
5 - 6 372 4 376 3 0 3 375 4 379
PASSENGER 1769 47 1816
98.2% 97.9% 98.2%
TRUCE 32 1 33
1.8% 2. J~.; 1 . 8~o
BO'J'H 1801 48 1849
97.4% 2.6% 100.0%
130
Two-\Vay Stop Control
P3ge 1 []
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TWO-WA Y STOP CONTROL SUMMARY LJ"
General Information Site Information n
Analyst RMB Intersection College Ave. & Penn. parkw&J-
Agency/Co A&F Engineering Jurisdiction Carmel
Date Performed 11/1/02 Analysis Year Existing
Analysis Time Period AM Peak n_
Project Description Clarian Heat/h LJ
EasUVVesl Stree!: Penn. Parkway North/South Street College Avenue
Intersection Orientation: Nor1h-South IStudy Period (hrs): 0.25 r-l
Vehicle Volumes and Adjustments U'
Major Street Northbound Southbound
Movement 1 2 3 4 5 6 n
L T R L T R L r
Volume 129 277 0 0 415 14
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 n
Hourly Flow Rate, HFR 143 307 0 0 461 15 I r
Percent Heavy Vehicles 5 - - 0 -- --
Medipn Type Undivided n
RT Channelized 0 0 I i
Lanes 1 1 0 0 1 1
Configuration L T T R n.
Upstream Signal 0 0 I ~
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12 11_
L T R L T R I
lVolume 0 0 0 4 0 140
Peak-Hour Factor, PHF 0.90 0.90 0.90 090 090 090
,-----"
Hourly Flow Rate, HFR 0 0 0 4 0 155 I l
Percent Heavy Veh.lcles 0 0 0 5 0 5 u
Percent Grade (%) 0 0
,...,.
Flared Approach N N I l
Storage (} 0 b..J
RT Channelizeu () 0 n
Lanes 0 0 0 1 0 1 I [
Configuration L R
Delay, Quem~ Length, and Level of Service n
Appro3ch NB SB Westbound Eastbound l r
Movement 1 4 7 8 9 10 11 12
Lane Configuration L L R n.
v {vph) 143 4 155U
C (m) (vph) 1071 214 591
vie 0.13 0.02 0.26; r
95% queue length 0.46 006 T. 04W'
Conlrol Delay (J9 221 132"
LOS A C B I [
Approach Delay -- -- 13.4
!'.,pproc.JCh LOS -- n B
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
l'l,nalyst RMB Intersection College Ave & Penn. Parkway
I\gency/Co. A&F Engineering iJurisdiction Carmel
Date Performed 11/1102 !An3lysis Year Existing
Analysis Time Period PM Peak
Project Description Clarian Health
EastlWesl Street: Penn Parkway North/South Street: College A venue
Intersection Orientation: North-South IStudy Period (hrs): 0.25
Vehicle Volumes and Adjustments
Maior Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 67 594 0 0 400 3
Pe<Jk-Hour F<:lclor, PHF 0.90 090 090 0.90 0.90 0.90
Hourly Flow Rale, HFR 71 660 0 0 444 3
Percent Heavy Vehicles 5 -- -- 0 -- -
MediCln Type Undivided
RT Channelized 0 0
Lanes 1 I 0 0 1 . 1
Configuration L T T R
Upstream Siqn<ll 0 ()
Minor Street Westbound Eastbound
Movernenl 7 3 9 10 11 12
L T R L T R
Volume 0 0 0 19 0. 197
Peak-Hour Factor, PHF 0.90 0..90 0.90 0.90 0.90. 0.90 i
Hourly Flow Rate, HFR 0 a a 21 0. 218 .
Percent Heavy Vehicles 0 0. 0 5 0 5 ~
Percerl! GrClde eA)) 0 0. i
FIC3red Approach N N i
Stor3ge U 0 i
RT Chi'lnnelized 0 0
Lanes 0 a 0 1 0 1
Configuration L R
Deiav, Queue Lerl~1th, and Level of Service
Approach /'JB SB Westbound Eastbound
Movement 1 4 7 [\ 9 10 11 12
Lane Configuration L L R
v (vph) 74 21 218
C (rn) (vph) 1098 175 608
vIe 0.07 0..12 036
95% queue length 0.22 0.40 1.62
Control Delay 8.5 28.4 142
LOS A 0 B
!\pproClch Defay n -- 15.4
fAprroach LOS - -- C
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TWO-WA Y STOP CONTROL SUMMARY U'
General Information Site Information n
V'\nCllyst RMB Intersection College Ave. & Penn ParkwtJ
Agency/Co. A&F Engineering Jurisdiction Carmel
Date Performed 11/1/02 Analysis Year Existing+Proposed
Analysis Time Period AM Peak n
Project DesGription Clarian f-/ealth lJ
EastlWest Street Penn. Parkway NorthfSouth Street: College Avenue
Intersection Orientation: North~SolJth IStudy Period hrs): 0.25 n-
Vehicle Volumes and Adjustments LJ
Major Street Northbound Southbound
Movement 1 2 3 4 5 6 n
L T R L T R U-
Volume 152 277 0 0 415 25
Pea~-Hour Factor, PHF 090 0.90 0.90 0.90 0.90 0.90 n
Hourly Flow Rate, HFH 168 307 0 0 461 27 L r
Percent Heavy Vehides 5 n n 0 -- - .
Median Type Undivided [}
RT Channelized 0 0
Lanes 1 1 0 0 1 1
Configuration L T T R n
Upstream Signal 0 0 I [
Minor Street Westbound Easlbound
Movement 7 8 9 10 11 12 n~
L T R L T R
Volume 0 0 0 8 0 147
Peak-Hour F3Clor, PHF 090 0.90 0.90 090 0,90 0.9.0 11_
Hourly Flow Rate, HFR 0 0 0 8 0 163 I
Percent Heavy Vehicles 0 0 0 5 0 5
Percent Grade (0/0) 0 0 11
Flared Approach N N I[
Storage 0 0 -
RT Channelized 0 0 n
Lanes 0 0 0 1 0 1 . l r
Configur3tiofl L Ro
Delay, Queue Length, and level of Service D-
Approach NB SB Weslbound Eastbound
Movemenl 1 4 7 8 9 10 11 12
Lane Configuration L L R n
v (vph) 168 8 163 W~
C (rn) (vph) 1060 194 594 i
~
'!vlc 0.16 0.04 0.271 I
95% queue length 056 0.13 1.11 ~
ContrQI Delay 90 24.4 /3.3_n
LOS A C B l
V'\ppro;;!ch Delay -- -- 13.9
!Approach LOS n B n
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Version 4.1(
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U Two-Way Stop Control
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TWO-WA Y STOP CONTROL SUMMARY
General Information Site Information
Analyst RMB Intersection College Ave. & Penn. Parkway
Agency/Co. A&F Engineering Wurisdiction Carmel
Date Performed 11/1/02 V\n3lysis Yerlr Existing + Proposed
Analysis Time Period PM Peak
Project Description Clarian Health
EasllWest Street: Penn. Parkway North/South Street: Colleqe A venue
Inlersection Orientation: North-South IStudy Period (hrs}: 0.25
Vehicle Volumes and Adjustments
Major Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 77 594 0 0 400. 8
Peak~Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 85 660 0 0 441 8
Percent I-Ieavy Vehicles 5 -- -- 0 -- u
Median Type Undivided
RT Channelized 0 0.
Lanes 1 1 0 0 1 1
Configuration L T T R
Upstream Signal 0 0
Minor Street Westbound Eelstbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 0 0 0 33 0 225
Peelk-Hour Feldar, PHF 0.90 090 0.90. 0.90 0.90 0.90
Hourly Flow Rate, HFR 0 0 0 36 a 250
Percent Heavy Vehicles 0 0 0 5 a 5
Percent Grade (%) a 0 I
f- Jared Approach N N
Storage 0 0
RT Channelized 0 0
Lanes 0 0 0 1 0 1
Configuration L R;
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eas\bound
Movernenl 1 4 7 3 9 10 11 12
Lane Confi9uration L '- R
v (vph) 85 36 250
C (m) (vph) 1093 168 608
vie 0.08 011 0.41
. 95% queue length 025 018 2.01
Control DelelY nfj 32.2 15. 0-
LOS A 0 B
i\pproach Delay -- -- 17. 2
Approach LOS -- .- C
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134
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Two-Way Stop Control
Page 1 11
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TWO-WA Y STOP CONTROL SUMMARY Lf
General Information Site Information n
IAnalyst RMB Intersection College Ave. & Penn. parkwc!J-
~gency/Co. A&F Engineering Jurisdiction Carmel
Date Performed 11/1/0.2 Analysis Year Yl2ar 20.12
V';nalysis Time Period AM Peak n
Project Description Clarian Health U-
East/West Street: Penn. Parkway North/South Street College Avenue
Intersection Orientation: North~South Study Period hrs): 0..25 n-
Vehicle Volumes and Adjustments U-
Major Street Northbound Southbound
Movement 1 2 3 4 5 6 \ I
L T R L T R Lf
Volume 132 346 a 0 519 14
Peak-Hour Factor, PHF 0.90. 090 0.90. 0.90 0.90. 0..90 n
Hourly Flow Rate, HFR 146 384 a a 576 15 L 1-
Percent Heavy Vehicles 5 -- -- a u --
Median Type Undivided n
RT Channelized 0 a lJ
Lanes 1 1 0 a 1 1
Configuration L T T R fr
Upstream Signal 0. a
Minor Street Westbound Eastbound I
Movement 7 IJ 9 10 11 12. ,
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L T R L T R
Volume a a a 4 0. 144
Peak-Hour Factor, PHF U9.o 0.90. 090 0.90 0.90 0..90. n
Hourly Flow Rate, HFR 0 a 0. -1 0 160 II
Percent Heavy Vehicles 0 a 0. 5 0 5
Percent Grade (%) 0 a n
Flared Approach N N II
Storage 0 0
RT Channelized 0 0 n
Lanes a 0 0 1 a 1 "" U
Configuration L R,
Delay, Queue lenqth, and level of Service n
~pproach NB SB Westbound Eastbound LJ
Movement 1 4 7 8 9 10 11 12
Lane Configuration L L R I ]
v (vph) 146 4 160 U
C {rn) (vph) 970 160 511
,.-,
vIe 0.15 0.03 0.31 I I
95% queue length 0.53 0.08 133 '-'
Control Delay 9.4 281 15.2 I
LOS A 0 c I
Aprlroach Delay - -- 15.5
If\pproach LOS -- - C I
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
Analyst RMB Intersection College Ave & Penn. Parkway
Agency/Co. A&F Engineering Jurisdiction Carmel
Date Performed 11/1/02 Analysis Year Year 2012
Analysis Time Period PM Peak
Project Description Clarian Health
EaslfWest Street: Penn Parkway North/South Street: Co{feoe Avenue
IntersE!ction Orientation: North-South Study Period hrs ): 0.25
Vehicle Volumes and Adiustments
Major Street Northbound Southbound
Movement 1 2 3 <1 5 6
L T R L T R
Volume 69 743 0 0 500 3
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow R<Jte. HFR 76 825 0 0 555 3
Percent Heavy Vehicles 5 n -- 0 u --
Median Type Undivided
RT Channelized 0 0
Lcmes 1 1 0 0 1 1
Configuration L T T R
Upstream Signal 0 0
Minor Street Westbound E3StboUfld
Movement 7 8 9 10 11 12
L T R L T R
iVolume 0 0 0 19 0 202
Peak-Hour Factor, PHF 0.90 090 0.90 0.90 0.90 090
Hourly Flow Rate, HFR 0 0 0 21 0 224
Percent Heavy Vehicles 0 0 U 5 0 5
Percent Grade (%) 0 0
Flared Approach N I N
!storage 0 0
RT Channelized 0 0
Lanes 0 0 0 1 0 1 c
Configuration L R."
Delay, Queue Length, and level of Service
iAppro~Kh NB SB Westbound E<Jstbound
Movement 1 4 1 8 9 10 11 12
Lane Configuration L L R I
v (vph) 76 21 224 i
I
C (m) (vph) 998 116 526
vlc 008 0.18 0.43 ,
i
95% queue length 025 0.6J 211
Control Deloy 8.9 42.8 168 i
LOS A E C
Approach Delay ~ - 19.0
ApprO~-lch LOS -- n c:
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Two- Way Stop Control
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TWO",WAY STOP CONTROL SUMMARY Lf
General Information Site Information n
Analyst TSV IntersectIon College Ave. & Penn. Parkw<U-
Agency/Co A&F Engineering Uurisdiction Carmel
Dale Performed 11/6/02 ft\nalysis Year Yr 2012 + pp
Analysis Time Period AM Peak n
Proiect Description Clarian Health Lf
EastNJest street Penn. Parkway North/South Street: College A venue
Interseclion Orientation: No/lh-Soutll IStudy Period (hrs): 0:25 {}
Vehicle Volumes and Adjustments
MajQr Street Northbound Southbound
Movement 1 2 3 4 5 6 i I
L T R L T R U-
Volume 155 346 0 0 519 25
Peak-Hour Factor, PHF 0.90 0.90 0.90 090 090 0.90 1-
Hourly Flow Rate, HFR 172 384 0 0 576 27 l -
Percent Heavy Vehicles 5 -- -- 0 -- --
Median Type Undivided n
RT Channelized 0 U IJ
Lanes 1 1 0 0 1 1
Configur8tion L T T R '}
Upstream Siqnal 0 0 I -
Minor Street Westbound Eastbound
Movernent 7 8 9 10 11 12 1-
L T R L T R I -
Ivolume 0 0 0 8 0 151
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Il
Hourly Flow Rate, HFR 0 0 0 8 0 167
Percent Heavy Vehicles 0 0 0 5 0 5 '-'
Percent C:;racle (%.) 0 0 n_
Flared Approach N N II
Storage 0 0
RT Channelized 0 0 n-
L3nes 0 0 0 , 0 1.
Configur<Jlion L R:.
Delav, Queue Length, and Level of Service n
Approach NB SB Weslbound Eastbound Lr
Movement 1 4 7 8 9 10 11 12
Lane Confrgur8liurJ L L Rn
v (vph). 172 8 167 U-
C (m) (vph) 960 143 511
,--,-
vie 0.18 0.06 0331 I
95% queue length 065 0.18 1.41
Control Delay 9.6 3.1.7 15.4,t
LOS A 0 cl
-
ApproClch Delay n -. 16.2
Approach LOS -- -- C n
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TWO-WA Y STOP CONTROL SUMMARY
General Information Site Information
Analyst TSV Intersection College Ave. & Penn. Parkway
Agency/Co. A &F Engineering Jurisdiction Carmel
Date Performed 11/6/02 Analysis Year Yr 2012 + PfJ
Analysis Time Period PM Peak
Project Description Clarian J-fealth
EastlWest Street: Penn. Parkway North/South Street Co/{ege A venue
Intersection Orientation: North-Soulh Istudy Period (his): 0.25
Vehicle Volumes and Adjustments
Major Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 79 743 0 0 500 8
Peak-Hour F<Jctor, PI.W 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 87 825 0 0 555 8
Percent Heavy Vehicles 5 -- -- 0 -- --
Median Type Undivided
RT Channelized 0 0
L<.mes 1 1 0 0 1 1
COFlfiguratiorl L T T R
Upstream Signal 0 0
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
.Jolume 0 0 0 33 0 230 I
Peak-HolJr Factor, PHF 0.90 0.90 0.90 090 0.90 0.90
Hourly FIO'.v R8te, HFR 0 0 0 36 0 255
Percent Heavy Vehicles 0 0 0 S 0 5
Percent Grade (%) 0 0
Flared Approach N N
Storage 0 0
RT Channelized 0 0
Lanes 0 0 0 1 0 1
ConfigurCltion L R ..,~ -
Delay, Queue Length, and Level of Service
Approach NB SI3 Westbound Eastbound
Movement 1 4 7 8 D 10 11 12
Lane COflfigurdtiOfJ L L R
v (vph) 87 3G 255
C (m) (vph) 994 112 526
vie 009 032 0.18
J5% queue lenqlh 029 126 2.62
Control Delay 9.0 51.7 18.1
LOS A F C
[Approach Delay -- -- 223
~pproach LOS -- -- C
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TRAme lMPAC'T ANAL YS1S
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COLLEGE AVENUE & lOIsT STREET
INTERSECTION DATA
TRAFFIC VOl,-UJ\;lE CC)lJN'fS
AND
CAPACfTY ANALYSES
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A & F ENGINEERING CO., INC.
TRAFFIC VOLUME SUMMARY
CLIENT
LOCATION
DATE
CLARIAN HEALTH
101ST STREET & COLLEGE AVENUE (01)
OCTOBER 15, 2002
PEAK HOUR DATA
NORTHBOUND
SOUTHBOUND
vlESTBOUND
AI'! PEAK I
HR BEGIN 7 : 30 AM I
L T R TOT I L
I
537 7 544 I
3 736 739 I
45 2 47 I
L
OFF PEAK
PM PEAK
HR BEGIN 4: 4S Pf-1
L T R TOT
858 47 905
12 [n4 826
15 9 24
T R
TOT
HOUR Sill1MARY
HOUR NB 813 NB+SB itJB TOTAL
- AM -
6- 7 125 161 286 29 :n5
'1- 8 435 592 1027 S2 1079
8- 9 456 572 1028 25 1053
- Pl'-1 -
3- 4 428 354 782 12 794
4- 5 647 594 1241 21 1262
s- 6 850 795 1645 26 1671
TOTAL 2941 3068 6009 165 6174
47.6% .19.7% 97.3% 2 . 7 D" 100.0%
- AM PEAK VOLUMES -
15-MIN 184 215 18
HOUR 544 739 52
PHF 0.71 0.86 0.72
- PM PEAK VOLUMES -
IS-MIN 2,15 276 9
HOUR 905 854 26
PHF 0.92 0.77 0.72
140
TRAFFIC VOLUME SUMMARY
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A & F ENGINEERING CO., INC.
CLIENT
LOCATION
DATE
CLARIAN HEl\.LTH
10151' STREET & COLLEGE AVENUE (01)
OCTOBER 15, 2002
DIRECTION OF TRAVEL
NORTHBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOT
AM
6- 7 121 2 123 2 0 2 123 2 1
7- 8 425 7 432 3 0 3 428 7 43
8- 9 441 7 448 7 1 8 448 8 4S
PM
3- 4 393 11 404 24 0 24 417 11 42
1- 5 612 4 616 29 2 31 641 6 64
I
L 6 805 0 805 45 0 45 850 0 8='
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PASSENGER 2797 110 2907
98.9% 97.3% 98.8%
TRUCK 31 3 34
1.106 2.7% 1. 2%
BOTH 2828 113 2941
96.2% 3.8% 100.0%
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DIRECTION OF TRAVEL
SOUTHBOUND
HOUR LEFT THRU RIGHT TOTAL U
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM 1~
6- 7 1 0 1 160 0 160 161 0 ..
7- 8 1 0 1 589 2 591 590 2 592
8- 9 6 0 6 561 5 566 567 5 s.n
PM U
3- 4 5 0 5 345 4 349 350 4 354
4- 5 6 0 6 584 4 588 590 4 5:'<-']
5- 6 12 0 12 783 0 783 795 0 7 d .
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PASSENGER 31 3022 3053 0
100.0% 99.5% 99.5<>,:;
TRUCK 0 15 15
0.0% 0.5% 0.5% 0
BOTH 31 3037 3068
1. 0% 99.00" 100.0% 0
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TRAFFI C VOLUr-1E SUMMARY
CLIENT
LOCATION
DATE
CLARIAN HEALTH
10IST STREET & COLLEGE AVENUE (01)
OCTOBER 15, 2002
DIRECTION OF TRAVEL
WESTBOUND
HOUR LEFT THRU RIGHT TOTAL
PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
AM
6- 7 25 0 25 4 0 4 29 0 29
7- 8 18 0 48 3 1 4 51 1 52
8- 9 23 0 23 1 1 2 24 1 25
PM
3- 4 9 0 9 2 1 3 11 1 12
4- 5 14 1 15 6 0 G 20 1 21
5- 6 15 0 15 11 0 11 26 0 26
.-
PASSENGER 134 21 161
99.3% 90.0%- 97.6%
TRUCK .I 3 4
o. 7% 10.0% 2.49.;
BOTH 135 30 165
81 .8% 18.2% 100.0%
142
Two-Way Stop Control
TWO-WAY STOP CONTROL SUMMARY
Site Information
Intersection
Juri~djction
Analysis Year
General Information
IAnalyst RMB
Agency/Co. A&F Engineering
Date Perlormed 11/1/02
Analysis Time Period AM Peak
Project Description Clarian Health
EastfWest Street 101 st Street
Intersection OrientaHon: North-South
Vehicle Volumes and Adjustments
Major Street
Movement
Volume
Peak-Hour Factor, PHF
Hourly Flow Rate, HFR
Percent Heavy Vehicles
Median Type
RT Channelized
Lanes
Configuration
Upstream Signal
Minor Street
Movement
1
L
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090
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2
T
537
0.90
596
0.
1
Volume
Peak-Hour Factor, FiHF
Hourly Fiow Rate, HF R
Percent Heavy VehIcles
Percent Gr<Jde (%)
FkHed ApproZlch
Storage
RT Channelized
7
L
4S
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50
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8
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Configu r 31 ion
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Delay, Queue Lenqth, and Level of Service
IApproach NB
Movement 1
Lane Configuration
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C (m) (vph)
vIe
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Corllrol Del3Y
LOS
V\pproach Delay
!Approach LOS
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Istudv Period hrs): 0.25
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7
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TWO-WA Y STOP CONTROL SUMMARY
General Information Site Information
Analyst RMB Intersection College Ave. & 1U1st Street
Agency/Co. A&F Engineering ~urisdiction Cannel
Date Performed 11/1/02 lAnalysis Year Existing
Analysis Time Period PM Peak
Project Description Clarian Health
EasVWest Street 1 a 1 st Street INorth/South Street College Avenue
Intersection Orientation: North-Soulh /Study Period hrs): 0.25
lVehicle Volumes and Adjustments
Maior Street Northbound Southbound
Movement 1 2 3 4 5 6
l T R L T R
Ivolume a 858 17 12 814 0
Peak-Hour Factor, PHF 0.90 0.90 0.90. 0.90 090. 090.
Hourly Flow Rate, HFR a 953 52 13 904 0.
Percent Heavy Vehicles 0. -- -- 5 -- --
Median Type Undivided
RT Channelized a 0.
L cmes a 1 0 1 1 0.
Configuration TR L T
Upstre3rn Signal a 0
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12
l T R L T R
Volume 15 0. 9 a a 0. :
,
Peak-Hour Factor, PHF 090 0.90 0.90 0.90. 0.90. 0.90 .
Hoully Flow Rate, HFR 16 0 10. () {) 0.
Percent Heavy Vehicles 5 0. 5 0 (J {) .
Percent Grade ((/0) {) 0 I
Flared Approach N N
Storage 0 0 .
R r Channelized 0 0
Lanes 0 0 0 {) {) 0 .
Configuration LR ":',
Delay, Queue Length, and level of Service
~pproach NB SB Westbound EClstbound :
Movement 1 4 7 8 rJ 10 11 12
Lane Configuratio[J L LR i
v (vph) 13 26 ,
;
C (rn) (vph) 678 103 i
vIr:; 0.02 0.25
J5% queue lenglh 006 0.92 I
I
Control Delay 10.4 51 4 I
LOS B F I
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Approach Delay -- ~ 51.4 i
Approach LOS F I
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TWO-WA Y STOP CONTROL SUMMARY U
General Information Site Information 0-
fr\nalyst RMB Intersection College Ave. & 101s1 Street
~gency/Co. A&F Engineering Jurisdrction Carmel
Date Performed 11/1/02 f\nalysis Year Existing + Propos ed
~nalysis Time Period AM Peak n
Proiect Description C/arian Health If
EasllWest Street: 101 sl Street North/South Street: College Avenue
Intersection Orientation: NoHh-Soulh IStudy Period (hrs): 0.25 n_
jVehicJe Volumes and Adjustments U-
Major Street Northbound Southbound
Movement 1 2 3 4 5 6 n
L T R L T R L 1-
Ivolume 1 560 7 3 743 1
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90. 0.90. n
Hourly Flow Rate, HFR 1 622 7 3 825 1 I r
Percent Heavy Vehicles 5 5 ~
-- -- -- --
Median Type Undivided n
RT Channelized a a I [
Laneo; 1 1 a 1 1 0. ~
Configuration L TR L TR n
Upstream Signal a 0. I [
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R I
-
Volume 45 a 2 1 1 1
Peak-Hour Factor, PHF 0.90. 0.90 U90 a9U 090. 0.90
Hourly Flow Rate, HFR 50 0 2 1 1 1 n-
Percelll Heavy Vehicles 5 5 5 5 5 5 W.
Percent Grade (%) a 0
Flared Approach N N n-
Storage 0 0 t_J
RT Channelized 0 0 n
Lanes 0 1 0 0 1 0 I r
Configuration LTR LTR ""-'
Delay, Queue LenC}th, and Level of Service n-
ApproClCh NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L L LTR LTR n_
v (vph) 1 3 52 3 U
C (m) (vph) 792 939 107 148
vIe 000. 0.00 049 0_02 II
95"/" queue lengih 000 0_01 2_16 0_06 LJ
Control Delay 96 88 670 29.8
LOS A A F 0 0
ApproLlch Delay - -- 67-0 298
Approach LOS -- -- F 0 rL
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TWO-WA Y STOP CONTROL SUMMARY
General Information Site Information
Analyst RMB Intersection College Ave. & 101st Street
AgencyfCo A&F Engineering Jurisdiction Carmel
Date Performed 11/1/02 Analysis Year Ex isting + Proposed
Analysis Time Period PM Peak
Project Description Clarian Health
EasllWest Street: 101st Street North/South Street: College Avenue
Intersection Orientation: North-South ISludy Period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 1 868 47 12 842 1
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rote, HFR 1 964 52 13 935 1
Percent Heavy Vehicles 5 -- n 5 -. ~
Median Type Undivided
RT Channelized 0 0
Lanes 1 1 0 1 1 0
Configuration L TR L TR
Upstream Signal [) 0
Minor Sireet Weslboum] Eastbound
r;Aovement 7 I) 9 10 11 12
L T R L T R
Volume 15 0 9 1 1 1
Peok-Hour F <Jclor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HF R 16 0 10 1 1 1
Percent Heavy VehIcles 5 5 5 5 5 5
Percerlt Grade (%) 0 0
Flared ApproClch N N
Storage 0 0
RT Channelized 0. a
Lanes 0 1 0. 0. 1 a
C::onfiguration LTR LTR ..
De-lay. Queue lenqth, and level of Service
C\pproach NB SB Westbound. Eastbound
Movement 1 <1 7 8 9 10 11 12
Lane Configuration L L LTR LTR
v (vph) 1 13 26 3
c:: (ill) (vph) 720. 671 68 71
vIe 0.0.0. 0.02 0.38 0..0.4
95% (jueue lenglh aGo. 0.06 145 013
Control Delay 10.0+ 10.5 876 57.9
LOS B B F F
I\pproach Delay -- n 87.6 579
Approach LOS -- n F F
--
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Two-\Vay Stop Control
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TWO-WAY STOP CONTROL SUMMARY u.
General Information Site Information n
[Analyst RMB Intersection College Ave. & 1015t Street U-
[Agency/Co A &F Engineering iJurisdiction Carmel
Date Periormed 11/1/02 ~nalysis Year Year 2012
V\nalvsis Time Period AM Peak n..
Project Description Clarian J-Ieallh W
EastNVest Street: 101 sf Street North/South Street: College A venue
Intersection Orientation: North-South Istudy Period hrs): 0.25 n
Vehicle Volumes and Adjustments LJ
Maior Street Northbound Southbound
Movement 1 2 3 4 5 6 1 C
L T R L T R l.J
Volurne 0 671 7 3 920 0
Peak-Hour Factor, PHF 090 0.90 0.90 0.90 0.90 0.90 n
Hourly Flow Rate, HFR 0 745 7 3 1022 0 U-
Percent Heavy Vehicles 0 -- n 5 -~ -
Median Type Undivided n
RT Ct.kHHJelized 0 0 U-
Lanes 0 1 0 1 1 0
Configuration TR L T n
Up:stre<3rn Signal 0 0 -L. r
Minor Street Westbound Eastbound
Movement 7 R 9 10 11 12 n
L T R L T R Lf
Ivolume 4G 0 2 0 0 0
Peak-Hour Factor,PHF 0.90 0.90 090 090 0.90 0.90 n-
Hourly Flow Rate, HFR 51 0 2 0 0 0
Percent I-leavy Vehicles 5 0 5 0 0 0
Percent Grade (%) 0 0 -n-
Flared Approach N N
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Storvge 0 0
RT Channelized 0 0 n-:
Lanes 0 0 0 0 0 0, U:
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Delay, Queue Length, and level of Service I ]J
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Movement 1 4 7 8 9 10 11 12 ri
Lane Configuration L LR I I
v (vph) 3 53 Iid-
e (m) (vph) 844 92 n:
"/e 000 058
195% quelJe length 0.01 264
Control Delay 9.3 875 D
LOS A F
[Approach Delay - - 87.5
!Approach LOS n - F -0
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TWO-WA Y STOP CONTROL SUMMARY
General Information Site Information
Analyst RMB Intersection College Ave. & 101st Street
Agency/Co. A&F Engineering lJurisdiction Carmel
Date Performed 11/1/02 ~nalysis Year Year 2012
AnSllysis Time Period PM PeiJk
Project Description Clarian Health
E<1st/West Street: 101st Street INorth/South Street: College Avenue
Intersection Orientation: Norlh-Soulil Istudy Period (hrs) 025
!vehicle Volumes and Adjustments
Maior Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
R/olume 0 1073 48 12 1018 0
PeLlk-Hour Factor, PHF 0.90 0.90 090 0.90 0.90 0.90
Hourly Flow Rate, HFR 0 1192 53 13 1131 0
Percent Heavy Vehicles 0 - -- 5 -- --
Median Type Undivided
RT Channelized 0 0
Lanes 0 1 0 1 1 0
Configuration TR L T
Upsiream SiqnClI 0 0
Minor Street Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 15 0 9 0 0 0
Peak-Hour Factor, PHF 0.90 090 090 090 0.90 0.90
Hourly Flow Rate, HF I~ 16 0 10 0 0 0
Percent Heavy Vehicles 5 0 5 0 0 0
Percent Grade (%) 0 0
Flared Approach N N
Storage 0 0
RT Channelized 0 0
Lanes 0 0 0 0 0 0
Configu ration LR
-
Delay, Queue Lenllth, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane ConfiglHation L LR
v (vph) 13 26
C (m) (vph) 549 53
vic 0.02 0.49
95% queue length 0.07 186
Control Delay 11.7 126.0
LOS B F
ApproclCh Delay -- ~ 126.0
IApproach LOS -- -- F
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
Analyst RMB I flter section Penn. Pkwy. & Access 1
Aqency/Co. A&F Engineering Jurisdiction Carmel
Dale Performed 11/6/0.2 Analysis Year Existing + Proposed
Analysis Time Period AM Peak
Project Description Clarian Health
EastIWest Street: Pennsylvania Parkway North/South Street: ;Access 1
Intersection Orientation, Easl- West IStudy Period hrs): 0.25
Vehicle Volumes and Adjustments
Maior Street Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume a 594 92 1 281 a I
Peak-Hour Factor, PHF 0.,90. 0.90. 0.90. 0.90. 0.90. 0.90.
Hourly Flow Rate, HFR a 660 102 1 312 a
Percent Heavy Vehicles 0. u -- 5 u --
Mediarl Type RCJised curb
RT Channelized 0 a
Lanes a 2 U 1 2 0.
Configuration T TR L T
Upstream SICJnal a a
Minor Street . Northbound Southbound
Movement i 8 9 10 11 12
L T R L T R
Volume 28 0 1 a a 0
Peak-Hour Factor, PHF 0.90 0.90. 0.90. 0.90. 0.90. 0.90
Houdy Flow Rate. HFR 31 0. 1 a 0 a
Percent Heavy Vehicles 5 0 5 5 0 5
Percent Grode (%) 0 0
Flared Approach N N
Storage 0 0
RT Channelized 0 0.
Lanes U () 0 0 0 o.c:"..
Configuration LR
Delay. Queue Lenuth, and level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L LR
v (vph) 1 32
C (m) (vph) 827 376
vIe 000 0.09
J5"1" queue length 0.00 0.28
Control Del3y 94 15.5
LOS A C
Approach Delay -- - 15.5
Approach LOS - - C
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TWO-WAY STOP CONTROL SUMMARY U-
General Information Site Information Ir
At,alyst RMB Intersection Penn. Pkwy. & Access 1
AQency/Co. lA&F Engineerinq Wurisdiction Carmel
Date Performed 11/6/02 \Analysis Year Existing + Proposed 11
Analvsis Time Period PM Peak I (
Proiect Description Clarian Health
EasllWest Streei: Pennsylvania Parkway North/South Street: Access 1 f1
Intersection Orientation: East-West /Study Period hrs): 025
Vehicle Volumes and Adjustments
Maior Street Easlbound Westbound n[
Movement 1 2 3 4 5 6 I -
L T R L T " R ~
Volume 0 404 38 1 551 0 "
Peak-Hour Factor, PHF 0.90 0:90 0.90 0.90 0.90 0.90 I 1-
Hourly Flow Rate, HFR 0 448 42 1 612 0 t....r
Percent Heavy Vehicles 0 -- -- 5 -- --
~
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RT Channelized 0 0 ~
Lanes 0 2 0 1 2 0
Configuration T TR L T It
Upstream Siqnal 0 0 L.S
Minor Street Northbound Southbound
Movement 7 8 9 10 11 12 I
L T .R L T R
Volume 111 0 1 0 0 0
Peak-Hour Factor, PHF 0.90 0.90 O!JO 090 0:90 0.90 n-
Hourly Flow Rate, HFR 123 Q 1 0 0 0 bT
Perceni Heavy Vehicles 5 () 5 5 0 5
Percent Grade (%) () 0 I I
Flared Approach N N LJ
Storage 0 (]
RT Channelized () (] I r
Lanes () 0 0 (] (] 0". u-
Contjguration LR lr
Delay, QueiJe length, and Level of Service
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Movement 1 4 7 8 9 10 11 12n
Lane Contiguration '- LR If
v (vph) 1 124
C (m) (vph) 1049 441 n
'vIe GOO 028 U-
~5% queue length 0.00 1.14
Control Delay 8.1 16.3 I I
LOS A C I.J
Approach Delay . - -- 163 r1
Approach LOS -- -- c I -
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
Ar131ysl TSV Intersection College Ave. & 101 sf Street
Agency/Co A&F Engineering ~urisdrction Carmel
Date Performed 11/6/02 lAnalysis Year Yr 2012 + FE
Analysis Time Period AM Peak
Project Description Clarian Health
EastlWest Street: 101 sf Street North/South Street: College Avenue
Intersection Orientation: North-South !study Period (hrs): 025
!vehicle Volumes and Adjustments
Maior Street Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 1 694 7 3 927 1
Peak-Hour Factor, PHF 0.90 090 0.90 0,90 0.90 0,90
Hourly Flow Rate, HFR 1 771 7 3 1030 t
Percent Heavy Vehicles 5 -- - 5 -- --
Median Type Undivided
RT Channelized 0 0
Lanes 1 1 0 1 1 0
Configuration L TR L TR
Upstream Siqnal 0 ()
Minor Street Westbound Easlbound
Movemenl 7 8 9 10 11 12
L T R L T R
Volume' 46 1 2 1 I 1
Pe<:lk-Hour Factor, PHF 0.90 0,90 0.90 0.90 090 0,90
Hourly Flow Rale, HFR 51 1 2 I 1 1
Percent Heavy Vehicles 5 5 5 5 5 5
Percent Grade ('10) 0 0
Flared Approach N N
Slorage 0 0
RT Channelized 0 0
Lones 0 1 0 0 1 0
ConfiguraliorJ LTR LTR _.
Delay, Queue LenQth, and Level of Service
IApproadl NB SB WeslbolJnd Eastbound
Movement 1 lJ 7 8 9 10 11 12
Lane Confj~uralion L L LTR LTR
v (vph) 1 3 54 3
C (rn) (vph) 662 825 60 89
v/e 000 0.00 090 0.03
95% queue lenu!h 000 001 4,14 0.10
Conlrol Delay lU4 91 200U 46.9
LOS B A F E
Approach Delay - -- 200.0 16.9
lApproach LOS n -- F E
----
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Site Information
Intersection
Jurisdiction
Analysis Year
General Information
~nalyst TSV
~gency/Co. A&F Engineering
Date Performed 11/6/0.2
~nalysis Time Period PM Peak
Proiecl Description Clarian I-fearth
EasVWest Street: 1G1s1 Street
Intersection Orientation: Nortn-South
[vehicle Volumes and Adjustments
Major Street
Movement
rvolume
Peak-.Hour Factor, PHF
I Hourly Flow Rate; HFR
Percent Heavy Vehicles
Median Type
RT Channelized
Lanes
Configuration
Upstream Signal
Minor Street
Movement
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Flared Approach
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Lanes
Configuration
Delay, Queue Lenqth, and Level of Service
~pproach NB
Mov.ement 1
Lane Configuratton '-
~ (vph) 1
C (m) (vph) 590.
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95% queue length a 01
Control Delay 11. 1
LOS B
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General Information Site Information
II,nalysl TSV Intersection Penn. Pkwy. & Access 1
II,qency/Co. iA &F ~nqineering Jurisdiction Carmel
Date Performed 11/6/02 Analysis Year Yr 2012 +PO
Analvsis Time Period ~M Peak
Project Description Clarian Health
EastfWesl Slreel: Pennsylvania Parkway Norlh/Souttl Street: Access 1
Intersection Orientation: East-West Study Period (hrs): 025
Vehicle Volumes and Adjustments
Major Street E<3stbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume a 598 92 1 284 0
Peak-Hour Factor, PHF 0.90 0.90 090 0.90 0.90 0.90
Hourly Flow Rale, HFR 0 664 102 1 315 0
Percent Heavy Vehicles 0 -- n 5 -- --
Median Type Raised curb
RT Channelized U 0
Lanes 0 2 0 1 2 0
Configuration T TR L T
Upstream Signal 0 0
Minor Street Northbound Southbound
Movement j 8 9 10 11 12
I - T R L T R
tvollJme 28 0 1 0 0 0
Peak-Hour Factor, PHF 0.90 0.90 0.90 090 () 90 090
Hourly Flow Rate, HFR 31 0 1 0 () 0
Percenl Heavy Vehicles 5 0 5 5 (J 5
Perceril Grade (%) 0 0
Flared Approach N N
Storage 0 0
RT Channelized 0 0 .
Lanes 0 0 0 0 0 0'
Confi9uralipn LR ..
,
Delay, Queue Lenoth, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 !J 10 11 12
Lane Configuration L LR
v (vph) 1 32 :
C (rn) (vph) 824 371 :
\Ile 000 009
95% queue length 0.00 021-'
Control Delay 9.4 15.5
LOS A C
Approach Delay -- n 155
Approoch LOS -- -- C
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TWO-WAY STOP CONTROL SUMMARY U.
General Information Site Information ::-
I\nalyst TSV Intersection Penn. Pkwy. & Access 1 I I
Agency/Co. ~&F Engineering Jurisdiction Carmel ;....,
Date Performed 11/6/02 Analysis Year Yr2012 +. PI> ,..--,
Analysis Time Period PM Peak I I
Project Description Clarian Health Io...i-
EastfWest Street: Pennsylvania Parkway !North/South Street: Access 1
Intersection Orientqtjon: East-West IStudy Period hrs): U25 ! [
lVehicle Volumes and Adjustments '-.1-
Major Stree.t Eastbound Westbound n
Movement 1 2 3 <1 5 6 LC
L T R L T R
Volume 0 409 38 1 61:) 0
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90. 0.90 I I
Hourly Flow Rate, HFR 0 454 42 1 681 a fa.f
Percent Heavy Vehicles a -- -- 5 -- -
Median Type Raised curb 11
RT Channelized 0 0 W
Lanes 0. 2 0 1 2 0
Configuration T TR L T I I
Upstream Siqnal 0 a ~r
Minor Street North.bound Southbound
Movement 7 8 9 10 11 12 n-
L T R L T R W-
Volume 111 0 t 0 a a
Peak HoiJr Factor, PHF 090 0.90 0.90 0.90 0.90. 0.90 u=
Hourly Flow Rate, HFR 123 U 1 0 a 0
Percerlt I'leavy Vehicles 5 U 5 5 0 5
-
Percent Grade (%) 0 0 n_
Flared Approach N N U
Storage 0 0
RT Channelized 0 0 I L
Lanes 0 a 0 0 0 0 I..J
Configuration LR "
Delay. Queue Length, and Level of Service I 1-
Approach EB WB NorlhbOUfld Soulhbound I...F
Movement 1 4 7 3 9 10 11 12 n
L clne Configuration L LR II
. v (vph) 1 121
C (Ill) (vph) 1043 427 D-
vie 000 029
195% queue length 000 1.19
Control Delay 8.5 16.8 n
LOS A C U-
V\pproach Delay n -- 16.8
~-
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TRAFFIClMPACT ANALYSlS
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TWO-WAY STOP CeNTRaL SUMMARY
General Information Site Information
lL\nalyst RMB Intersection Penn Pkwy & Access 2
l-'\qency/Co. A&F Engineering Jurisdiction Carmel
Date Performed 11/6/02 Analysis Year Existing + Proposed
l-'\nalvsis Time Period AM PeClk
Prolect Description Clarian Health
EastIVYest Street: Pennsylvania PiJrkway North/South Street: Access 2
Intersection Orientation: Easl- Wesl IStudy Period hrs): 0.25
Ivehicle Volumes and Adjustments
Maior Street Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 0 369 225 11 212 0
PeClk-Hour Factor, PHF 090 090 090 0.90 090 0.90
Hourly Flo'N Rate, HFR 0 410 250 12 235 0
Percent I-Ieavy Vehicles 0 -- -- 5 -- --
Medii:ln Type Raised curb
RT Channelized 0 0
Lanes U 2 0 1 2 0
Configuration T TR L T
Upstream Siqnal 0 0
Minor Street Northbound Southbound
Movemenl 7 8 9 10 11 12
L T R L T R
Volume 69 0 1 0 U 0
Pe~~k. Hour F aelor, PHF 0.90 090 0.90 090 090 090
Hourly Flow Rate, HFR 76 0 4 0 0 0
Percent Heavy Vehicles 5 U 5 5 0 5
Perr:ent Grade (%) 0 0
Fl;>reo Approach N N
Storage 0 0
r-n Channelized 0 0
L;:mes 1 0 1 0 0 0
Configuration L R
Delav, Queue lenqth, and level of Service
\pproach EB WB Northbound Southbound
Movernent 1 4 7 8 9. 10 11 12
Lane ConfiyuraliOrJ L L R
v (vph) 12 76 4
C (m) (vph) 904 456 657
vie 0:01 0.17 001
95% queue length 0.01 0.59 0.02
Control Delay 9.0 145 10.5
LOS A B B
lApproach Delay -- 143
Il\pproach LOS -- -- B
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TWO-WAY STOP CONTROL SUMMARY u.
General Information Site Information
~
Analyst RMB Intersection Penn Pkwy. & Access 2 I
Aqency/Co. A&F Engineering Wurisdiction Carmel I.....J
Date Peliormed 11/6/02 f\nalysis Year Existing+ Proposed ~
Analysis Time Period PM Peak I I
Project Description Cfarian Health l......f
EasiJVVest Street: Pennsylvania Parkway NorthlSouth Street Access 2
Intersection Orientation: East-West Study Period (hr5): 0.25 I [
Vehicle Volumes and Adjustments i.J
Major Street Eastbound Westbound ,----,
Movement 1 2 3 4 5 6 I ,-
L T R L T R t.-J-
Volume 0 310 94 6 280 0
Peak-Hour Factor, PHF 090 0.90 0.90 0.90 0.90 090 I r
Hourly Flow Rale, HFR 0 344 104 6 311 0 U-
Percent Heavy Vehicles 0 -- n 5 -- --
Median Type Raised curb I r
RT Channelized 0 0 U-
Lanes 0 2 0 1 2 0
Configuration T TR L T I r
Upslre3m Signal 0 0 U-
Minor Street Northbound Soulhbound
Movement 7 8 9 10 11 12 I r
L T R L T R U-
Volume 271 0 14 0 0 0
PeClk-Hour FLictor, PHF 0.90 0.90 090 0.90 0.90 0.90 I L
Hourly Flow. R3te, HFR J01 0 15 0 0 0 LJ
Percent Heavy Vehicles 5 0 5 5 0 5
Percent Grade (%) 0 0 n
Flared Approach N N U-
Storage 0 0
RT CI18rmelized 0 0 I r
Lanes 1 0 1 0 0 (f,. U-
ConfigurCltion L R ..
Delay, Queue Length, and Level of Service II
Approach EB WB Northbound Southbound LJ
Movement 1 4 7 8 9 10 11 12 n
Lane Configuration L L R I r
v (vph) 6 301 15
C (m) (vph) 1088 525 770 n
vie 0.01 0.57 0.02 U'
95% queue length 002 357 0.06
Control Delay 8.3 20.7 98 n
LOS A C A U-
Approach Delay -, -- 20.1
Approach LOS -- .- c I
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
V;nalyst TSV Intersection Penn Pkwy. & Access 2
[D.qency/Co_ r4&F Enqineerinq lJurisdiction Carmf3/
Dale Performed 11/6/02 IAnalysis Year Yr 2012+ fJ2
[Analvsis Time Period lAM Peak
PrOiect Description Clarian Health
EastIWest Street Pennsylvania Parkway North/South Street Access 2
Intersection Orientation: East- West tstudy Period hrs): 025
Vehicle Volumes and Adjustments
Maior Street Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 0 373 225 11 215 0
PeakcHour Factor, PHF 0.90 090 0.90 0.90 090 0.90
HOllfly Flow Rate, HFR 0 414 250 12 238 0
Percent Heavy Vehicles 0 -- - 5 -- --
Median Type Raised curb
RT Channelized 0 0
Lanes 0 2 0 f 2 0
Corrfigur<3tion T TR L T
Upstream Siqnal 0 0
Minor Street Northbound Southbound
Movernenl 7 8 9 10 11 12
L T R L T R
!volume 69 0 5 0 0 a
Peak-Hour Factor, PHF 0.90 090 0.90 0.90 0.90 0.90
HmJfly Flow Rate, HFR 76 0 5 0 0 0
Percent Heavy Vehicles 5 0 5 5 0 5
Percefll Grade (%) 0 0
Fldred Approc:lCh N N
Storage 0 U
RT Channelized 0 0
Lanes 1 0 1 0 0 0
Configur<Jtion L R
Delay, Queue Lenqlh, and level of Service
'\pproach EB WB Northbound Southbound
Movpment 1 4 7 8 9 10 11 12
Lane Configuration L L R
(Vpfl) 12 76 5
C (m) (vph) 901 453 655
tvic 0.01 0.17 0. (n
95% queue length 004 060 0.02
Control Delay 9,0 14.5 105
LOS A B B
Approach Delay - -- 11.3
\pproach L US -- -- B
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TWO-WAY STOP CONTROL SUMMARY u.
General Information Site Information
lAilalyst TSV Intersection Penil. Pkwy. & Access 2 i '-
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I'>..qency/Co. A&F Enqineerinq Uurisdiction Carmel w
Date Performed 11/6/02 !Analysis Year Yr 2012 + fiT
4nalysis Time Period PM Peak 1 [
Project Description Clarian Health L.J
EasUWest Street: Pennsylvania Parkway North/South Street: Access 2
Intersection Orientation: East-West Istudx Period (hrs): 0.25 J [
Ivehicle Volumes and Adjustments b_.J
Maior Street EClstbound Westbound n-
Movement 1 2 3 4 5 6
L T R L T R W
lVolume 0 315 94 6 342 0
Peak.Hollr Factor, PHF 0.90 0.90 090 0.90 0.90 0.90 \ r
Hourly Flow Rate, HFR 0 350 104 6 380 0 U-
Percent Heavy Vehicfes 0 -- -- 5 -- ~-
Median Type Raised curb I I
RT Channelized 0 0 LJ
Lanes 0 2 0 1 2 0
Configuration T TR L T I I
Upstream Siqnal 0 0 lJ
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Minor Street Northbound Southbound
Movernent 7 8 g 10 11 12 I r
L l R L T R U-
Nolume 271 0 14 0 0 0
Peak. Hour Faclor, PHF 0.90 0,90 0.90 0.90 0.90 0:90 n
Hourly Flow Rate, HFR 301 0 15 0 0 0 LJ
Percent Heavy Vehides 5 0 5 5 0 5
Percent Grade (%) 0 0 [}
F13red Approdch N N
Storage 0 0
RT Channelized 0 0 I t
Lanes 1 0 1 0 0 (}c l.J
Configuration L R .".
Delay, Queue LenQth, and level of Service I r
Approach I:::B WB Northbound Southbound L.J
Movement 1 4 7 8 9 10 11 12 r-1
Lane Configuration L L R I J:
v (vph) 6 301 15
C (m) (vph) 1082 509 767 n
vie 0.01 0.59 002 LJ
95% queue length 0.02 3.19 0.06
ConI rol Delay 83 21.8 9.8 n
LOS A C A U-
Approach De!ay -~ .. 212
Aprroach LOS n - C n-
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TWO-WA Y STOP CONTROL SUMMARY
General Information Site Information
IAn<Jlyst RMB Intersection Ipenn. Pkwy. & Access 3
!Agency/Co. [II &F Enqineerinq Jurisdiction Carmel
Date Performed 11/6/02 Analysis Year Exi:5/iny' Proposed
V\rlalysis Time Period tAM Peak
Proiect Description C/arian Health
EastIWest Street: Pennsylvania Parkway North/South Street: Access :]
Intersection Orientation: East- West IstlJdy Period (hrs): 0.25
Vehicle Volumes and Adjustments :
Major Street Eastbound Westbound I
Movement 1 2 3 4 5 6
L T R L T R
Volume a 148 225 17 154 0
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 090 0.90
Hourly Flow Rate, HFR 0 164 250 18 171 0
Percent Heavy Vehicles 0 -- -- 5 n --
Median Type Raised curb
RT Channelized 0 0
Lanes 0 2 0 1 2 0
Conftgur<Jtion T TR L T
Upslieam Siqnal 0 a
Minor Street Northbound Southbound
Movement 7 8 9 -10 11 12
L T F~ L T R
Nolume 69 U 5 0 0 0
Peak-Hour Factor, PHF 090 090 0.90 090 090 0.90
Hourly Flow Rate, HFR 76 0 5 0 0 0
Percent Heavy Vehicles 5 0 5 5 0 5
Percent Grade (%) 0 0
Flared Approach N N
Storoge 0 0
RT Channelized 0 0
Lanes 1 0 I 0 0 OC,,_
ConfigurCJtion L R
Delav, Queue lenqth, and Level of Service
Approar:h EB WB Northbound Southbound
Movp.ment 1 4 7 [\ 9 10 11 12
LClne Configuration L L R
(vph} 18 76 5
C (Ill) (vph) 1120 607 790
[vIe 0.02 U 13 0.01
95% queue length 005 013 002
Control Delay 83 118 96
LOS A B A
ApproCJch Delay - -- 11.6
\pprOaCfl LOS - -- B
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TWO-WAY STO'P CONTROL SUMMARY U.
General Information Site Information 11
Analyst IRMB Intersection Penn. Pkwy_ & Access 3 I r
Aqency/Co. IA&F Enqineerinq Jurisdiction Carmel ~
Date Perforrried 11/6/02 Analysis Year Existing-t Proposed I[
Analysis Time Period PM Peak
Project Description Clarian Health ~
EasVWest Street: PeW!$v/vania Parkway North/South Streel: Access 3 11
Intersection Orientation: East-West \StudY Period (hrs): 025
!Vehic!e Volumes and Adjustments ---
Maior Street Eastboun(j VVeslbOlind D
Movement 1 2 3 4 5 G
L T R L T R
!volume 0 230 94 7 76 0 ~
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 090 0.90 I I
Hourly flow Rate, HFR 0 255 104 7 84 0 Lr
Percent He<;lvy Vehicles 0 -- -- 5 -- --
Median Type Raised curb 11
RT Channelized 0 0 U
Lanes 0 2 0 1 2 0
Conllguration T TR L T I 1-
Upstream Siqnal 0 0 l;..j-
Minor Street NorthbolJ n.d Southbound
Movement 7 8 9 10 11 12 I 1-
L T R L T R LF
Ivolume 210 0 21 0 0 0
Peak-Hour FacJor, PHF 0.90 OHO 0.90 0.90 0.90 0.90 I I
Hourly Flow Rale, HFR 233 0 23 0 0 0 U-
percent I-Ieavy Vehicles 5 0 5 5 0 5
Percent Grade (%) 0 0 I I
Flared Approach N N LI
Storage 0 0
RT Chcmnelized 0 0 I r
Lanes 1 0 1 0 0 0 w-
Configuration L R ~
Delav, Queue lenQth, and level of Service I [
Approach EB WB Norlhl::>ound Soulhbound
Movernent 1 4 7 8 9 10 11 12 n
Lane Configuralion L L R l r
v (vph) 7 233 23
C (rn) (vph) 1175 624 822 n_
vIe 0.01 0.37 0.03 LJ
95% queue length 0.02 1J3 0.09
Control Delay 8.1 14.2 95 I L
LOS A B A W
Approach Delay -- -- 13.7
!Approach LOS u -- 8 O~
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
Analyst TSV Intersection Penn. Pkwy. & Acce~s 3
~qency/Co. ~&F Engineerinq Jurisdiction Carmel
Date Performed 11/6/02 Analysis Year Yr 2012+ PI>
Analysis Time Period ~M Peak
Proiect Description Clarian Health
Easl!West Street: Pennsvlvania Parkway North/South Street: Access 3
Intersection Orientation: East~Wesl Istudy Period hrs): 0.25
Vehicle Volumes and Adjustments
Maior Street Eastbound Westbound
Movement 1 2 3- 4 5 6
L T R L T R
Volume 0 152 225 17 157 0
Peak-Hour Factor, PHF 0.90. 0.90 0.90. 0.90 0._90 0.90
Hourly Flow Rate, HFR 0 168 250 18 174 0
Percent Heavy Vehicles 0 -- -- 5 -- --
Median Type Raised curb
RT Ch<'Jnnelized 0 0
Lanes 0 2 0 1 2 0
Conliguralion T TR L T
Upstream SiQnal 0 0
Minor Street Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Ivolume 69 0 5 0 0 0
PeC'lk-Hour Factor, PHF 0.90 0.90 0..90 090 090 0.90
Hourly Flow Rate, HFR 76 0 5 0 0 0
Percen! Heavy Vehicles 5 0 5 5 0 5
Percent Grade (%) 0 0
FliJred Approach N N
Storage 0 0
RT Channelized 0 0
Lanes 1 0 1 0 0 0...
Conliguration L R .-
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Delav', Queue Lenqth, and Level of Service
[Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Confi9Uraliorl L L R
Iv (vph) 18 76 5
C (m) (vph) 1116 603 788
vie 002 013 0.01
95% queue lerlyth 005 0.43 002
Control Delay 8.3 11.8 9.6
LOS A B A
Approach Delay -- -- 117
Approach LOS - -- B
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General Information
Analyst TSV
IAqency/Co. f4&F Engineerinq
Date Periormed 11/6102
IAnalysis Time Period IPM Peak
Proiect Description Clarian Health
EasVWest Street: Pennsvlvania Parkway
Intersection Orientation: East- West
Ivehicle Volumes and Adjustments
Maior Street
Movement
Volume
PeakcH0l1r Factor, PHF
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261 104 7 86
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1169 619 820
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Analyst RMB Intersection Penn. Pkwy. & Access 4
Aqency/Co. 4&F Engineering iJurisdiction Carmel
Date Performed 11/6/02 V'\n<llysis Year Existing+Proposed
Analysis Time Period 4M Peak
Project Description Clarian Health
EastfWest Street: Pennsylvania Parkway North/South Street: Access 1/
Intersection Orientation: East-West ISttidy Period hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Eastbound Westbouod
Movement 1 2 3 4 5 6
L T R L T R
Volume 0 153 1 6 171 0
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 0 170 1 6 190 0
Percent Heavy Vehicles 0 -- n '5 -- --
Median Type Raised curb
RT Channelized 0 0
Lcmes 0 2 0 , 2 0
Configur<Jtion T TR f. T
UQslreanl Signa! 0 0
Minor Street Norihbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 1 0 2 0 0 0
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 090
Hourly Flow Rate, HFR 1 0 2 0 0 0
Percent Heavy VehIcles 5 0 5 5 0 5
Percent Grade (%) 0 0
Flared Approach N N
Storage U 0
RT Chaflnelized 0 0
Lanes 1 0 1 0 0 0:
Con figu (<3 t fO n L R ~.
pel;:lY, Queue LenQth, and Level of Service
[Approach EB WB Northbuund Southbound
Movement 1 tI 7 8 9 10 11 12
Lane Configuration L L R
v (vph) 6 1 2
C (m) (vph) 1382 70/ 946
vlc 000 UOo 000
95% queue lenglh 0.01 000 0.01
Control Delay 7.6 10./ 88
LOS A B A
. Appr08dl Delay -- -- 9.3
Approach LOS u -- !\
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TWO-WAY STOP CONTROL SUMMARY
General Information Site Ihformation n_
V\nalyst RMB Inte~seclion Penn. Pkwy. & Access 1 lJ
Agency/Co. A&F Enginef3(inq Jurisdiction Carmel
Date Performed 11/6/0.2 Analysis Year Existing+Proposed n
Analysis Tirlie Period PM Peak I 1-
Project Description Clarian Health
EasUWest Street Pennsylvania Parkway N08h/South Street: Access 4 11
Intersection Orientation: East-West IStudy Period hrs)' U}5
Vehicle Volumes and Adjustments
Major Street Eastbound We~lbound ~-
Movement 1 2 3 4 5 6 L.
L T R L T R
Volume 0 251 1 2 83 0 n
Peak-Hour Factor, PHF 0.90 090 0..90 0.90 0.90 0.90 I [
Hour!y Flow Rate, HFR 0 278 1 2 92 0 -
Percent Heavy Vehicles 0 -- -- 5 -- - n
Median Type Raised curb l I
RT Channelized 0 0
Lanes 0 2 0 1 2 0 n
Configuration T TR L T I r
Upstream Signal 0 0 -
Minor Street Norihbound Southbound n
Movement 7 8 9 10 11 12 U
L T R L T R
rvolume ..
1 0 / 0 0 0
peak-H9ur Factor, PHF 0.90 Q.90 0.90 0.90 0.90 0.9d I
Hourly Flow Rate, HFR 1 0 7 0 0 0
Percent Heavy Vehicles 5 0 5 5 0 5
Percerll Grade (%) 0 0 0
Flared Approach N N
Storage 0 0 ]1
RT Channelized 0 0
Lanes 1 0 1 0 0 0..
Configuration L R II
Delay, Queue Lenqth, and Level of Service
Approach EB WB Norlhl?ound Southbound
Movement 1 4 7 8 9 10 11 12 0
Lane Configuration L L R
I (vph) 2 1 7
C{m) (vph) 1259 648 873 0
r,v/c 0.00 0.00 0.0:1
95% queue length 0.00 0.00 0.02 "
Control Delay 7.9 10.6 92 ~ :
LOS B A LJ
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\pproach Delay -- ~- 93 r
f4pproach LOS -- -- A lJ
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General Information Site Information
iAnalvst -- Penn Pkwv & Access 4
TSV Inlersection
Aqency/Co_ VI&F Enqineering lJu risdiction Cdrmel
Dale Performed 11/6/02 !Analysis Year Yr 2012 + VQ
Analysis Time F'eriod ~M Peak
Proiect Description Clarian HeCJ/lh I
F astfWest~Street: Pennsylvania Pi'jrkWCi V North/South Street: Access 4
Intersection Orientation: East-West /Study Period (hrs): 0.25
N'ehicle Volumes and Adiustments
Maior Stree~ Eastbound Westbound
Movemenl 1 2 3 4 5 6
L T R _L T R
IVolume 0 157 1 6 174 0.
Peak-Hour Factor, PHF 0.90. 0..90. 0_90. 0..90 0.90. 0..90.
Hourly Flow Rate, HFR 0. 174 1 6 193 a
Percent Heavy Vehicles a u -- 5 -- n
Median Type Raised curb
RT Channelized 0. a
Lanes () 2 0. 1 2 0.
Configur<:llion T TR L T
UpslrccHn Signal 0. 0.
Minor Street Nor1hbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Jolumc 1 0. 2 0. 0 a
Pc.ak-Hour Factor, PHF 0.90 090 0..90. 0.90. 0..90. 0.90.
I-lowly Flow Rate, HFR 1 0. 2 0. U a
Perumt f-leavy Vehicles 5 () 5 5 0. 5
Percent Gr;3de ((Yo) a 0.
Flared Approach N N
SIor3ge 0 0
RT Ch,mnelized () 0.
L:m8s 1 0 1 0 0 0
Configur ,ilion L R
Delay, Queue len01h, and level of Service
ApprO;3Ch EB WB Norihbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L L R
Iv (vph) 6 1 2
C (m) (vph) 1377 698 943
Iv/c 0.00 o.OU 0.00
95% queue length 0.01 000 001
Controf Delay 7.6 10.2 8.8
LOS A B A
Approdch Del3Y - -- 93
ApprozlCh LOS - -~ A
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TWO-WAY STOP CONTROL SUMMARY Lr
General Information Site Information n
Analyst TSV Intersection Penn. Pkwy. & Access 4 i. I~
lAqency/Co. A&F Engineerino Jurisdiclion Carmel
Date Pertormed 11/6/02 Analysis Year Yr 20,12 +PD n
lA,nalysis Time Period PM Peak I [
Project Description Clarian Health
EastMest Street: Pennsylvania Parkway North/South Street: Access 4 n-
Inlersection Orientation: East- West IStudy Period hrs): 0.25.
Vehicle Volumes and Adjustments
Mai.or Street Eastbound Westbound n
Movement 1 2 3 4 5 6 \ [
L T R L T R
. Volume 0 256 1 2 85 0 -n~
Peak-Hour Factor, PHF 0.90 0.90 090 0.90 0..90 0,90
Hourly Flow Rate, HFR 0 284 1 2 94 0 ......
Percent Heavy Vehicles 0 - _. 5 -- - n.
Median Type Raised curb I I
RT Channelized 0 0 --'
Lanes 0 2 0 1 2 0 n
Configurallon T TR L T (.
I.
Upstream Siqnal 0 0
Min~H Street Northbound Soulhhound n
Movp.menl 7 8 9 10 11 12 U
L T R L T R
:Volume 1 0 7 0 0 0 ,---,
Peak Hour Factor, PHF 090 0.90 0.90 0.90 0,90 090 i r
Hourly Flow Rate, I-IFR 1 0 7 0 0 0 U
Percent Heavy Vehicles 5 0 5 5 0 5
Percent Grade (%) 0 0 0
Fl3red Approach N N
Storage 0 0 n
RT Channelized 0 0
Lanes 1 0 1 0 0 Q';
COrJrjgur;~lion L R ,- =n
Delay, Queue LenQth, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12 0
Lane Configur3tion L L R
v (vph) 2 1 7
C (m) (vph) 1253 643 870 U
vie 0.00 0,00 0.01
95% queue length 000 0.00 0.02
Control Delay 7.9 10.6 92 I
LOS A B A
Approach Delay - - 9.4
!Approach LOS - u A
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