HomeMy WebLinkAboutTraffic Impact Analysis
_ J'--
.~
TRAFFIC IMPACTA
PROPOSE}} COMMERCIAL DEVELOPMENT
14611 STREET & GRAY ROAD
CARMEL, INDIANA
PREPARED FOR
HE4RTHflIEW
AlJ6LJST 2007
s;o
.JL...... .... .-.... .-
.~Afi.'f
- -.Tran~po
COPYRJGHT
, .
This,AVa1ysis anq ,t~e ideas, designs, concepts and data contained herein I
....~_ .... _4 -< ..' I
are the~'exch.is1ve' intellectual prope11y 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.
@2007, A&F Engineering Co., LLC.
,
Z:\2007\07031.He~rll1View\Addilioi1al Revis",;;1 \v
. . I
RIRO\RevTlA.dDc
I
.0......
~A&'f '1l;~~I~J:~PI~~, HEART/MEW- PnOPQ$(OCOrfIMERCfAl OEllELOPMENT
Tr<1. ,.n..s..o..on:at.'..o. n".......n...g...rn.. ee..r..m...g,.S..c.. r....v.lC.es... ...... ..... ......~.. .... .... .'. ......1:;1'0-....' ....0<>........' .......&.."..6....'.,.. ....'.'.n:....'....... ..........r>............. '......'.'.........'... ..'.
" .'''c.;....~...,i.u....... .. ". .. . "'~.,lIiEET '1l4Y"0AD-rAmfEl.'NO/A11!4
tABLE ot CONTENTS
liST OF fIGURES....,..., ...........' "...........'....... .,.. ...........'.....,,,..,. ............,.......... ,.. ......"". ........... ..........m............ .."......., III
CERTifiCATION............ ........... ................... .....".................,............................. "......"........................ .............. .."......... IV
INTRODUCTION ....................... .................. ............................. .................... ................................ ...,.. ............. ..................1
PURPOSE '........................... ,................... .m......................... ...........,........ ............................."...... ..........".. .............."..1
SCUPE OF WORK ........... ........ ........ ........ ................. ...................."..'............ .............................,......... .........'.. '......... ........I
DESCRIPTION OF THE PROPOSED DEVELOPMENT ...............................,., "...........'...................., '....., ..........., ....................2
STUDY AREA ..' ................. ............ ........., ................,' .......................,'...",... ........ ....................."........ ........." ..................' 2
DE~CRIPTlON OF THE ABUTTING STREE'I: SYSTEM .................................. ......................................., ............"..................4
TRAFFIC DAT;\ ............. ....". ....................' '................ ........................... ...., .............. ,.....,........".. ..... '......, .,.", ,. ,.....,........4
PEAK HOUR ........................ ......................, ............ ............'........................ "....................... ............." "...""... "....... ........4
HORIZON YeAR 2017 TRAFnc VOLUMES BASED ON ANNUAL GROWTH RATE .......................,....................................6
GENERATED TRAFFIC VOLUMES FOR PROPOSED DEVELOPMENT ..........,..."...........................,......,.........."....................6
TABLE, I - GENERATED TRIPS fOR PROPOSED DEVELOPMENT ...................................................................................6
I NTERNAL TRIPS .................. ...................., ................... ......'..... ..............,..... ......................., ...,.', ...... ............... ......... ,......6
PAss.By TRIPS ...........,....".. ..................... ................................' ..........,............. ...... ................', .....,'........,'.'.. ............ ....7
TABLE 2- INTERNAL TRIPS AND PAss-Bv TRIPS FOR PROPOSED DEVELOPMENT...........,....,.....................................7
ASSIGNMENT AND DISTRIBUTiON OF GENERATED TRiPS....................., .....,............................, '." ..."......, ,..".... ..............8
PROPOSED DEVELOPMENT GENERATED TRIPS ADDED TO hIE STREET SVSTEM ..................... .......'......."...." .. ..............8
CAPAClTY ANALYSES ,.............................. ,'..... ,.....".........:......................... m....................................,."........'.. ,...........14
DESCRIPTION OF LEVELS OF SERViCE......., ..,.............................................. '............. ......................................" ............ 15
ANALYSES SCENARIOS ,...",.., .................." ............ '...................,......... ............, ........... ....... .... ..............,....,...,., ,...........17
ANALYSES RESULTS..........,... "..................................................;.........,.., ..................... .......... ,.. ...........'...."..'... ............ 17
TABLE 3 - LEVEL OF SERVICE SUMMARY: 146TfI STREEir & GRA V ROAD .............................,..''''........,....".............23
TABLE 4 . LEVELOF Sm VICE SllM~lARY: 146Tf1 STREET & PROPOSED ACCESS ......................." .......... ".................25
TABLE 5 . LEVEL OF SERVICE SUMMARY: ORA y ROAD & PROPOSED ACCESS ................... .....................................26
CONCLlISIONS . ........;..... ...........:... ......... ..... .......................... ............."""'.. '.. .......... ................ ......, "..........' .......... ..;-;;::7:7
RECOMMENDATIONS ......................".... ...... ............................, ............",....... ..,....... ....................." ".........., .................31
11
IQ
A&F ENGINEERING
ransportatkm ~EIl ineeHng~~rvk9,s
HEAIlUWlEW - PnOPOSEQ Co,ffMEflCIAL DffflOPMENT
1.46" GrnEa& YHOAD-CARMElINOIANA
liST OF FIGURES
FIGURE I: AREA MAP ......"..."...............,,,,,,,.,..,............,,.,,,,......,.,,"................."",,,,,,....................,,..,,,........................3 I
FIGURE 2: EXISTING INTERSECTION GEOMETRICS ,,,'....,,,... ............,,,. ,,,,,.........."...,,,,,,,,,,..... ................",,,.......,,...........5 ~
I
FICfURE 3A: ASSIGNMENT AND DISTRIBUTION OF GENERATED NON PASS-BY TRAFFIC VOLUMES FOR PROPOSED I
DEVELOpMENT WITH FULL ACCESS ALONG 1 46TH STREET ................................................................."................9.
FIGURE 3B:AsSIGNMENT AND DISTRlBUTION OF GENERATED PASS-BY TRAFFIC VOLUMES fOR PROPOSED I
DEVELOPMENT WITH FULL ACCESS ALONG 146rH STREET ........""........"........................,......"..........,...............101
FIGURE 3C:AsSIGNMENT AND DISTRIBUTION OF GENERATED NON PAss-BY TRAFFIC VOLUMES FOR PROPOSED
, DEVELOPMENT WITH RIGHTcIN/RIGIIT-OUT ACCESS ALONG 146TH STREET.............".................""...................111
FIGURE 3D: ASSIGNMENT AND DISTRIBUTION OF GENERATED PASs"BY TRAFFICVOLUMES FOR PROI'O~ED I
. . I
DEVELOPMENT Wl'n-r RIGHT-IN/RIGHT -OUT ACCESS ALONG 146rH STREET........"..."..".."........................."..... 121
FIGURE 4A: TerrAL GJ:NBRATED TRAFfiC VOLUMES,FOR P1WPOSED DEVELOPMENT Wl'iH FULL ACCESS ALONG 146TH I
STREET ....'""""", ..................... ,,,..............,........ ..................... .....,.....,.. ......,.............................". ...., ...,......." ......' 13:
FIGURE 48: TOTAL GENERATED TRAFFlC VOLUMES FOR PROPOSEDDEVELOI'MENT WITH RrGHT-IN/RIGHT-OUT I
ACCESS ALONG I 46lf' STREET ....."",,,, ,..,...........'"", ........"",....................."", ..""".. ..................:, "....................14-
. . I
FIGUl~E 5: EXIS'rlNG TRAFFIC VOLUMES ......",......"",..,...................",....................."..............................,................,..18
I
FIGURE 6A: SUM OF EXISTING TRAFFIC & TOTAL GENERATED TRAFfic FOR PROPOSED DEVELOPMENT wrfH FULL '
ACCESS ALONG 146TH STREET ......................................................,....................................,..'...............,.............;..., 19
FIOURE 6B: SUM OF EXISTING TRAFFIC & TOTAL GENERATED TRAfFIC fOR PROPOSED DEVEI.OPMENT WITH RIGHT- I
IN/RIGHT-OUT ACCESS ALONG I 46'rH STREET ...........".."........................................................:...............;..........2q
FIGURE 7: YEAR 2017 TRAfFIC VOLUMES BASEDON ANNUAL GROWTH RATE.....""",,,,,,,..;..................,......,............21,
FIGURE SA: SUM OF YEAR 20 17 TRAFFIC & TOTAL GENERATr:D TRAFFIC FOR PRoposmDEVEI.OPMENT WITH FULL ;
ACCESS ALONG 146rH STREET ..........,;.........."".........................., ................................ '.'" "... "......."..."....."..., ..22
FIGURE 88: SUM OF YEAR 20 17 TRAme & TOT AL GENERATED TRArFlC FOR PROPOSED DEVELOPMENT WITH RIGHT;
IN/RIGHT-OUT ACCESS ALONG 146TH STREET .........................................................................,..........................23
I
III
CENT/FlC,4 nON
HEARTII/lIEW - PROPOSEO Co'ff.JlERCllfl OU"EWPMENT
U&6R4YROAO -CtR.H. Z1MN4
r certify that this TRAFFIC IMPACT ANALYSIS \1as been prepared by me and under my immediate
supervision and that I have experience and training in the field of traffic and transportation
engIneenng.
A&F ENGINEERING Co., INC.
Thomas S. Vandenberg, P.E.
Indiana Registratioil 10606544
.d:-: A/J.~;pr ~~
R. Matt Brown, P.E.
Indiana Registration 10200056
\ I I \ lI1 II i 1/ III
\\\ V II(
",\ C. ,4 AI ((II
......" J 'v /) /,__
""..... L '1111111'11 Up-::-
....., "':-...-) ,\\.' , If, < "
:2 ~ ~- ,,"\, G \ ST/:." (' "'" 4" -:::.
;~~ ,''<- ()'.&-:.,
-, <;J " ~ ("'.'
~:== fNo,10606544\ ~~
:. STATE f ::
'_ '. OF " ;-::
S 1h "'..,/ND I ~~ '<>"'~' /:;f
./ V.I' ,) I\. ~v.....-...
">I'//"~ 111/11,111" ~\ '-..,..........
III;SS/ONAL \..~ \\\\
/(1 \\\
I II f /11111 \ \ \ \ I
\\\\1111111//11
"\\\1,, '{ \-\ EHV 1///"1
,\ \.. \ f) "/
....v "'-\.. \"'" \\1111""; Q L) /~
'- ~,...". J/ ~rO-'
.$ ..-....\<\..-(j\5T(RCI'..~...... -~-~
...... ..... 1:(-- .0 .. ~ ""'
2 ~ ;::: \ -;t. ~
~ f No.1 0200056 ~ ~
STATE
-
S --<) \.. . qr .....:: ~ ~
~~ ""I'J/lVo I A~ ~..\...." ~.;
"/ ~ "~IHrpi\\\\\ ~.........
'//"'/ Ss /ONA' L x\,\\0 \ I"~"~
1//. . \\\\
/ Ii Ii "'III \1\ \
IV
. ~~~o~~~l~!~~~~~
.:~'_.. -
HEARTHVJEW - PROPOSED COMiWERWl OEVELOP.ffENi:
t "$' 'EET"&6Ji<fyRti4iJ .,CARMEu ,/NDl4JllA;
INtRODuctiON II
This TRAFFIC IMPACT ANALYSIS has been prepared on behalf of Hearthview at the request of the
City of Cannel and Hamilton County. The analysis is for a proposed commercial development that!
will be located in the southeast quadrant of 146th Street and Gray Road in Carmel, Indiana. I
,
,
I
,
PURPOSE
I
The purpose of this analysis is to determine what effect traffic generated by the proposed,
,
development, when fully occupied, will have on the existing adjacent roadway system. Thi$
I
analysis will identify any roadway deficiencies that may exist today or that may occur when this site
I
is developed. I
Conclusions will be reached that will determine if the roadway" system can accommodate the
I
anticipated traffic volumes or will determine the modifications that will be required to the system i~
itisdetermined there will be deficiencies in the system resulting from the increased tl'affic volumes.i
I
Recommendations will be made that will address the conclusions resulting from this analysis:.
,
Thesc recommendations will address feasible roadway system improvements which will
,
accommodate the proposed development tratlic volumes such that there will be sate ingress and
I
egress, to and from the proposed development, with minimal interlerence to traffic on the publi9
street system.
lj(}(JPE OF 'flORA
The scope of work tor this analysis is as follows:
First, to obtain peak hour manllal turning movement traffic volume counts at the intersection at
1 46lhStreet and Gray Road.
Second, to estimate the horizon year traffic volumes (Year 2017) to account for future growthi!l
I
traffic due to non-site development.
Third, to estimate the new trips that will be gene~ated by the full build-out of the proposep
commercial development.
Fotllih, to assign the generated traffic volumes to the driveways and/or roadways that will provide
I
access to the proposed development.
f:As.F I:~GI~~~I~G 'HEAHTHYfEW. PROPosED CoIfMERCIAl OffELOPMENr
~. Transportatlon Englneenng :JerVlces . . . .
.~-~~.~~~~~;~&~~~~..
Fifth, to distribute the generated traftic volumes from the proposed development onto the public
roadway system and intersections identified in the study area.
Sixth, to prepare a capacity analysis and level of service analysis for each intersection included in
the study area considering each of the following scenarios:
Scenario 1: Existing Trajjlc Volumes - Based on existing roadway conditions and existing peak
hour traffic volum-es. I
Scenario 2A: Existing Trqlfic + Proposed Development TrqlJic with Full Access along J 46111
Street - Peak hour ttafftc volumes geTlcratediby the proPQs~d developmen~ added to the existing
traffic volumes with a fun accesslocated alopg 146lh Street.
I
Scenario 2B: Existing Trqfflc -I- Proposed f{evelopment Traffic with.Right-lnIRight-Oul Access
along J 46'h Street - Peak hour traffic v.olumys generated by the proposed development added to
the existing traffic volumGs with a~right-inJright-outaccess located along 1461h Street.
1 .
Scenario 3: Y~ar 2017 Traffic Volumes - The existing traffic volumes projected forward to the
horizon year2017 to aCCOunt Jorfuture non~$itedevelopment.
Scenario 4A: Year 2017 Ttajjlc + Proposecl Development Traffic l-v;th Full Access along 146'h
Street - Peak hour traffic. volumes generate~ by the proposed development added to the year
2017 traffic volumes wHh a full access located along 146th Street.
I
Scenario 4B: Ye~r 2017 Traffip -I- Propo~ed Development Traffic with Right-InIRight-Out
Access along 146 1 Street - Peak hour traffic volumes generated by the proposed development
added to the yem' 2017 traffic:: volumes with <,1 right~inJrighr~out access loc~ted along 1461h Street.
Finally, to prepare a TRAFFIG IMPACT ANALYSIS documentiflg all data, analyses; conclusions
and recommendations to provide for the. safe and efficient movement oftraffic through the study
area.
I
DESCRIPTION o~rHEPiJ(jp()SIlf) f)EVElOAU[NT
'fhe proposed ~ommerciar development will be l:bcated in the southeast quadrant of 146111 Street and
Gray Road in Carmel, Indiana. As proposed th~ site will have access to both 1461h Street and Gray
. ----.-..-
Road. Figure 1 is an area map which shows a conceptual site layout and the approximate locations
ofthc proposed access points.
STlJOY AnEA
The study area defined forihb analysis will include the following intersections:
o 146lh Street & Gray Road
4) 146th Street & Proposed Access
o Gray Road & Proposed Access
Figure 1 shows the approximate locations of each of these study intersecJions.
2
I
~~~~0~~l~E~ri~~~
(l"IU\J.o..cOMlrrSilloCQ"fk..5
I
All DISTANCES AREAJPPROXIMATE
-'
<>-
'"
,..
'"
I
N
~
"
~.
o
:i
x
...
I
~
~
~
~
w
l HEARTHPlIEW
~. PROPOSED COMMEIlCIAllJEVIELOPMENT
~ CARMEL, INDIANA
N
-"
N
FIGURE 1
AR/EA MAP
3
14~~o~~~!~~~n!~
IlEAl111{v/EW - PnOPOSED COM-flERe/Ai DEVELOPAfENT
146" 8mEET& 6irAyRtJAiJ. GlRMEl
DESCRiPtiON OF THE Jl8VTtlN6 StREET SYSTEM
The proposed development will be served by the public roadway system that includes 146111 Street
and Gray Road.
1 46'll' STREET - is an east/west major atterial that serves Carmel, Westfield, Noblesville and
Fishers. In the vicinity of the site, 146th Stl'eet is a four-lane divided roadway with a posted
speed limit of 45 mph,
GRAY ROAD - is a north/south roadway ,that serves Cannel, Westfield and Noblesville. In the
vicinity of the site, Gray Road is a two-fane llndivided roadway with a posted speed limit of 30
mph.
146/11 Street & Gray Rl)ad ~ ThisintersectiQrt is, controlled b.y an. actuated traffic signal. The
eastbound and westbmmd approaches along 146111 Street caQh consist of a left-turn lane, two through
. I
lanes and a right-turn lane. The northbound and southbounclapproaches along Gray Road each
consist ofa left-turn lane, a through lane and a i"ight-turn lane. The existing intersection geometries
.,
are illustrated ohFigure 2.' .
1/l4FFI(J DATA
I
A peak hour manual turning rnovement traffic ;volume count was made by A&F Engineeri ng Co.,
I
LLC at the intersection. of 146thStreet and Gr~y Road. The coun.t includes an hourly total of all
I
"through" tramc and alL "tilming" traffic at t,he intersection. The, coilnt was made during the
. I .
hours of6:00 AM to 9:00 AM and 4:00. pM 19 7:00 PM in 1IJ.1Y2007. T~e traffic volume count
is summarized on Figure 5 for the peak hours', A computer printout of aU data collected for the
count is included in the Appendix.
PEAK HOl/R
Based on the existing traffic volumes that were collected at the intersection of 146th Street and Gray
Road, the AM peak hour occurs from 7:30 to 8:30 while the PM peak hour occurs from 5:00 to
6:00. The traffic volumes collected during these hours will be used for this analysis to represent the
maximum traffic volumes within the study area.
4
JL . . . I
7f4'Aa'fE~GINl;l;fUi'lG
. TrdnSportilDon Englneermg ~erYlces
c..1olJ;o"O,~~5inul M.i
t 46TH $TRCETANO GIlA Y ROAD
-'
"-'
'"
---~-I ...
I
...
o
I
N
I
3
:!
~
q
8
I
~
,...
o
---
~
~
'"
'"
'"
~ HEARTHVIEW
~ PROPOSEOCOMMERCIAL DEVELOPMENT
~. CARMEL,. INDIANA
:>
N
FIGtJll1E 2
EXIST/Nil INTERSIECTION
6EOMETRICS
5
~~~O~l~~~~~~B!~
HEAlmWlEW - PnoPiJslD eo.UMERClAl.OCIIHOPMENT
146" S1itEir &6fUi niJlw "C4RM. INliuW
1I0RIZON YEAR 2017 TRAFFIC'VOlV/HES BASED ON Ali/NUAl GROWTH RATE
To evaluate the future impact of this development on the public roadway system, an annual
growth rate will be applied to the existing traffic volumes over 10 years to project the horizon year
2017 traffic vol urnes. These projected volumes will account for the anticipated development of
non~site vacant land near the study intersection~ as well as vacant land outside of the study area. A
growth rate of 2% per year will be applied to the existing traffic along Gray Road while 3.5% per
year will be applied to the 146th Street traffic. Figure 7 summarizes the projected year 20 L 7 traffic
volumes for the peak hours.
(}ENERATED TRAFFIC IIOIUA-fES FOR PROPOSED DEVELOPMENT
The estimate of traffic to be generated by the proposed site is a function of the development size and
of the character of the land lIse. hip Genera/ion I report was used to calculate the number of trips
that will be generated by the proposed development. This report is a compilation of trip data for
various land l1S~S as collected by transportation .professionals tlu'oughout the United States in order
to establish the average number of trips generated by those land uses. Table 1 summarizes the
estimated trips that will be generated by the full puild-out of the proposed development.
TABLE 1 - GENERA TED TRIPS FOR PROPOSED DEVELOPMENT
DEVELOPMENT INFORMATION GENERATED TRIPS
ITE AM AM PM PM
LAND USE CODE SIZE ENTER EXIT ENTER EXIT
Office 710 50,400 SF 95 13 23 112
Retail 820 1 8,400 SF ' 35 22 98 t07
Bank 912 3,811 SF 26 21 87 87
tVTERNAl TRIPS
An internal trip results when a trip is made between two or more land uses without traversing--tfle _.
external public roadway system. Internal trips will occur between each of the separate land lIses of
the site (office, retail and bank). These internal~ trips have been estimated by applying the internal
trip reduction procedures published in the ITE lrip Generation Handbook!. Internal trips that will
occnr between the individual businesses or stores of the retail Land use and between the individual
businesses of the office land use have already been taken into account by LIse of the trip generation
equations. Table 2 surnmarizes,the internal trips for the proposed deveLopment.
I Trip Generation, Institute of Transportation Engineers, Seventh Edition, 2003.
2 Trip Generation Handbook, Institute of Transportation Engineers, 2001.
6
;4~~o~!:!~!~!~~~~~
-'.-,~
I
- - - . _, __ .__ - - . I
HEARrlfJllEW - PnOPOSEOCO,ffMERCL4l /JEJf.UJPMENT
.. . . I
14ti" 'Eff& 6HArROAlJ.-.CAIl -INbiANIIl
I
PAss-BY TRIPS
I
Pass-by trips are trips that are already in the existing traffic stream along the adjacent publici
I
roadway system that enter a site, utilize the site, and then retill'll back to the existing trafficstrearn,:
I
A significant portion of the generated trips for the retaiiland bank land uses of the proposed!
development will be pass-by trips. Therefore; the pass-by tfip procedures in the ITE Trip;
Generation Handbook were used to estimate the pass-by trips for those uses. Table 2 surrimarizes~
the pass-by trips for the proposed development
TABLE 2 -INTERNAL TRIPS AND PAss.,Bv TRIPS FOR PROPOSED DEVELOPMENT
DEVELOPMENT INFORMATION GENERA TED TRIPS I
I
ITE AM AM PM PM I
I
LAND USE CODE SIZE ENTER EXIT ENTER EXIT I
I
Offi ce 710 50,400 SF 95 13 23 112 ,
Office Internal Trips 2 2 6 4 I
Office External Trips 93 11 17 1.08
Retail 820 18,400 SF 35 22 98 107 I
Retail Internal Trips 5 5 19 20 I
I
Retail External Trips 30 17 79 87 I
Retail Exlem"al Non Pass-By Trips (63.7%) 19 11 50 55 I
I
Retail External Pass-By Trips (36.30/6) 11 6 29 32 I
Bank 912 3,8l t SF 26 21 87 87 I
i
Bank Internal Trips 5 5 19 20 I
I
Bank External Trips 21 16 68 67 i
I
Bank ExtelTIal Non Pass-By Trips (53%) 11 8 36 36 I
Bank External Pass-By Trips (47%) 10 8 32 31 I
I
TOTAL EXTERNAL NON PASS-BY TRIPS I
I
= Office External Trips + ,
123 30 103 199 I
Retail External Non Pass-By Trips + I
Bank External Non Pass-By Trips I
I
TOTAL EXTERNAL PASS-BY TRIPS I
--,
= Retail External Pass-By Trips f- 21 14 61 63 I
I
Bank External Pass-By Trips I
t!otes: The AM pass-by trip percentages. were assumed to be equal to the PM pass-by trip
percentages listed in the 'hip Generation Handbook.
7
~~~~~~
HEAR1HIIIEW- PnOFOSEO COMMERCIAl.. DEvElOP-HENT
Ii1Ji" StRiEr&6R1fY Raw- CliOMEl,/NOI4N4
ASSIGNIHENT AND lJlstRIBvtJON OF {)ENEfrATEfJ 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:
1. The voLume of traffic that will enter and exit the proposed development must be assigned to
the various access points and to the public. street system, Using the traffic volume data
collected for 't~s Clnalysis, traffic to and from the development has been assigned to the
. . I ,
proposed driveways and to the public s~reet system thatwi.ll be-:s,erving the si,te.
I
2. To determine the voLumes of tramc Iliat will be added to the public roadway system, the
generated traffic must Be distnb1..!ted by direction to the public roadways at their
intersection with the drivl::ways. For t~e proposed development, the-distribution was based
on the location ot'the development with respect to the surro"tmding public roadway system,
the surrounding population distribution, the existing traffic patterns and the assignment of
generated traffic.
The assignment and distributiol1of the 'non pa~s-byancl pass-by generated traffic volumes for the
proposed development are shown on Figure 3A; Figure 3B,Figure:;C, Figu re 3D.
, PnOPO$EO lJEJ/ElOPJttfNT (JENERATElJ TRIPS. Aoo~a TO THE S.... TREET SYSTEf6:1
. . , -
Generated traffic YOillmes that ~f\n be expected from the proposed development have been prepared
at each of the study area'Intersections. The total (non pass-by andp,!ss-by) peak hour generated
traffic volumes for the proposed development iare shown on Fi~ure 4A for -the 146tl1 Street full
access scenario and on Figure 4B for the right-fnlright-out 146111 Street access scenario. Additional
figures in the Appendix show the generated traffic volumes separated into non pass-by and pa~:Qy
trips. These data are based on the previously discussed trip generation data, assignment of
generated traffic, and distribution of generated traffic.
18
,..
<>
I.
N
I
1il
"'~~~~II~
'c~Ot'>W~tm
I
g
11
FI6lJRE 3.4
li
Q
~..
w
I
<0
Q
,..
~
~.
~.
'"
~ HEARTHVIEW
~ PROPOSED :COMMERCIAL DEP/E/LOPMENT
8 CARMEL, INDIANA
~
N
LEGEND
ASSI6NMENT &lJISTIIlIBlffION OF
6ENERATElJ NON PASS-BY I
TRAFFIC VOl.lIMES,
FOR PROPOSED DEVELOPMENli
WITH FlJLL ACCESS Al.ONG t 46TIfI.StREET
(INeLl/DES OFFIj)E, RETAIL NO!\(
PASS-BY & BANK NON PASS-BY)
* = NEGLIGIBLE
9
~
~
~~
~ro
.~'..:; -'t. 47% (40%)
~I,;f)
l_.N
. '+ -&" 12% {6%)
t,.
:~::ol:.
~.:t;
........~
.loIl.:....
:;: '::;"
J;...
<fl- -47% (-32%)
$' 47~ (32%)
(-49%) -33% -. ~ t+
(+2%) +IX ~ ~
(21%) 22% '" ___ ....
, 'III' ~
.t;.
14~~o~~fi~I~!~f'~~~
~~~.-lfl,l,
~"." .
.5:~ 't 1X(2%)
.~ e -ct-.".4S%{-33%)
1 ~. +9% (+7%)
.~ ~ .r 2% (1%)
+t t ,.
(-25%) -17%..po. ~ ~t ~ N
. (25%) 17%"\. :;: '1' ~ ::.
~'~~
(0 NO -
C".I~_
~~
\
tl
I
N
I
8
iI
~
B
I
10
<>
~
~
'"
<
'"
~ HEARTHFIEW
~ PROPOSED COMMERCIAL DEVELOPMENT
8 CARMEL, INDIANA
~
~
FI6lJRE 38
LEGEND
xx ~. AiM. INBOUND :f~Af'~lt
(xx) :::::. p;w, INaou!4b. TIMWC
XX ::: Ut OUTBOUND TRAme
(XX) = P.M. OUTBOUND TRAme
* = NEGLIGIBLE
ASSI6NMENT &- iJISJrHIBl/TION OF
6ENEIIlATED PASS-BY TRAFFIC
VOLUMES
FOR PROPOSED lJEIIEl1JPMENT
WITH FULL ACCESS ALON6 146TH STREET
(INCLlJOES RETAil PASS-BY
& BANK PASS-B1/)
10
~~fE~GI~I:~RJ~G
, l1-aQ'pon;i.):lon i:nglneer1og ?<:,rYlces
" ~'Or'~M"
;,d~
<0 ~
" ~ '+ $" 28%
+.t.+
21%~ 1ll!1ll!1ll!
to"':!. <D- -
12%":); ~ ~
g
r--
o
I
N
I
<Xl
o
ii
~ "t. 50%
U>
. .....
~ '+ ..c- 23%
t~
M 1ll!
~
.....
-~,~
FIGl/RE3C
1i"
Q
~ LEGEND
ii'i
o
r--
~ · '= NEGLIGIBLE-
~"
~
w
'T HEJlRTHVIEW
~ PROPOSED COMMERCIAL DEVELOPMENT
~ CARMEL~ INDIANA
~
N
ASSIGNMIENT &- DISTRIBlJTION OF
GENERATED NON PASS:'BY :
TRAFFIC P/OLVMES I
FOR PROPQSEliOIEP/IELOPMENr
WITH BI6HJ:.iN/RI6HT--OlJTAICCESS
" "I
ALON6 .t46TH SrnEET I
~.. ,- ..' . - '. I
(INCLUDES"OFFiCE, IlFfAI.I.. NON
PA~S~BY & BANK NON PASS-OY)
1\
......
;~::~
...L.~
fii' ... -41% ('"J3X)
+ '+ -&"49% (:13%)
~ t ~
(-25%)-17X___ ~.~ ~ ~
(25%) 17% ~ .::...: x
)( X:>It N
t")C"JN-
t"l or- __
J....:t.
~AiE ENGINEERING
.' Tr~Jlspo(l<)tjon Erlgincering Sdrvices
~'cw.r~I""
g
~
~'$f
l~
~-tD. . .
lS;; "t.. 46% (47%)
~N
Ie-..
~ ..... ~ 12% (6%)
t,+
.::Ie'1>\!
.~:-;:
~..~
~~C
~4
("49%) -33%-I!>
(+2") +1 %
(27%) 22% ~
....
o
I
'"
,
<Xl
o
li
fi
c,
~ LEGEND
I
<0 xx .'" .A.~.'I~fjd@I)JRArFIC
g (Xl() :: .p;~. JN8QUt>!l)JRARfllJ.
~ xx : l,M.OUTBOtJNO'TRAf"F'IC
~ (XX) :;; P.~. OUTBOUND TRAFFIC
~ * - NEGLIGIBLE
...
T 'HE/lRTHPlJEW,
~ PROPOSED l;'OMMERO/AL lJ"EIIELOPMENT
~ CARMEL, INDIANA
o
~
N
FI6LJRE 30
ASSI6NMENT & DISTRIBLJTION'OF
6ENERATElJ.PASS-BY TR/4FFIC
1/0ll/MES
FOR'PROPOSEO OIEIIELOPMIENT
'WITH RI6U-'-;"IN./RI6H1'-OUT ACCESS
ALON6146TH STREET '
. (INeLlJOES'RETAI[PASS-BY
&- BANIK PASS-BY)
:12
,...
o
r
r;;
I
8
-
N
~0 '\:..1 (5)
to ~ ... -9 (-8)
.. '+ ~ 2 (2)
~t,+
(7) 25..... ..;-..;--
(27) 18 ~ ':'-;:::-3:
.... ''IN
t:;--
i
tfb~flE~~INIE~I.l~NG
. TransportatIon El1grneenngSfrvlces
o,lLl"lO:;"'"~rf46
~-9 (-19)
~ 43 (46)
~ ft
(~26) -6~"" ~
(48) 43 ~
~
.~
't.. 20 (1'10)
Noo
IN
~ 't -&' 9 (50)
t r)'
I~
I
____I
:IT
~
'"
~
""
,
~
~ TOTAL 6ENE"ATElJ TRAFFIC
~ . 1I0llJMES . I
! FOR PROPOSED DEIIELOPMEN""{
~HEARTHVIEW WITH Fl1lL ACCESS ALONG 146TH STREET
3. PROPOSEDCOMMERCI,4L iJEVEL(JPMENT . i.
8 CARMEL, INDIANA
;:i-
N
----
I"--
I ,..,
-~
LEGEND
00 = A.M. PEAK 110UR
(00) = P.M. PEAK HOUR
* == NEGLIGIBLE
FI6lJRE 4A
13
:ibitf}f.~~GIN~RI"'G
...' Transp.o(t<l.tJ.on 'Englneerlog$ct'Yices
v.nlntOnH,~o it.W.
.......
N
~-
..;-~
:;;~ ~-10 (-21)
t '+ &44 (50)
+.ti+
(7) 23..... '" '" -
(27) 18 '+ ;~-;;;-
e--
N _ "to 23 (128)
I,....
. ~ ,c9 (50)
t,.
&.
'"
<:>
I
;;;
I
:g
]:.
--- -,
-0
I,...,
~~
..... -
I ...,
-'--
~
q
3
I
8
...
C>
./
;I:
~
!1(
~ HE4RTHVIEW, '
R PROPlJSEOCOMMERCiAl/..lJEVELOPMENT
.9-
g CARMEL, INDJ.4NA
:;!
N
FI6lJRE 48
TOTAl/.. GENERATED TRAFFIC
PlOl.:.liMIES
FOR PROPOSED DEVELOPMENT
WITH 1l1611J:IN/RI6H-';'Ol./T AC(JESS
IIl0N6 "l46TH STREET
LEGEND
00 = A.M. PEAK HOUR
(DO) = P.M. PEAK HOUR
· = NEGLIGIBLE
14
ikA.&f 'ENGINEI;8Il\.1~
.' Tiilfl'spoitatiol1 Erigtrieeri11, Services
. I
HEART/IVIEW - PROPOSED CO.Jt1fERClAl OEIlELOPMENT I
t4fJ~&6/MYBo.4l}' l INDiANA I'
I
CAPACJrYANAlYSES I
The'''efficiency'' of an intersection is based on its ability to accommodate the traffic volumes that ~
I
approach the intersection. It is defined by the Level-of-Service (LOS) of the intersection. The!
LOS is determined by a series of calculations commonly called a "capacity analysis". Input data I
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 LOS at each I
of the study intersections; a capacity ~nalysis has been made using the recognized computer I
I
program $ynchto3. This program allows mu!tipleintersections to be analyzectand .optimized:
using the capacity calculation methods outlined wlthinthe Highway Capacity MCln~ml (HeM/'.
lJESCRIPlJON OFlH/EIS OF,SERVICE
The following descriptions are for signalized intersections:
Level ofServic.eA - describes operations with'u very low delay, less than or equal to 10,01
I
seconds pef 'vehicle. This occurs when progression is extremely favorable,!
and most vehicles ai-dve during the green phase, Most vehiCles do not
I
stop at all.
Level of ServiceB -
I
descdbesoperations with. uday ih the range of roo t to 20.0 secQnds pe1i
'vehicle. This generally occurs with good progression. More vehicles staR
th~n LOS A, causing higher levels C)f average delay.
I
I
Level of Service C" describes operation with delay in the l'aoge of 20. i seconds to 35.Q
,
seconds per vehicle. These higher delays may result from failed
progression. The number of vehicles stopping is significant at this kvcll,
I
although many still pass through the intersection without stopping.
3 Sync:hro 7.0, Trafficware, 2006. .
.. 4 HighwayCapaciry Mamial (HeN!) Transportation Rese,arch Board, National Research, Counci!l,
Washington, DC, 2000.
15
~A&F
. '1I'<1~S"p.
IlEAlfiiWjfW' PROPOSED (JOM-HElle/Al DEVELOPMENT
t4fii&;6RAYROAD,~ CARMEl.!NlJ/ANf
Level of Service D - describes operations with delay in the range of 35.1 to 55.0 seconds per
vehicle. At level of setvice D, the influence of congestion becomes more
noticeable. Longer delays may result from some combinations of
unfavorable progresslO.n. Many vehicles stop, and the proportion of
vehicles not stopping de;cIines.
Level of Service E - describes operations wi,th delay in the range of 55.1 to 80.0 seconds per
vehicle. This is conside:red to be the limit of acceptable delay. These high
delay values generally il1dicate poor progres:?ion and long cycle lengths.
Level of Service F - describes operations with delay in excess of 80.0 seconds per vehicle.
I
This is considered to be unacceptable to most drivers. This condition
often occurs with oversaturation, i.e., when arrival flow rates exceed the
capacity of tne intersection. Poor progression and long cycle lengths may
alsi) be major contl:ibuting causes to such delay levels.
The following list shows the delays related to the levels of service for stop sign controlled
intersections.
Level of Service
A
B
C
D
E
F
Control Delay (seconds/vehicle)
Less than or equaJ to 10
Between 10.1 and 15
Between 15.1 and 25
Between 25.1 and 35
Between 35.1 and 50
greater than 50
i6
.A&F' ENGINEERING
. .. Trao!,'PQrtacton Eiigincering Scr~i<:es
....
I
,
. I
HEARfflVlEW - PnoPOSWCOMMEIlCl4L OH'J{OPMENT i
t41l'.smYRotfjj"CAR#EL,.f,~oiANA ,
I
,
,
l
l
ANALYSES SCENARIOS
To evaluate the proposed development's effect on the public street system, the traffic volumes,
I
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 th~ increased traffic volumes. An analysis has been made for the AM peak:
I
I
hour and PM peak hour for each of the study intersections for each of the following scenarios: I
SCENARIO 1: Existing Trajjic Volumes - These are the existing traffic volumes that were I
obtained in July of 2007. FigureS is a summary of these traffic volumes ati
the study intersections for the peak hours. I
SCENARIO 2A: Existing TrqDIc -I- Proposed Development TrqfJic with Full Access A long II
146111 Street - New traffic volumes generated by proposed development
added to the existing traffic volumes with a full access located along I 461h:
Street. Figure 6A is a ~ummaryof these traffic volumes at the studyl
intersections for the peak hours. I
SCENARIO 2B: Existing Traffic -I- Proposed Development Tra.ffic with Right-InIRight-Oui
Access Along 146/11 Street - New traffic volumes generated by proposeq
development added to the existing traffic volumes with a right~inlrlght-out
access located along l461h Street. Figure 6B is a summary of these traffiq
volumes at the study intersections for the peak hours. I
I
SCENARIO 3: Year 2017 Traffic - Projected year 2017 traffic volumes based on an annual
growth rate. Figure 7 is a summary of these traffic volumes at the study
intersections for the peak hours.
SCENARIO 4A: Year 2017 7i-qUic -I- Proposed Development Traffic with Full Access Along
146111 Street - New traffic volumes generated by proposed developmen:t
added to the year 2017 traffic with a full access located along 146111 Street
Figure SA is a sununary of these traffic volumes at the study i~tersectiol1~
for the peak hours. '
SCENARIO 48: Year 2017 Trqffic + Proposed Development Traffic }vith Righ(-InIRiKht-Ol~t
Access Along 146'h Street - New traffic volumes generated by prope-sed
development added to the .yeal' 2017 traffic with a right-in/right-out acces:s
located along 1461h Street. Figure 8B is a summary of these traffic volumes
at the study intersections for the peak hours. I
AN4lYSES RESlll TS
The requested analyses have been completed and the computer solutions showing the level df
,
service results are included in the Appendix. The tables that are included in this report are;a
I
i
summary 0 f the results ofthe level of service analyses and are identified as follows:
Table 3 - 1 46lh Street & Gray Road
Table 4 - . 146111 Street & Proposed Access
Table 5 - Gray Road & Proposed Access
17
~A.&F ENGINEERING
1j-anspOrE:ltiol'1 Engineer-jog Services
~'I:lt\tOt-Wto..-.iN1.
00 N "\..94 (124)
'" r-- <:>
"'l" - - ....1064 (89B)
II ~ ~ ~ 152 {79)
(54) 29.:1' ~ . it
(1264) 671-1> :2 ~ g
(171) 104~ -;:::-o:;-S'
~:::lN
-~---
-'
'"'
.",
~.
,.
N
I
'"
'='
ii
~
q
:I:
><
w
I
8
....
o
"'
~
~
w
~. HEAJR7fHVIIEW
~ PROPOSED COMMERCIAL -DEVELOPMENT
8 CARMEL, INDIANA
~
No
LEGEND
00 = A,t.!. PEAK HOUR
(00) = P.M. PEAK HOUR
· = NEGLIGIBLE
FI6lJRE 5
EXISTINt) TRAFFIC 1I0llJIWES
18
I.
I
f.A~ E~GI~.teI;RD:~G
Transponatlon.Engln~ermg SpfVICeS
'c~aJ.iiorf'"-g,.q,,",
~.
n
~
I
~,
o SiJM OF EXISTINO rRAFFle 4& TOT~L
~. 6ENERA TElJTIJAFFIC I
~ FOR PROPOSED DEJlIELOPMIENJi
T HIEARTH'VIEW WITH FlJLL ACCESS AlON6 .,46TH STREET
~ PROPOSED COMMERCIAL DIEVELOPMENT :
g CARMEL, INDIANA I
;:t.
N
..;" U") 't. 95 (129)
.oco~ ( )
..... ~ ~ -4-1055 890
~ . .. ~ 154 (81)
(54) 29~ ~ t ,.
(1271) 694'" r::::::;:o
(19B) 122':\. '0",':;;-
~:,{lN
_.......-
....'*'~ ~. (*)
-"'-'~
G, .... ..-130 (1062)
l} ~ '+ .&' 43 (48)
(*) *..1' ~ t ~
(1588) 827 -l> ....... ~
(48) 43 ~ ~E:";t
....... e
~
'"
~
en
..... ~
..... .....
';::;!:!- "t.20 (110)
,.., 00
.....",
~ '+ ..&' 9 (50)
t ~
l/) 0
(J'I .....
....
o
I
N.
I'
8
11
.--.
--
en ...,
e-
LEGEND
00 = A,M. PEAK HOUR
(00) ::: P.l.l. PEAK HOUR
* = NEGLIGIBLE
FI6lJRE 6A
19
-'~i
I.
i/:::An.f E~GINEIERING
Transportat!on Ertglnqcrrng SClrvices
~o,ib'$I~.I'>>oli
RN'
.OU"'l
~,-- '
~ ...';;; "t.. 94 (124)
~ ~;:: ...- 1054 (877)
ftI + '+ -&' 19& (129)
(54) 29.:/" ~ t It
(1271) 694" ~ 1e lD
(19B) 122 "\- o;:;-~o::>
.... <D -
NNN
~~-
s S -t.. (-)
* ...... 1344 (1130)
+I '+
(t) · ~ it
(1588) !l27 -. N
(48) 43 ~
~
<J>
.... ,-..
..., "" .
:::;e "t.2~ (128)
'" -
.... r-
* ~ ~9 (50)
ttt
U') 0
0'> ...,
....
c..
<r
....
o
J
N
I
to
o.
E
,-.. -
'" ....,
""-
e
~
Q
or
><
...
I
~
~
~
'"
.5
f HEAlRTHVIEW
~. PROPOSED COMMERCIAL DEVELOPMENT
8 CARMEL, INDIANA
!J.
N
FIGlJRE 68
SliM OF EX/STINGTRAFFle &- TOTAL
GENERATED TRAFFIC
FOR PROPOSED OEP/EILOPMENT
WITH RI61fl..IN/RJ6HT-OllT ACCESS
ALONG ;46TH STREET
LEGEND
00 = A.M. PEAK HOUR
(DO) = P.M. PEAK HOU.R
* = NEGLIGIBLE
20
'1AA&F ENG.J\lEEmING
TrilOSpOrr;J.t.ioll Ellgimi<iI'iogiS~rliic€s
C""""'- 0.... :l.lro;~ 1m
,
i
1
........ tl27 (167)
~ N ~ ~14J6 (1212)
~ ~ ~ -&' 205 (I07)
(73) 39.:J' .. t ,.
(1706) 906'" ~:g ~
(231) 140~ 'OOLnN
oor--..n
~NN
,-,,-,,-,
c:
'"
....
o
I
'"
,
~
'J!
~
'"
8
I
~.
~
~
9i
w
'f HEARTHJ/IEW
<<l
g PROPOSED Cl!/VIMERCIAL DEVELOPMENT
~ CARMEL, INDIANA
::>
~
FIGURE 7
. LEGEND
00 = A.M.P~~KHOUR
(00) = P.M. PEAK. HOUR.
*= NEGLIGIBLE
I
.---1
I
YEAR 2017 TRAFFIC PlOLUMES
BASEl} ON ANNlJAl6ROWTllllrATE
I
21
000'.
~ '" co
N._ ......
!2 :;;:; 'to 128 (172)
. ~ ~ ~ .....1427 (1204)
+I J '+ ..tr'207 (109)
(73) 39'" ~ t ,..
(1713) 9?9~ g * ~
(258) 158 ~ -;:-N'ln'
lO <;:> U')
~C~
Su "t. * (-)
...... ~ 1759 (1467)
~ ~ ~ ~43 (48)
(0) 0 ~ ~ t ;;
(2100) 1094...,... ...... ~
(48) 43 ~ ~E:~
'-" ~
1AA&f ENGINEERING
. Transpot'tatiol1 Engineerin~ S"rvi<;es
C~OrwSnc.I,"
--'
"-
'"
co
..., ---
..........
;;~ ~20 (110)
lI1 N
+ ~. ..e- 9 (50)
i,+
U') <;:>
:0'::
co;;;
o '-"
t::.
....
o
I
M
,
:8
'jj
Ii
o
i!1
'-'
I
0:;
S SliM OF YE4R20 17 TRAFFIC
i ' &- TOTAL 6/ENERATED TRAFFIC
\i' I FOR PROPOSED DEVELOPMENT
w
cof HEARlTHilJEW WITH FlJLI. ACCESSALONG 146TH STREff
. I
.1; PROPOSED COMMERCIAL OEB/ELOPMENT
~ CARMEL, INDIANA
N
..-
N
LEGEND
00 = A.M. PEAK HOUR
(00) == P.M. PEAK HOUR
" ::: NEGLIGIBLE
FIGURE SA
22
Aa,tf;.
~- .': ;'}~~'Sp-o
,-.---
co.-o
_N co
.... --
Co:;~ 'to 127 (167)
:g~~ "'-1426 (1191)
I(l .~ ~,,:"249 (157)
(73) 39.:t' ~ t 11
(1713) .929.... ~~~,
(258) 158.... ~...:....~
.... -.t r-- It'I
......,Olt'l
....""....
............-
~s "t.. * (*)
.. .. ~ 1802 (1515)
~ ~
(*) *~ ,.
(2100) 1094-+- ~
(48) 43 ~
Ji.
........
co
.,.,~
.... .n
;:: e 't- 23 (128)
.n-
U') ....
~ ~ ~9 (50)
t~
It'IO
I"') 1-')
N~
~;;;
0......
b
i
~'-I
~
'"
,..,
o
I
N
I
~
i
a
~'
w
L
~.
~
~
':i
fHEARTHJlllEW
~ PROPOSED COMMERCIA1IJEVJELOPMENT
~ CARMEL, INDIANA
~
N
LEGEND
00 = AJ,1. PEAK HOUR
(00) = P.M. PEAK HOUR
. '" NEGUGIBlE,
FI6lJRE 88
SlUM OF 'YE4lR 2017 TRAFFIC ;
& TOTALf;ENERATED TRAFFIC I
FOR PROPOSED OEJlELOPMENli
WITH RI6HT-IN/I!/6HT-Olff ACCESS
ALONG t46TH STREET :
I
23
14~:~g~rs!~~~:~R-I~c~
, 'V
HEARmVIEW. PilOPOSED CflMIffERCIAL OEVELOPMENT
140" YROm-CAn.ffEl INOi4NA
TABLE 3 - LEVEL OF SERVICE SUMI'v1ARY: 146'1'H STREET 8? GRA Y ROAD
, SCENARIO
MOVEMENT 1 2A 2B 3 4A 4B
Northbound Approach C C C C C C
Southbound Approach C! C C D D 0
Eastbound Approach B~ B B C C C
WestbOtmd Approach B I B B C C C
I
Intersection C C C C C C
AM pr~AK HOUR
MOVEMENT SCENARIO
i 2A 2B 3 4A 4B
Nbrthbound Approach C C D E E E
Southbound Appro~ch C , C 0 E E E
,
Eastbound Approach C i C C D 0 0
Westbound Approach B I B B C C C
Intc;;rsection C C C 0 D D
PM PEAK HOUR
DESCRIPTION OF SCENARIOS:
SCENARIO 1: Existing Traffic Volumes with Existing Intersection Conditions
SCENARIO 2A: Sum of Existing Traffic & ~roposed Developmeht Generated Traffic with
Existing Intersection Conditions (fncludes Full Access along 146111 Street)
SCENARIO 2B: Sum of Existing Traffic & Proposed Development Generated Tramc with
Existing Intersection Conditions (Includes Right-InJRight-Out Access along 146111
Street)
SCENARIO 3 : Year 2017 Traffic Volumes with Existing Intersection Conditions
SCENARIO 4A: Sum of Year 2017 Traffic & Proposed Development Generated Traffic with
Existing Intersection Conditionsl(Includes Full Access along 146111 Street)
SCENARf04B: Sum of Year 2017 Traffic & 'Proposed Development Generated Traffic with
Existing Intersc,ction Conditions (fncludes Right-InJRight-Out Access along t4&11
Street)
24
MENGINIiErUNG
T ransporcition Errgmee rir.-g:~"~v\~~s
~ffl4.
HEAH":Jt;tn'::ri::~Od}flEfl.r:I.;JLQEVl!.rc:l
I
I
TABLE 4 - LEVEL OF SERV1CESUMMARY: 1 46TH STREET & PROPOSED ACCESS
MOVEMENT SCENAR10
2A 2B 4A 4B
NOlthbound Appr(lach B A C A
Westbound Left-Turn. A --- B -~-
AM PEAK HOUR
MOVEMENT SCENAR10
2A 2B 4A 4B
Northbound Approach C 13 E B
Westbound Left-TUrt! C --- D ---
PM PEAK HOUR
DESCRiPTION OF SCENARiOS: I
SCENARIO 2A: Sum of Existing Tramc & Proposed Development Generated Traffic with Proposed!
Access Conditions* (Includes Full Access along 146th Street)
SCENARlO 28: Sum of Existing Traffic & Proposed Development Generated TraffiC with Proposed:
AccessConditions** (Includes Right-In/Right-Out Access along I 461h Street) ~
SCENARIO 4A: Sum of Year 2017 Traffic & Proposed Development Generated Traffic with Proposed,
Access Conditlons* (Includes Full Access along 146tll Street) I
I
SCENARIO 4B: Sum of Year 2017 Traffic & Proposed Development Generated Traffic with Proposed
Access Conditions** (Includes Right-In/Right-Out Accessalong'l46th Street) j
* The proposed access conditions include the following:
o The access constl"ucted as a full, unsignalized access with the proposed driveway stopping fOt:
146th Street. The proposed access will align with the existing access across the street.
. The proposed driveway constructed With two outbound lanes and at least one inbound lane. !
o The construction of an eastbound right-turn lane along l46th Street at the access p()int. Th~
turn bay should be a minimum of 100 feet in length to provide for deceleration with a 100
foot taper. This turn lane should also include a lOO foot recovery taper along 146th Street east
of the access.
,
. The construction ofa westbound left-turn tane within the median along 146lh Street. Thelurn
I
bay should be a minimum of (00 feet in length which will provide for proper storage with a
100 foot taper, '
** The proposed access conditions include the following:
.
I
The access constructed as a right-in/right-out access with one inbound lane and one outbound
lane. i
I
The construction of an eastbound right-turn lane along 146th Street at the access point. The
turn bay should be a minimum of 100 feet in length to pt'ovidc for deceleration with a 100
foot taper. This turn lane should also include a 100 foot recovery taper along 146th Street east
I
of the access. '
. I
.
25
~~~J!~~~~e~l~!ft~
/lEARfflIlIEW. PROPOSED CaffMERClAl DEVELOPMENT
1 ,.:SmEa" t-HOADdlARMElIND'
TABLE 5 . LEVEL OF SERVICE SUMMARY: ORA Y ROAD & PROPOSED ACCESS
MOVEMENT SCENARIO
2A 2B 4A 4B
Southbound Left-Turn A A A A
Westbound Approach B B B B
I
AM PEAK HOUR
MOVEMENT SCENARIO
I
, 2A 2B 4A 4B
Southbound Left-Turn A A A A
Westbound ,Approach C C D 0
PM PEAK HOUR
DESCRIPTION OF SCENARIOS:
SCENARIO 2A: Sum of Existing Traffic & Proposed Development Generated Traffic with
Proposed Access Conditions'" (Includes Full Access along 146111 Street)
SCENARIO 28: Sum of Existing Traffic & Proposed Development Generated Traffic with
Proposed Access Conditions* (Includes Right-In/Right-Out Access along 1461h
Street)
SCENARI04A: Sum of Year 2017 Traffic & Proposed Development Generated Traffic with
Proposed Access Conditions* (Includes Full Access along 146111 Street)
SCENARIO 48: Sum of Year, 2017 Traffic &: Proposed Development Generated Traffic with
. Proposed Access Conditions* (Includes Right-In/Right-Out Access along 146,h
Street)
* The proposed access conditions include the following:
i
o The access constructed as a fut!, unsignalized access with the proposed driveway
stopping for Gray Road.
e The proposed driveway constructed with two outbound lanes and at least one inbound
lane.
Q The existing northbound right-turn lan~ along Gray Road at the 146(11 S tn:et intersecfion
should be extended back through the Gray Road access in order to create a right-turn lane
at the access point. The turn lane serving the access should be a minimum of 100 feet in
length to provide tor qeceleration with <:I 100 foot taper:
· If the necessary right-of-way is avail~ble, a left-turn treatment should be considered
along Gray Road at the access point w!1ich would allow southbotmd through vehicles to
by-pass the vehicles turning left into th~ access.
26
~A~F.I?NGI~..
Transportation.. El1gll}~e
HEASfflVIEW ~PROPOSfo COJf..fl.ERCIAl..fJEvELqPliENT
14(J'.8mEET:8. .RfJ40 -:t;"fRMEL UVA
CONClPSI{!N$
The conclusions that follow are based on existing traffic volume data, trip generation, assignment
and distribution of generated traffic, capacity analyses with the resulting levels of service that have
been prepared at theshldy intersections and the field review conducted at the site. These
conclusions apply only to the AM peak hour and PM peak hour that were addressed in this analysis.
Thes~ peak hours are when the largest volumes oftraffic will occur. Therefote~ if the resulting level
of service is adequate during these time periods, it can generally be assumed that the l'emaining 22
hours will have levels of service that are equal to or better than the peak hours, since the existing
street traffic volumes will be less during the ,other 22 hours.
146TH.STREET &. ORA Y ROA D
Existing Trajfic (Scenario 1) - A review of the level of service for this intersection, with the existing
traffic volumes and existing intersection conditions, has shown that this intersection operates at
level of service "c" during the AM peak hOllr and PM peak hour.
Existing Trajfic + Proposed Development T:rqffic with Full Access Along 146'h Street (Scenario 2A)
_ When the traffie volumes generated by the full build-ollt of the proposed development are added to
the existing traffic volumes, this intersection will continue to operate allevel of service "C' during
the peak hours with the existing intersection geometries.
Existing Trqffic + Proposed Development Trajfic with Right-lnIRight-out Access Along 146/11 Street
(S'cenario 28) - When the traffic volumes generated by the full build-out of the proposed
development are added to the existing traffle volumes, this intersection will continue to operate at
level of service "C" during the peak hours with the existing intersection geometries.
Year 2017 Trq!Jic (Scenario 3) - When the eXisting traffic volumes are projected forward to the
horizon year volumes to account for future growth in traffic due to non-site development; this
intersection will operate at level of service "I)" or better during the peak hours with the existing
intersection geometries.
Year 2017 Ti'ajJk + Proposed Development Trcifllc with Full Access Along 146h Street (Scenario
4A) - When the traffic volumes generated by the full build-out of the proposed development are
27
J I
14~~o~a~~~~~~~!~~
added to the year 2017 traffic volumes, this inte~section wi! I continue to operate at level of service
"0" or better during the peak hours with the exis~ing intersection geometries.
llEARn/VlEW'PROPOSED COMMERCIAL DEIIELOPMENT
t UMf
Year 2017 Traffic + Proposed Development T~ajJic with Right-In/Right-out Access A long /46'h
Street (Scenario 4B) - When the traffic volumes generated by the full build-ou~ of the proposed
development are added to the year 2017 tratTic volumes, this intersection will continue to operate at
I
level of service "D" or better during the peak hours with the existing intersection geometries.
146T11 STREET & PROPOSED ACCESS
Existitig Traffic + Proposed Development Tt'aj.lic with Full Access Along j 46th Street (Scenario 2A)
- When the traffic volumes generated by the full build-out of the proposed development are added to
the existing traffic volumes, all approaches to this intersection will operate at level of service "C" or
better during the peak hours with the proposed access conditions which include the following:
I
CI The access constructed as a full, unsignalized access with the proposed driveway
stopping for 146tll Street. The proposed access will align with the existing access across
the street.
CI The proposed driveway constructed with two outbound, lanes and at least one inbound
lane.
o The construction of an eastbound right-~urn lane along 146111 Street. The turn bay should
be a minimum of 100 feet in length t~ provide for dec~ler8tion with a 100 foot taper.
This turn lane should also include a 100 -foot recovery taper along 146111 Street east of the
I
access.
CI The construction of a westbound left-turn lane within the median along 146th Street. The
turn bay should be a minimum- of 100 fe:et in length which will provide for proper storage
with a 100 foot taper.
I
Existing TrC{ffic + Proposed Development TrC({fit with Right-In/Righl-0utAccess Along f 46'11 Street
I
(Scenario 2B) - When the traffic volumes generated by the full buiid-out of the prop.ose.d
I
development are added to the existing traffic volumes, the critical northbound approach at this
intersection will operate at level of service "8" 0r better during the peak hours with the proposed
access conditions which include the following:
I
I) The access constructed as a right-in/right-out, unsignalized access with the proposed
driveway stopping-for 146th Street.
o The proposed driveway constructed wit~ one outbound lane and at one inbound lane.
o -The construction of aneastbound right-turn lane along 146lh Street. The turn bay should
be a-minimum of 100 feet in length to. provide for deceleration with a 100 foot taper.
This turn lane should also include a 100 foot recovery taper along 146th Street east of the
access.
28
tf:.A&FENGINEERI~G
.' '1rarlsp()rt,1tionEhgineerinf;'~ervic"s
. - ,_.. . ,. -.
HEARWVllW. PnoiySfb,lJOMHERCMl OEVEiOI}flENr
140"STiiEft&6R4Yfl, -CARMEL INDIMIA
Year 2017 Trciffic -I- Proposed Development Traffic with Full Access Along 146'" Street (Scenario
4A) - When the traf'flc volumes generated by the full. build-out of the proposed development are
added to the year 2017 traffic volumes, vehicles exiting the access may experience some delay
during the peak hour. This delay is attributed to the projected amount of non-site traffic along 1461h
Street. However, it is not an uncommon occunence for vehicles to experience delay when exiting
an unsignalizecl access. . In addition, gaps in the mainline traffic stream are created by the near-by
traffic signal at the 1461h Street and Gray Road intersection. These gaps in tramc will allow
vehicles to safely exit the proposed access. Therefore, the proposed access conditions listed above
for ScenariQ 2A will also accommodate the Scenario 4A traffic volumes.
Year 2017 Trcrffic -I Proposed Development Trqffic with Right-In/Right-Out Access Along 146/11
Street (Scenario 4B) - When the traffic volumes generated by the full build-out ofthe proposed
development are added to the year 2017 traffic. volumes, the northbound approach at thi~ proposed
right-inltight-out access drive will operate at level of service "B" or better during the peak hours
withthe proposed access conditions listed above..for Scenario 28.
GRA Y ROAD & PROPOSED ACCESS
Existing T/'ajfic + Proposed Development Trqlflc with Full Access Along 146'h Street (Scenario 2A)
- When the traffic voiumes generated by thef'ull bul1d~out ot'the proposed Clevelopment are aclded~ to
,
the existing tramc volumes, all approaches to this intersection will. operate at level of service "c" or
better during the peak hours with the proposed access conditions which include thefoHowing:
iii The access constructed as a full, unsignalized access with the proposed driveway
stopping for Gray Road.
" The proposed driveway constructed with two outbound lanes and at least one inbrn:lft€!
lane.
e The existing northbound dg;ht-lurn .lane along Gray Road at the 1461h Street .intersection
should be extended back through the Gray Road access in order to create a right-turn lane
at the access point. The turn lane serving the access should be a rnirdmurn of I 00 feet in
length to provide for deceleration with a 100 foot taper.
III If the necessary right-of-way is available, a left-turn treatment should be consi,dered
along Gray Road at the access point which would allow southbound thro\.lgh vehicles to
by-pass the vehicles turning left into the access.
29
~A&fENG.NEEWNG
Transportation Engirwering Servrc~s.
. Otdtt
HEAHmVIEW ~ POOPOSEO'COMMEHCl4L OEvELOPMENr
. . ,. ." ,~ '~
f40~,S1REU:&; .
Existing TrqfJic + Proposed Development Trajfi~ with Right-In/Righi-Out Access Along 1461n Street
(Scenario lE) - When the traffic volumes generated by the full build-out of the proposed
development are added to the existing traffic ,volumes, all approaches to this intersection will
operate at level of service "e" or bettcr during the peak hours with the proposed access conditions
which include the following:
. The access constructed as a full, unsignalized access with the proposed driveway
stopping for Gray Road.
e The proposed driveway constructed with two outbound lanes and at Least one inbound
lane.
o The existing northbound right-turn lane' along Gray Road at the 146111 Street intersection
should be extended back through the Gray Road access in orderto create a right-turn lane
allhe access point. The turn lane serving the access should be a minimum of ] 00 feet in
length to provide for deceleration with a: 100 foot taper.
o If the necessary right-of-way is available, a left-turn treatment should be considered
along Gray Road at the access point which would allow southbound through vehicles to
by-pass the vchicles turning left into the:access,
Year 2017 TrqfJic + Proposed Development Traffic with Full Access Along 146'11 Street (Scenario
4A) - When the traffic volumes genel'ated by tl~e full build-olit of the proposed development are
. I
added to the year 2017 traffic volumes, all approaches to this intersection will operate at level of
service "0" or better during the peak hours with the proposed access conditions listed above for
Scenario 2A.
Year 2017 Traffic + Proposed Development T1;qffic wirh Right-In/Right-OUI Access Along 146111
Street (Scenario 4B) - When the traffic volumes generated by the full btiild-out of the proposed
development are added to the year 2017 trafflc volumes, all approaches to this intersection will
operate at level of service "0" or better during the peak hours \-\lith the proposed access condiTIons -.
listed above for Scenario 2B.
30
I
I
I
"A~flE~(;I~,IEt.:~INc; HWl"J/I/EW- PROPOSEO COMMERCIAL DMll1PmJ
Ttilr'1sporr;.;tlon El1gln"erlng Servl~es 146': 8m . &' a . .0, "OM.. Z.' ...
11!~ij;r~~~~~~~~l&$~;!)~l;B.~~);;r~~~J1kw~~~~~~![~_~a
I
BECO/fl/HENOliTioNS !
Based on this analysis and the conclusions, the following recommendations are made to ensure thai
I
the roadway system will operate at acceptable levels of service aftcr the generated traffic volumes
from the full build-out of the proposed site are added to the roadway network.
L
t-
I 46TH STREET & ORA y ROAD
31
~A&f IENGB
~Ti" "',. ."."' . E
. . ' r~FlSpO'r,t1t[Of1f1
a 1M foot tapef. This turn lan~ sh~uld also include a rob f~ot'recovery taper along 146111
Street east of the access,
HEARTfflI/EW-.PIlOPO$EDCOdff!~!lPl41,i!E.VEI.1!fflENT
:;iif6~St1iiH:' . iifiiliiM.-.C4JimL
Full Access vs. RiJ!ht~Jn/Rif!ht~Oilt Access Comoafison
Constructing the 146111 Street access as a full, unsignalized access will minimize the amount of
projected site traffic that will need to utilize the intersection or" 1 46lh Street and Gray Road. Peak
hour traffic projections show approximately 50 vehicles that would normally turn left directly
,
into the site from I 46tl; Street (and therefore by-pass the 146111 / Gray intersection entirely) would
be required to turn left at the 146lh / Gray intersection in order to access the site via Gray Road if
left-turn movements are not allowed into the site from I 46tl1 Street.
From a traffic operations perspective the minimization of traffic at 146til Street and Gray Road is
desirable. However, analyses show that if the 146111 Street access is limited to right-in/right-out
movements only, improvements at the 146111, Street and Gray Road intersection will not be
necessary and additional improvements along Gray Road at the proposed developments access
drive will not be needed above those required for the full access scenario. Therefore, from a
roadway improvement perspective, both alterrultives are equal.
GRA Y ROAD & PROPOSED ACCESS
The following access conditions are recommended to accommodate the projected traffic
volumes:
it The access constructed as a full, unsignalized access with the proposed driveway
stopping for Gray Road.
o The proposed driveway constructed with two outbound lanes and at least onc inbound
lane. .
it The existing northbound right-turn lane along Gray Road at the 14611; Street intersection
should be extended back through the Gray Road acces~ in order to create a right-turn1HlTe
at the access point. The turn lane servil1g the access should be a minimum of 100 feet in
length to provide for-deceleration with ~ 100 foot taper.
{) If the necessai'y right-of-way is avail~ble, a left-turn treatment should be considered
along Gray RO[ld at,the acq::ss point which wouldallowsOlilhboUnd th"rough vehicles to
by-pass. the vehicles: turning left ,into the access.
I
These recommendations are needed for both the 'fuil access and right-inlright~out 146lh Street access
I
scenarios. Detailed analyses have shown that although traffic volumes increase at this drive under
the right-inlright-out scenario, improvements above those needed for the full access scenario are not
necessary if the 146111 Street access drive were limiteclto right-inlright-out only.
32
TRAFFIC IMPACT ANALYSIS
ApPENDIX
T:4BLE OF CONTENTS
ADDITIONAL FIGURES
146TH STREET & GRAY ROAD
146TH StREET & PROPOSED ACCESS
GRAY ROAD & PROPOSED ACCESS
1
6
33
42
" .
Transportation Engineering Services
Creating Or.der Since 1966
I
I
I.
i
,
"
Ag;F ENGI~EElJNG
TranspprtatJoriEngineerillg S~~v.ices
..,o;GciliH.'1'N4
HEAimWlfjP -Piit>PosED (Jo.#fJERClAlDEl/l!/,OPAlENf
i4 .yROAO.CAliifEI IMltiMJ
ADlJITIOA/AliFt6t:JRES
I.
S
~.:::. 't.. i (4)
r-. .~. "-1 (10)
~ ~~! (1)
~ttt
(22) 26"""" IX) 'OJ- -
(12) 15~ ~~'E
'-"'-"
......., (1)
.33 (28)
~ ~
(2) 1 -eo- N oX!
(32) 38 + '~ ~
g
--.
'"
:E::~ "t.. 13 (BS)
,.,
.. .....
l '+ .e' 7 (46)
ttt
....
o
I
N
I
~
!
I
iAA&f 'i!;~GI~E[EJING
Transponatlon Engineering ~crvic~s
",,"", r' .... "..
I
I
I
I
[i
o
x
1:1'
I
'"
o
~
~
~'
<oj
~ IfEllR1"HIIIEW WITH FIlLl ACCESS ALONG 146TH STREff
~ PROPOSEDlJO!WfHERCIAL DEVELOPMENT (INCLlJDESOFFICE," RETAil NON I
g CARMEL, INDIANA PASS-BY & BANK NON PASS-BY) I
~ . _. ,... I.
LEGEND
00 ;:; A.M. PEAK HOUR
(00) ::: P.M. PEAK HOUR
., ::: NEGLIGIBLE
FJ6l/RE A
GENERA TED NON PASS-BY
TRAFFIC VOLllMES
FOR PROPOSED DEVELOPMENT
2
- -
'~~~flE~GBNI:I:~NG
_. Tr;mspo:-r~t'onEn&in"Qt-ingScrllices
C~.u.;.O""'~I,"
"N'
1.-.. AI-
-e '-'* (1)
'j' - -+0-10 (-18)
~ ~ ~ 1 (1)
+.t,.
(-15) -3" <D" ..
(15) 3.... 'Oii'0::-0::-
... .::.....!.... '-J
ti
'"
'--10 (-ZO)
.e'10 (ZO)
, ~ i't
(-ZB) -7.... - ~
(16) 5~ ~
.-..
r to AI>.
:;.::.. ""7 (25)
I oJ')
. -. -&2 (4)
t~
i!
O'
I
x
...
I
~
r--
~
'"
~
~
w .
f HIEARTHP/IEW WiTH FlJU ACCESSlIlONG 146TH STREff
l PROPf!SEO COMMERCIAL IJ~J/ELOPMENT (INCllJDES RETAil PASS-BY
~ CARMEL, INDIANA & BANK PASS-BY)
",-
N
r--
o
I
;::;
I
co
a
LEGEND
00 ::: A.M. PEAK HOUR
(00) ::: P.M. PEAK HOUR
.. ::: NEGLIGIBLE
FI6lJRE B
6ENERATlED PASS-BY
TRAFFIC IIOLlJ/HES
FOR PROPOSED DEVELOPMENT
3
'0
,-., -
u:>-
-""
r- ~
. ~ ~34 (29)
~t,..
(22)2.5 -9- '" ll'I -
'(12) 15~12~R
---
JL", , ' ,i
:rr:'4g;~~~~IN~P;:~B~G
Transponatlon Engll1ccrlllglSeP/lces
. l"""'~'m.
I
I
~
....,...
....
~: "t.15 (99)
M on
. '+ .c7 (46)
t ~
I
I
I
I
I
__.J
l-
e
I
'"
I
'"
9:
~,
101
'"
~'
I
8
~
~
;>i
1 ' , #EAf!.TH'VI/EW , ",'
. '~"" PROPOSED COMMERCIAL IJEYELOPMENT
/" .' " "., "
g . . CARMEL, INDIANA .,
~ .'
N
" m
...........
"......
--...
a.
FI6I.JHE C
LEGEND
00 ;::; A.M. PEAK HOUR
(00) = P.M. PEAK HOUR
" = NEGLlCISI.t
GENERATED NON PASS-BY
TRAFFICWOLlIMIES . I
FOR PROPOSElJlJEVELOPMENf
WITH RI6HT-IN/RI6YJ:.OlfT ACCESS
. ," ",LONG 146TH SJ[REff. l
(INCLtfDES OFFI(JIE~ RETAIL NON
PASS-BY & BANi( NON .PASS-bY). ,
4
'fkA8.:f?~ftil~EI€;RBI.'IG
, lhmsporratl(?n "EJ)gIA<:~nnz S"rvlces
(..Q~oMr~!9"
-'
'"-
0::
--
~
I........
---~.
I ~ ....-10 (-21)
~ ~ .10 (21)
~t,+
(-15) -3 -!J>. ....... ..
(15) 3 + .s E:2
.-
o
I
1;',j
ii
JI:
"'.
;!:
o
~
W
I
~
'"
~.
~
~
f HE.4RTHUlIEW
i PROPOSED COfl.fMERCIAL ,OeVELOPMENT
8 CARMEL, INDIANA
;J.
N
F16lJll/E 0
LEG'END
00 = A.M. PEAK HOUR
(00) = P.t.!. PEAK HOUR
· = NEGLIGIBLE
GENERATED PASS-BY
TRAFFIC VOllJMES
FOR PROPOSED DEVELOPMENT
WITH HI6flT4N/1l16HT~OiJT ACCESS
AlON6 146TH STREET
(INCLUDES RIETAJIL PASS-BY
&- BANK PASS-BY)
5
~JA8/;'I;NGINEIERI~G
.. 'T rilnsRor.clltioh EngiiieeriI!iS~i.~ic~s
" ._-vo..dk_~"'i",,
H01llmVIDf ~.P/l(}P'0${iJC0Ji1!i;flC/;tL.D[VELOf'Mli';'
. {'h~ . .-. ItffEllNOaW.
1J1l1Ji STBlfET.8/. ,6BAY
,..)Aj'".
1 :Aa'1lJI
INTERSECT/tlN lJAT7I
TRtlJFFilJ IIQlJJlY/E()Ot/Alr:s
C;tlPJft71f1ilAN~l:JI$1$'
I
I
-'1 -,
I
6
A & F ENGINE~RING CO., LLC
TRAFFIC VOLUME SUMMARY
CLIENT:
INTERSECTION:
DATE:
Hearthview Residential
146th Street & Gray Road
7/26/2007
TOTAL VEHICLES (PASSENGER'CARS + TRUCKS)
AM PEAK HOUR VOLUMES OFF PEAK HOUR VOLUMES PM PEAK HOUR VOLUMES
BEGINS 7:30 AM BEGINS BEGINS 5:00 PM
L T R TOTAL L T R TOTAL L T R TOTAL
NORTHBOUND 63 73 60 196 157 229 210 596
SOUTHBOUND 102 178 46 326 140 103 27 270
EASTBOUND 29 671 104 804 54 1264 171 1489
WESTBOUND 152 1064 94 1,310 79 898 124 1101
PEAK HOUR FACTOR
AM PEAK HOUR FACTOR OFF PEAK HOUR FACTOR PM PEAK HOUR FACTOR
I
APPROACH INTERSECTION APPROACH INTERSECTION APPROACH INTERSECTION
NORTHBOUND 086 0.85
,
SOUTHBOUND 0,71 0,93 , 0.85 0.89
EASTBOUND 0,93 0.B7
WESTBOUND 0.89 0.95
TRUCK PERCENT AGE
AM PEAK HOUR PERCENTAGE OFF PEAK HOUR PERCENTAGE PM PEAK HOUR PERCENTAGE
L T R TOTAL L T R TOTAL L T R TOTAL
NORTHBOUND 3.2% 00% 8,3% 3;13% 1.9% 0.4% D.5% 0.8%
SOUTHBOUND 5.9% 0.0% 2.2% 2.1% 5.0% 1.0% 3.7% 3.3%
EASTBOUND 3.4% 11.5% 4.8% 10.3.% 3.7% 2.8% 1.2% 2.7%
WESTBOUND 0.7% 8.3% 8.5% 7,4% 0.0% 4.2% 3.2% 3.8%
HOURLY SUMMARY
HOUR NB SB N B+SB EB WB EH+WB TOTAL
6:00 AM TO 7:00 AM 69 139 208 293 584 877 1085
7:00 AM TO 8:00 AM 162 334 496 667 1239 1906 2402
8:00 AM TO 9:00AM 220 225 445 740 1150 1690 2335
=~fa
4:00 PM TO 5:00 PM 334 239 573 1158 885 2043 2616
5:00 PM TO 6:00 PM 596 270 866 1469 1101 2590 3456
6-00 PM TO 7:00 PM 347 227 574 1113 772 1885 2459
TOTAL VOLUME 1728 1434 3162 5460 11191 14353
PERCENTAGE 12.0% 10.0% 22.0% 3B.0% 78.0% 100.0%
~ >T'
7
Release 11-18-04
A & FENGINEERIN;3 CO, LLC
TRAFFIC VOLUME SUMMARY
CLIENT:
INTERSECTION:
DATE:
Hearthview Residential
H6th Street & Gray Road
7126/2007
DIRECTION OF TRAVEL: NORTHBOUND
HOUR LEFT THROUGH RIGHT TOTAL I
AM TIME PERIOD PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH, PASS TRUCK BOTH
(3:00 AM - 7:00 AM 24 0 24 28 1 29 15 1 16 67' 2 69
7:00 AM - 8:00 AM' 57 2 59 54 1 55 47 1 ~B 158 :<1 162
8:00'AM - 9:00AM 83 0 83 73 2' 75 ,5ll 4 62 214 6 220
PM TIME PERIOD PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK iBOTH
4:00 PM - 5:00 PM 93 2 95 119, 0 119 118 2 120 330 4' I 334
5:00 PM; - 6:00 PM 154 3 157 228 1 229 209 1 210 591 5 I 596
6:00 PM .' 7:00 PM 113 1 114 120 3 123 109 1 110 342 5 347
PASSENGER 524' 622 556 1702
98,5% 98,7% 9/\,2% f!8,5% I
TRUCK 8 8 10 2,6 I
1.5% 1;3% 1,6% 1,5%
BOTH 532 630 566 1728 I
30,8% 36.5% 32.8% 100.0%
DIRECTION OF TRAVEL: SOUTHBOUND
HOUR LEFT THROUGH RIGHT TOTAL i
AM TIME PERIOD PASS TRUCK 80TH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK jBOTH
6:00AM - 7.:00 AM 44 0 44 58 0 58 36 1 37 1:3~ 1 139
7:00 AM: - 8:00 AM 84 2 86 200 1 201 47 0 47 331 :3 I ?34
I
8:00AM - 9:00 AM 76 9 85 101 2 103 35 2 37 212 13 I 225
PM TIMEPER,19p. PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
4:00 PM' - 5:00 PM 94 8 102 98 1 99 36 2 36 228 11 239
5:00 PM - 6:00 PM 133 7 140 102 1 103 26 1 27 261 9 270
6:00 PM - 7:00PM 106 2 108 92 0 92 27 0 27 225 2 227
PASSENGER 537 651 207 1395 I
95,0% 99,2% 97.2% 97,3%
TRUCK 28 5 6 39 I
5m'o 0.6% 2.6% 2.7%
BOTI'l 565 656 213 1434 I
39.4% 45.7% 14.9% 100.0% I
DIRECTION OF TRAVEL : EASTBOUND
HOUR LEFT THROUGH RIGHT TOTAL I
AM TIME PERIOD PASS TRUCK BOTH PASS TRUCK ,BOTH PASS TRUCK BOTH PASS TRUCK I BOTH
6:00 AM - 7:06 AM 8 0 8 254 17 271 14 0 14 276 17 I 293
7:00 AM - 8:00AM 18 1 19 522 45 567 79 2 81 619 48 667
8:00'AM - 9;00 AM 27 4 31 536 74 610 95 4 99 658 82 I 740
PM TIME PERIOD PASS TRUCK 80TH PASS TRUCK BOTH PASS TRUCK BOTH PASS 'TRUCK BOTH
4:00 PM - 5;00 PM 51 0 51 921 63 984 . 119 4 123. 1091 67 1158
5:00 PM - 6:00 PM 52 :2 54 1228 36 1264 169 2 171 1449 40 1489
6:00 PM - 7:00PM 41 0 41 909 23 932 138 :2 140 1086 25 1113
PASSENI3ER 197 4370 614 5181 I
96.6% 94.4% 97.8% 94,;9% I
TRUCK 7 258 14 279 I
3.4% 5;6% 2.2% 5.1% I
BOTH 204 4628 628 5460 I
.. 3,7% '. 84.8% 11.5% 1 OO.O"fo~= "'., .~
DIRECTION Of TRAVEL: WESTBOUND
HOUR LEFT TI;IR0UGH RIGHT TOTAL
AM TIME PERIOD J;'ASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK 80TH
6:00 AM - 7:00 AM 42 1 43 484' 26 510 29 2 31 555' 29 584
7:00 AM - 8:00 AM 153 1 154 955 54 1009 7Q 6 76: 1178 61 1239
8:00 AM . 9:00 AM 114 7 121 830 111 941 76 12 B8 1020 130 11,50
PM TIME PERIOD PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH PASS TRUCK BOTH
4:00 PM - 5:00 PM 71 0 71 657 63 720 84 10 94 812 73 Ba5
5,:00 PM - 6:00 PM 79 0 79 860 38 698 120 4 124 1059 42 1101
6:00 PM - 7:00 PM 74 1 75 615 14 629 66 2 68 755 17 772
PASSENGER 533 4401 445 5379 I
98.2% 93.5% 92.5% 93.9%
TRUCK 10 306' 36 352
1.8% 6.5% 7.5% 6.1%
BOTH 543 4707 481 5731
9.5% 82.1% 8.4% 100.0%
8
Roloas. 11 ,18.04
3: 146th Street & Gray. Road
HeM Si~nalized Intersection Capaclty Analysis
.i" -fI> "'). ..f
S1 - Existing Traffic
AM Peak
41-
'-
"\
t
~_'. ~ ..I
Lan~ Util. Fa,<;tqr
1.00
1,00 1.00
1900 190 1900 1900
. !51111-3"lf~ETi)~.q;-~~3;5."
,~",.!t';.;~:_-~~-_-,_~OJ- ;rz;'t~~~>;?kMATh;;;;,'J:~
1.00 1.00 1.00 1.00 1.00
1900
Flt;Protected . ........... ..... ..,,0,95 _1.001.00 0.95< tOO. ,too. 0,95. ..LOO tOOO.9S 1.00.1.00
S~aif~(R1Qt)~~~~~ii~~Ji75~3"22~$3~~2~8'le'W3~~fffK521iif.._1Qi'ji~~183
FrPermitted-~ . . 'J'=O:13"~1]01))5 0~27d'~1.00' 'TOO" "~Q44 ""\00'1.'00 'O~4"1.00-.too
""*"#-~WJ,>"w"''''''~''''~'.~~'=~'E'''''''~~~ir~~~1lili'i'..,(~a;,,~~"~'C=~~J\."""1J' o"=~i0"=~'=
oal~nr.q'llt. ~ID1),!JL~~i:lJ.)11t4nSe~~i\llL53ai1l.lll:500~.::tl;S~j;3~82._,,~1.~w~":S~~1i1~$-1j;l~!**~1~OOJf'il'&lJ1:S83
Peak.hour laclor; PHF O' 0;93.. 0:9.30:9$.0.89 '(I'-eg.. ,.0:89 0.ll6. .O~~Q.Qi8$ 0.71 (1.11 Q]1
:K1.ijt,j~I"."'iMp.tl'\ ~J!~"1k~\iil5"~["F;.~Ii}'!:!'tF;~;r."~b~'!r'.'Jmi1ll1:'iiT'9~"\1.%'i:f~Dooll'."1 '., '!'7'SE2"d:g.ro'if5'${!'A~'1M"~1~~_..S:4f4i!f\l1!!l;S5'
'~& ,f;~Yfj\!riUJc+J-sJf~8i~i\Wl~.;1~~'f~jl\ffi2~!till&~r~1!lf:!:~_~~-~Vi~f<- - !~!f!E~~~~M!;~~~;ikX,'1,",~~j~J~~~~.~_~~l?f1~~+:b~~~~rIi!-q~"'1tiilltA~-~
:J~Cl~;~~,~tl~~~~~l;~~~~2'~2Q; "~'0~_-r.7~96q~~_~Z~~;F~gO~\MS"~~o'~~m~'"fi1JiV"1il50g,~"~~
'~Yt~~rp~&~~ia~~B!JJJ~44EE1111_~J~:r~~'J-~;",,~:~~",-~'--~~'-~'}!!I~:kgt?~=;) _~~~~~1f.',- .Y;~~ii~~~t~~~~*~~l.*~~tt
Heav vehicles % 3% 12% 5% J % 8% 9% 3% 0% 8% 6% 0% 2%
Synchro 7. Report
8123/2007
9
3: 146th Street & Gray Road
Timings
S 1 - Existing Traffic
AM peak
..f
-IP
"'"
.f
+-
'" "\
f
". \. ~
II
I
Control T pe:Semi Act~Ui1coord
.;... m4
10
I
Synchro 7 - ~eport
8/23/2007
I
I
I
I
,
3: 146th Street & Gray Road
HCM S\gnalizedlntersec.tion Capacity Analysis
S2-ExTmf+ Prop DevTrnf
AM Peak
~
--0.
"
of
+-
'-
""
t
~
\.
+
.,;
~~~~~:~~~~l~s~~~};~~""",,!iii!IZ~tf-~~~f6'''''~~~~1>\lm3!itl=,~~r.W'1,"",,~"~!L~p'.JM,,~,,"~f
Ylolgw~~~IJI}~r;:i;!~~0";ilf~Ift~iJ!4l",~~J.~~~;g~~~:llJi~~~1,~~i\\'Jlr_~~,~~it~'lil:iE;~9i~l#~"i'~i~J~!1s18.B~~I~
IdealFlo~v (vphpl) .............. '., . ,1900.. .1900 '}9QO, .1900.,.,'1900.. '. 1900, ..,19bO , ,,1900.., .1900, 1900..,..... .19001900
[[t]:~Y~IDIi;~11IIII@15~~;,~:'~>>:i~~!ImJJ'i~~;;;t11~.!.I~I~Jf4lP1Q~~~t~III~~jjl~QJilII!~I~
Lane UtiL Factor 1.00 0.95 tOO 1.00 0.95 1.06 1.60' LbO 1.00 1.00 1.00 1.00
" ~1!~~6;85~1l~.~1lf~~21~]
Fit Protected 0.95 '1.00 UOO.9S, 1.00 1.00 . 0.95 1.00 1.00 0.95 1.00 1.00
~""'Wf.\~l!Qi~'ff~-""~i~n5~=-%5'E"i~"i'ii5_', ~1'!j5';'"l'''0\l~4iJ''~~}Y'''3f;l1Kg;:?il8' '~:~".~52.'.~liiWif1"~i>'@ji~f~'ri~~fl;1~'-9t'iO~i:1;5"~8'i:l
~*a1y~,"iJj_9:W~_, e~~,J~~~~~1?!~.xU! ~/" '1~~2t~~~~~~~;I;QJ~tf~\)\)lt q~~~~~f:.,i.4~~1~&~9~~i2r~~~~~ifI"~~,~
Fit Permilleo 0.13 1.00 1.00 0.26 . 1.00 1. .44 toO. 1.00. 0.57 1.00 1.00
.. . . '~n~ ;i,y;~~~"t)j;;rE~O: 'lb~$ii90~~~'6':'o
1;~w~",ility;\lV~;t'"'''"~e:t~O,J~U,J].Q;%~~'i~~. __. ~~Bk%i:HP!3}.~
0:86 0.86. 0.86 0.71 0.71 0.71
RTORReducHon (~ph) ,. ...., ..... .', 0:.. 06. ...'.. '0 I .0... . J5 '. . ...... 0..... 0 . ...... q3 . . 0 .'. 0 . 49
rrafil"'G....lfOOW~IOw:(fr)iiJ111&~;:i;f~i~V~4~.:".66._~.$11l~.lff[5~.~M62.mQ..9afE~!i1i~[m~'fit~~2~~~t:a
1...-~.-,lf.;;'<<~~1t~ o.,c.t"_ ' ~o:..W,i.'^..,..""_~~~;~eJ - " . _,.~'~;>o.~r.fi+J~~:;;..~""""".ft1;M.~~".~..1-:,...-, ';",u". ~<wi~",*"""~"-~:~~~'liI2W~-~Gtr""~~~2R}ffiS~~1!I""",,,,,,
Heav Vehicles % 3% 12% 5% 1% 8% 9% 3% 0% 8% 6% 0% 2%
'B.l} '. ,3.0:.3.0.3;03.0 . 3.0
;'f81:,&lf~'ai':i1t:Vi&'lrf;'fl.~lfi)18~~'i7A~_78i
'~IJ~~~~e;!lJtjI;Wt&~[~41~fi~~~1~~ ~".y~
vIs Ratio Prot 0.01 0,230:01 cO.04 icO,35 0.01 0-93. 0.050,00 cO.05 cO.t4 0:00
~~]m~~~~l~2.~~~f.Ii~~iBrf9E'~!!~~~I['ir_j!~~~~tiilIllilW@l1;
vie R'atiQ 0.15 0.$5,b,Q$ .O.4~! Q,TlO.Q7. 0.,'34- 0.32 0,05 0.43 0)5. 0.04
m~~''''''~m~-p~r__.. ''''~'''''-='IIEj''' --''O\mm~' ~.''''''.~''' "'f_''''''M~' ""r,;; ,."'~'-' """",,"''"-''~''''''''~'P''-'~--'~
.' nlf&~tn.. ."~. 7 "llaa~~'7"...~~'\'f:zii'h;;)~. ..... , !Il!%lt~~,,';\~'t;i~ {. ''''.:' :ii!.iE\~.'~r*,; '1'.' . '~7'11;Z"~i'!l'" ;Z'Q1lM. !7i1~R2.lf,'ro' .,,'i:29'9.'i€t'i!'~2 iWllli~;2~~lZ~' < BO.73. i~Z2.'" '6
)..."",W~I;_ _'-, .~-,,_ ,i,~~c",;~:;f;~~' -' -k,~-tf.'::~-~~~'fi:.-,.;.!i~c:::'.:t,L:,' '1i<.::r:0:.t,;;~~~~~ ,,' -,- ",' -;'~&~-'-~-;-' "",,':t;,~~~'Jm~JJf, . - - _ -oj 0:. --'i~""""-,,,~"1'&,,"'::l~"~_,;-~AM~l: - --~' --" r;-.~""~_,,,,;
Progression Factor .. 1.00. 1.00 1.00 LOO: 1.00 1.00 LaO 1;00 1.001.00 1.00 1.00
f~~I'" """'lw;fr''fi~f'i!l'4'~~~~-'~~"~rl'-",,'\\',*,;'~;;j~~'''~'i\:'C~~''''':'1i!!iS:IIlti'lO":-rili';"'~~i';;^"'a'~4fu~"-"';"";Ylc""'''i'i''R
1!l~U!!llla,BelaY,e~1!tti:~~6~_~j~I;).Jl\YJO~2ff;;'(~1~~~.i%i!O"~~i~Jx:N~~~"'118i7~l",: ,_~~i~fj8{*7;;;;f~~
D~la. s - ,'M"'. 12:S: W81Cd:....~...10.2. I 21.7 7;5'-'25:5. .30:.5'"E4 . 22.2 '38",8'22.6
Synchro 7 - Report
8/23/2007
II
I
I
S2 - Ex Traf + Prop Dev Traf
I
AM ,Peak
~ I
,} -+ "'of +- '\., 1 /' \.. ~ ,..;
. .... . . . .. . ~. . ..~... ~ ... .1
._i_~fjJII___~q
~~ti~~ti!!~ttt~S~l~1.it~_~1f~~~.ji~i1a~d
Tur e pm+.pt' tQ.V mJ .t m+ovm+ t !lUOY m+ t pm+ov
3: 146th Street &. Gray Road
Timings
,. 6
Control Type: Semi Acl-Uncoord
I
~-~I -.
,
I
I
I
I
I
I
I
I
Synchro 7 - Report
8/23/2007
i
12
HeM Signalized Intersection Capacity Analysis
3: 14,6th Street & Gray Road
S2B-Ex+Prop wI RIRO
AM Peak
.f .0- '- '\
_iliil~6ii1B..,,~~~~mmll_~~
lane ,C:pnfiguratio'ns ~. +1' . ..l' . ." tt. F .'l t.. t " + rr
l@fWt1!~ffIl~lIi!~~lf.~_m!B~~~~~~~mr_(~~1WJI[\fIr@~:!Y~:i1;~e!~)~I~ili~~
Id~~1f-lo~5 ~p-~~~~~""~~.""~~lJ!g2__..~~c~~~,,,~,~.~,,2J~~~g,~~..,,~~~~=,~1~~~~c.lll~2,",~",,:E,Avz,.2~b.~r9Q
@!IDj[~!1!(~1{~)~~~i~i.'1f~~~!511~j~~"Q~ai9.~~~'~~1Qi'fJ~~A~_g1:"~:i~~Jmf~~5'~~j~;J;1lF~~~;~II'!:g~
l.,~nel.ltil.,F~ctor 1.00 Q,~5 tOO 1.00 I 0;9~ too too. J;()O l.0 1,00 tOo 1.00
J-
-.
")..
t
I'
\,.
.t.
.I
Fit Prolectedd .. '.' 0.95 1:00 " too 0.95 ..' toO 1.00, 0.95).00 1.00, 0.95" LOO .1-00
~!~Iffi101(Brili~"1!1iZ5e~~i.~1It~~~1l~~1lI~~~i>~~~~ii3'A'~f~m
FlI Perrriilled 0.14 too tOO 0.25 taD 1.00 0.44 1.00 toO 0.57 1.00 1.00
Aciuated g/CRallo
0047 0:41 0.49 0.56 I 0.46 0.57 0.23 0.15 0.26 , 030 0.18 0.24
B
c Lane Group
Baseline
%user_name%
Synchro 7. Report
Page 2
13
Timings
3: 146th Street & Gr~v .RQ~d
. i
S2B-Ex+Prop wI RIRO
I
AfI.1 Peak
/
-. "").
:f
+-
~ ~
t
t"
\..
!
14
.1.
Synchro 7 - ~eporl
rge 1
I
I
I
I
I
;
Baseline
%user_name%
3: 146th Street &. Gray Road
HeM Signalized Intersection Capacity Analysis
..J- -. "). ,f 4-
83 - Yr 2017 Traffic
AM Peak
4.... "\
f
I""
\. +
./
Fit Protected O. 5
=~' t"Q.'''m-~~~,.''''''t1Jf)!7Jj@;giii'X',rt$f11JR1!Iif
. . a .,~ . (') ,l"l[O ,*""",,,,..","'~,"~,,",,.*,
,,0':(F:3:.:,..~~~:tt%i ,':. ~~!:c4 j;\J"';?&ii~~~!~1:'f' __
fit Permitted . OJO 1.001.00 0.17 . 1.00 1.0.0 0,33 1.00. tOO 0,54 1.00 1.00
~&~IW4!'(~~ermi,~ff;~~~1~~ti~~.~f~...'M!&~t1i\T;i,'l~,r~~a~~~iff~trtt:~~ftil'fE~1l}!IWrt:19"1l''''IW~1fI':~\!;1f4fii:''"~
Y~~:r,j.lf(i,_~,~" <,:._", 0" ~_A-~'~'0~'k~1h,;~,~m:..,___".,,~ ,_"_._=S:_?fY($.J~Y.QP~~Qll,O~QY:;ts:r~jI<:,,,,~_,_,,,._0:~,,JJ1A~M"';J,;tY~~'wi3:,~_,"}:'t.q,~~1i;lQtg;:"~,t.",,,~--%"'f?::8~ti.",~9~
P_~ak:hour faelor,PHF _ ..r~eg~?l,"^, 0,93 _ 0.93" 0,89 ,0.89 g.:.~9.. 0.86 0:86 0.86 0.71 ,.aD 0.71
~>lI;;Y~~I."r;fI""h'm~~~~~c/:tsrz'A21fJ~9' "I"Vl?'lriii.l;'4r5"""~"'~',dc1':.')~0' fe... ~"6""1'3' .tmi3'''''''~if8l.8.' . "ilil1Wli1\~]f,j~'8;;'~4il::i2.1:i%tf'3"."i'i!.~'~-m
Cl'JiJr~,9l<<t~XmJ/~~~~~{~lf~~JF0.1J~~,,~r;~~'utL~~~1~Xlr0"i~~-~~:,-~~!t!a~,,"i -:' ."dfIj,!~-:c,4L,~'I11f -, ,,; ,-.{rJi~iv~~~~~ttG~zJ'Q,i~~', "~n1i~"~~.~~~ffjl~
RTOR ~eduction. vph) '. 0.'0 73 . 0: 0 41 . 0 0 63 . 0 0 55
iiF-m"'''''ii!I' I:")' t lilJlj....) "'P>"T;&,,z,,,,=r.i ~",~,,,,,"",~"'",,'~'~'Yii\i!'iNThta'6 "iJl-;m>''''''1^"'''''''_'' 8' 'c"""':ifiVillll' . 2f.Gt_11'i1."5'iI?r'.'....~.""'"1il!1l1>\.,,'"~.F
!fane[~rQJJ"'" . w/",! :V'., :1l1f;;'J;$e;;fufu'Ji';j;:'".Z!f"!,li[!l9ii1~::;'~'!'i81fi&lT~"""V;";'''M,1:uJ3:,jtrot;;;tl(~.:~; 8 ''';"l~~[;q.:' , · ". ,,;; cl:;r~&!I@_"'@@'.1 fl.d;:;J,f.;1~301\dijlFal\;2~.
,,""""~~'ol_,""~ ,-'; JF!o~ :._,..,-::~~""'~'^'"' _.........~I-"'''''''''"~'''''...".''''~_"~".'c_.,.;'''_~-ry~~__'''''-.,:,."''~R-~~''''"'''-,.'"'"........~_"'''.",..,," ,,,,,,~,~-,,,,,,O'-",,",,~,~,,, .,'. ..,,"".-''';,'.','.'<.c.r~.~,~.:', '.''''....,...,''''''"''< ~"^.."..,.","""<>"~~,"'.-'<._."'-,,~-,"".,,.
Heav Vehicles %. 3% 12% 5% 1% I 8% 9% 3% 0% 8% 6% 0% 2%
~~~uale(3rS!el1iG ?)
t:uk>"l-"~-
~9.t V~k~~~t t
io 0.50 0.44 0.52 0.60 I 0.51 0.62 0:21. 0.14 .0.25 0.290.18 0.23
''''1~,,"~%l~.>'':.i.r-:~''''~~''''~~0f''<n:@l\;\\\'IfW'~'3'. . iIi'ffi!lli~" ..~'5.,~'i0~.':r!l..y,.'~~qjI. "~'ffiW5"O:'''' . '~5<'~~~r_,':"n"b~'~ollll" "=a"t>:
.li.. ""....'".~ OP'~ili,..j;(,4i~' '. ". ' '. .' 'Wk5.. ....U'-...~~"'~....... 'mil.' ...' ".~'\j;"'i"'C"'."".'" .~'.';:;.,._'e.3. '.. .... ,'w .."'.. .._.,., " '!lJ..'" ~kP._e. .... 1rAQ'." O' .... . '.' ..1<
~.<~~~,0:.;:.a@.lii.<'~~< . _'if~kc-ii-ltii~W--i{l;-.'"':h ' \m'~i!~,.A~,J:j:;::1'~.t~~" 2t~;i;,:r~;_ .'. -.~_- -_~_';"3~~,,~%L"?M$...\il~~_k"f',,,;e,.€~,,~~..: ~.si::~>, '.. - , ~,.pJ~
'(5) 3:0' . M' 3:0 3.0 . i 3.0 3,0' j.O 3.0"'3.0 3.0 3.0 3.0
'~-".~...~.mr.nllD_c.'" .&&tft...."''''',...":f'll:.w~.'''.~.~~'''..~.''''.......'~~m. "1..t,tro"'~'!;,_~-""'&!l!'''iiJi!i'-'.' ~,""' .1tll!,.,.m=9i!~'"
~D511~mil?hrtlv. . .' ...... ..a~:;;r~.tB.,~.:1i42aftF;..,..~'lil92,~'j!I365' .. ..' 'l688~!',Zh, . . .~.' ."tl1l2Q9;w.$i2!;i9r-"4t~1{IQn' .~'858'ili!l1!1l'i"333~qi1t16i
. _ '.. ,",",,~r;;\&~r,o;bf,~,,~ _<. .*i. _~~~~' "<.-&..;--,,,.~,,.~,,,....,.'f,,~F;,',0-~"'";",,s-:~,.,.,ha"0m1h....~...__~ID,,, .... , ." :"t.;;'''4~,",~'''--'';;;-~'~' .~ !!'J.:;m~~~~~~~~-YJ ~~"""~),~0.t....~;;~iiMiW""""",,",,,,
v!sRatio Pr9~~"" <,,"0:01_~, 0.39, . ~:O!.., ~q.07 . :c0,48_ ,_ 0.01 . 0.93. q.O~ 0.Q1 cO.OS. CO.1? .....9.00
Yl~"1IDl.Iif_r~ig~"Q1Q~iClQ~.~~Jm:~,q.?_T~]!;1t~TQ?lll.Iii~11
vie Ratio O. 0.10 0.63 0.96 0,11 O.4Z 0.39 0.06 0.48 0.9,9" O.O~
;,S~2&)6
~'''~~,.".
1.00 1.00
Synchro 7. Report
8/23/2007
15
I
I
S3 - Yr 2017 TJffiC
AM!Peak
14'
I
3: 146th Street & Gray Road
Timings
~
t
'-.
-+-
"\
t"
't
~
---+
\..
!
I
I
~.J ~.
---I
16
I
Synchro 7" ~eport
8/2?/2007
I
I
.'
...
3: 146th Street & Gray Road
HeM Signalized Intersection Capacity Analysis
S4 - Yr 2017 Traf + Prop Dev Traf
AM Peak
,/
-It- lr
v'"
~
4....
'\
t
,.
\.
~
~
Synchro 7 - Report
8/23/2007
17