HomeMy WebLinkAboutConsultant Review - 10 COMMERCE WAY 2/10/2003 (2) r
i
1
i
Traffic Impact &
Access Study
Proposed Car Wash
Development Project
' forth Andover, Massachusetts
Proponent
F
VINCENT
RDOEIV,
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f-,fm�itAi�i�d�a ur ryr�t�7MCsC�f`P'
DJKD'affi C r�c:1inG c i n n 1/I r,Irosf r>l 1 aPi«il Planning
,980 Mak) 204
CvIotlh ffc;ading, Y\1A 01864- 1300
I
TRAFFIC IMPACT TU
Proposed r Wash Development Project
North Andover, Massachusetts
Proponent
Vincent Grasso
February 6, 2003
prepared by
Dermot J. Kelly.Associates, Inc.
Traffic Engineering[Transportation Planning
280 Main Street,Suite 204
Forth Reading, MA 01864-1300
978-664-2205 FAX: 978-664-2444
610-TIS2
Copyright 0 2003 by DJK. All rights reserved.
TABLE OF CONTENTS
Page
EXECUTIVESUMMARY .................................................................. ............................. l
PROJECTDESCRIPTION............................................................................................1
ALTERNATIVES T{]THE PROJECT............................................................................1
STUDY/\REA..................... ............................................... .........................................2
EXISTING TRAFFIC CONDITIONS.................. ...........................................................2
FUTURE TRAFFIC VOLUME CONDITIONS ..................................................... ..........2
Site-Generated Traffic......................................................................... —................ 2
TRAFFIC OPERATION ANALYSIS ................................................................... ..........2
Commerce Way 8t Osgood Street ...................................................................... —...2
RECOMMENDATIONS ................................................................................................5
PROJECTDESCRIPTION..................................................................................... ......4
PROPOSAL...................................................... .......................................... ...... .........4
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ALTERNATIVES TO THE PROJECT ...................................... ......................................5
ALTERNATIVES TO THE PROJECT.................................................. .........................5
THE EXISTING BUILT ENVIRONMENT..... ............................................— ...... ............8
FIELDSURVEY................................... ......................................... ..............................O
GE(]METFl|CS ..................................... .......................................................................O
CommerceWay.........................................................................................................S
TRAFFICVOLUMES....................................................................................................O
FUTURE TRAFFIC VOLUME CONDITIONS..................................................................M
INTRODUCTION..........................................................................................................U
BACKGROUND TRAFFIC GROWTH...........................................................................8
SITE-GENERATED TRAFFIC VOLUMES ....................................................................9
TRIP DISTRIBUTION/ASSIGNMENT........... ............................................................. 1O
TRAFFIC OPERATION ANALYSIS .............................................................................. 11
METHODOLOGY....................................................................................................... 11
Levelof Service........................................................................................................11
TRAFFIC ANALYSIS RESULTS................................................................................. 12
Commerce Way 8t Osgood Street ........................................................................... 12
APPENDD[--------------------------------------. 14
i
610-nS2.d=
Copyright@ 2003 by DJK All rights reserved.
EXECUTIVE SUMMARY
Oe[OODt J. Kelly Associates, Inc. /OJK\ has conducted @ Traffic |[np8Ct & /\cCe8S Shxiv
for @ pFnpO3Gd C3[ wash d8vS|0pDlerk project to be located west of and adjacent to
CVn0rn8[Ce VVaY in North ADdOVe[, PW@sS8ChUVHttS. The project site iOC8tiOD is
graphically presented OD the following Figure 1. This report 8V8|UBteS the pD\eDUa(
traffic-related iDlp3CtS aSSOCi@t8d with the pnDpOS8d d8Vo|op[O8Dt project and identifies
potential traffic rDiUg3tiOD measures necessary to minimize the potential traffic-related
� �
impacts of the proposed project.
PROJECT DESCRIPTION
The project proponent presently is planning for the CnOve[SioD Of an existing OffiC8
building into 3 car wash in North /\DdOVe[. W1@SS8ChUSHttS. Current project planning n8US
for the site t0 be accessed along COnl[De[Ce VV8y' which in [UrD iDhe[SeCte with Osgood
Street to the south Of the development project. The Proposed Site Drive would intersect
with COn8[08R}e Way forming @ "T" type iDt8[SeCUOD with CoDlDle[CB Way.
�
For the purposes of this report, the fO||OvvinQ aUe[D3tiV83 were evaluated:
* No-Build - The No-Build alternative was 8X8OliO8d to establish the 2003 baseline
i[BffiC-VO|Vnle conditions. The iDcneDl8Dt8| iDlp8CtS Of the proposed project may be
determined by making n0[np3[iSOOS to the No-Build aK8[n8UVe. The No-Build
alternative @SSU0eS that the project i8 not built.
* Build - The Build 3Ke[DGUVe includes the dev8|OpDl8Dt of the p[OpDSBd project. The
Build olte[DaUVg is evaluated in this report and is COnnp@[8d to the No-Build analysis
1
"`*r/n,.mm
Copyright(D 2003 by DJK. All rights reserved.
Figure 1: Site Location Map
V NIX
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IN4
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0 1000
.Scale in Feet
DJKDermot J. Kelly Associates, Inc.
Traffic Engineering/Transportation Planning
Coovrlaht Cal 2002 By DX All rlahts reserved, I:\810\610FIG1
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condition. The Build condition represents the increase in traffic from the previous
condition k] the proposed condition /ie, the delta irDpa[t\.
STUDY AREA
The study area includes Commerce Way adjacent to the project parcel as well as the
intersection Of Commerce Way at Osgood Street.
EXISTING TRAFFIC CONDITIONS
[)U[iOg the t[@MiC VO|UOle inventory period 8 total of 20,043 vehicles per day (Vpd) were
observed 8|DOg [)SgODd Street north of COnn[Deroe VVaV on 8 Friday. During the
weekday evening peak hour \Ot3\ Of 1'873 Vehicles per h0U[ (Vph) were observed
along Osgood Street. During the Saturday midday peak hour, 8 total of1`243Vphwere
ObSg[Ved along Osgood Street with 12,8O2Vpd observed OnSaturday.
FUTURE TRAFFIC VOLUME CONDITIONS
Site-Generated Traffic
�
Based OD the [[E JOU[O8| trip generation rates and other assumptions, it is anticipated
that the proposed C@[ facility VVDu|d generate @pp[OX[Oat8|y 708 vehicle-trips per day OD
a mealk day. This daily volume VV0U(d he Split evenly with 354 vehicle-trips 9Dt8hDg and
354 vehicle-trips exiting the site over the course of the entire 24-hour day. �
More importantly, during the peak hour Of the site, the project VVOU|dg8O8[ate8totG! Of
Up to bO vehicle-trips per hour with 40 vehicle-trips entering and 40 vehicle-trips exiting
the project site. The remaining vehicle-trips VVOU|d occur over the COV[Se of the day. It
ShOU|d be noted that the peak use Of the Car wash tUOD8| is 8OUCip8t8d to OCCUr
OCCGSiOD8||y during the Vvinh8[ and early spring [nOOthS, typically DD @ fair weather �
�
Saturday after an earlier snovVSb}rUl. The peak use of the detailing service bay is �
anticipated to occur during late spring and/or summer [nOOthS. For this study the peak
use of the car wash tunnel and self-service bay were assumed to be coTRAFFIC OPERATION ANALYSIS
incidental. �
�
UDSigD@UZed in1e[s8CdOD capacity aD@|y88S were performed for the study area
inb3[G8CUDO. The capacity analysis is summarized he|OVY. �
Commerce Way at Osgood Street
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The Commerce Way approach currently operates atLOS B during the Saturday midday
hour and it will det8hO[8t8 slightly to LOS C UPd8[ p88h use day conditions. The (S#
turns from the Butcher Boy Shopping Center currently operate at LDS F with the right-
turns operating at LOS B. The LOS F CDDdibOD 8SSuOloS [[@ffiC is not affected by the
adjacent traffic signal. C0DS8qU8DUy. the 8{tU8| Level Of Service i3 better than the
Ca|ou|8tHd delay.
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2
6/*ns�dc,c
Copyright 0 2003 by DJK. All rights reserved.
RECOMMENDATIONS
The final phase of the analysis process is to identify [RCODlDl8Od8UUUS regarding only
the fOl|OVVDg issues: 1. OOsite CjrCU|@UOn and queuing; 2. Traffic cUDhDi Ul9GSU[BS at the
Site [}hVe; and 3. Sight distance maintenance @[88s.
* It is suggested that OnSi\B circulation 8[OUOd the existing building be
COUD[erC|OCkYVise to DlgXirDiz8 ODSi[e queuing for the car wash tunnel. Along the
north Side Of the building, entrance to the car wash tunnel should be one-way
westbound. TO Dl@XiDliZe ODsite queuing capacity for the ca[ vv8Sh tunnel, the
proponent ShOU\d develop 8 L[80C rD@n8g8nneO\ p|8D to provide two |@nSS for
queuing from Commerce Way tO the tunnel entrance iUthe event the OO8ite queuing
demand exceeds the single lane capacity of @ppPOxi[0Gt8|y 15 vehicles.
|Dlp|e[n8Ob31i0n Of this p|8D may not be required but it ShOU|d be developed to
ensure queuing does not occur on Con0Dle[Ce Way. The outer queuing lane would
normally be used 8s8 bypass lane. The bypass lane should extend [O the southern
Side of the building. The bypass |@ng 8|0Dg the SOUthe[D end of the building should
be OD8-YV8y eastbound. The car wash tUDOe| is suggested to be located @|ODg the
southern end of the building.
* It is suggested that the P[OpOS8d Site Drive 8ppFO@oh to Commerce Way b8 placed
under STOP sign CVOtrO| with 3 painted stop |iD8 and 8 dDUb|8 Ve/|OVV centerline
twenty-five feet into the site.
* In order to enhance the available safety Sight lines at the proposed driveway
intersection with CDDlnlerCg VV@Y, topographic g[OUOd elevations, landscaping,
gigD3g8 (if any), et:. are Suggested to be Dl@iDL@iDed such that adequate sight
distances are available throughout the life Of the project. The sight distance
DO@iOt8D3OCe 1riGDg4|8[ area 8|DDg the property frontage 3hDU|d extend 14.4 feet (4.4
DO8te[S) to 17.8 feet (5.4 O08te[S) back into the site drive from the existing edge of
Commerce Way (representing aD exiting vehicle) and extend 1O8 maximum possible
|OCGtiOD (250 feet rOiOinOV[D) representing an approaching vehicle in each direction
along Commerce Way.
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mmISmoc
Copyright Q 2003 by DJK, All rights reserved.
PROJECT DESCRIPTION
PROPOSAL
The project proponent presently is planning for the conversion of an existing office
building into a car wash in North Andover, Massachusetts. Current project planning calls
for the site to be accessed along Commerce Way, which in turn intersects with Osgood
Street to the south of the development project. The Proposed Site Drive would intersect
with Commerce Way forming a "T"type intersection with Commerce Way.
4
610-TIS2.doc
Copyright O 2003 by DJK. All rights reserved.
ALTERNATIVES TO THE PROJECT
ALTERNATIVES TO THE PROJECT
For the purposes of this report, the following alternatives were evaluated:
• No-Build - The No-Build alternative was examined to establish the 2003 baseline
traffic-volume conditions. The incremental impacts of the proposed project may be
determined by making comparisons to the No-Build alternative. The No-Build
alternative assumes that the project is not built.
• Build - The Build alternative includes the development of the proposed project. The
Build alternative is evaluated in this report and is compared to the No-Build analysis
condition, The Build condition represents the increase in traffic from the previous
condition to the proposed condition (i.e., the delta impact).
5
610-TIS2.doc
Copyright @ 2003 by DJK. All rights reserved.
THE EXISTING BUILT ENVIRONMENT
FIELD SURVEY
A comprehensive field inventory of the adjacent roadway system was conducted during
December 2002. The field inventory included collection of existing roadway geometrics
for the adjacent roadways in the vicinity of the site.
GEOMETRICS
Commerce Way
Commerce Way is a two-lane, two-way roadway connecting the Proposed Site Drive
with Osgood Street to the south opposite the Butcher Boy Shopping Center. The
Commerce Way approach to the Osgood Street intersection is under stop sign control.
Commerce Way is approximately 30 feet wide in the immediate vicinity of the Proposed
Site Drive. Commerce Way is relatively tangent and level as the roadway passes the
project parcel.
TRAFFIC VOLUMES
For this study traffic volumes were counted both manually and mechanically during
December 2002. Mechanical recorder counts were conducted on Friday and Saturday,
December 20 and 21, 2002 over a 48-hour period during the traffic-volume inventory
periods. Vehicle classification and manual turning movement counts were conducted in
15-minute intervals between 4:00 and 6:00 PM on Friday, December 6, 2002 and
between 11:00 AM and 2:00 PM on Saturday, December 7, 2002, to coincide with the
typical peak traffic volume periods.
6
610-TIS2.doc
Copyright Q 2003 by DJK. All rights reserved.
During the traffic volume iOV8n|nry pBh0j @ total Of20.O43vehicles per day k«pd\ VVeFe
observed along Osgood Street north Of ConnDle[Ce VV@y OD e Friday. During the
weekday evening peak hour a total of 1.873 vehicles per hour (Vph) were observed
along Osgood Street. During the Saturday midday peak hour, 8 total Of1.243Vphwere
observed along Osgood Street with 12'882Vpd observed ODSaturday.
Table 1 summarizes the daily and peak-hour traffic YO|U[DBs observed throughout the
study area. Figure 2 graphically presents the [eaV|tS Of the manual turning 0oVeDl8Ot
counts. The raw traffic-count data CO||8C1ed for the project i5 contained in the Technical
Appendix Of this [eporL
TABLE
EXISTING TRAFFIC VOLUME SUMMARY
Daily Traffic Peak-Hour K
Location/ (24 hour) Peak Traffic Volume Factorc
Time Period (vpd)a Hour b
Osgood Street north of
Commerce Way:
Friday 20.043 4:30-5:30 PM 1.873 9.3
December 20.2002
Saturday 12.882 11:30AM-12:30 PN1 1.243 9.0
December 21.2OO2
aVehicies per day.
Vehicles per.....
"Percent of daily traffioOGCUmng during the peak hour.
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m0-rm2.d"
Copyright Oc 2003 by DJK. All rights reserved.
Figure 2: 2002 Existing
Saturday Midday
Peals Hour Traffic Volumes
0
SITE
ro
R.:6�hrL
1?p NNE
BUTCHER BAY
EXl
Schematic
MEEMMM
DJKDermot J. Kelly Associates, Inc.
Traffic Engineering/Transportation Planning
Copyright ® 2003 By DJK. All rights reserved. 610NET1
FUTURE TRAFFIC VOLUME CONDITIONS
INTRODUCTION
This section of the report d8be0niOeS the traffic-related impacts of the proposed project
on the study area roadway SyaUaDl.
To dGte[nOiDB the impact Of site-generated traffic VO|UnO8S on the roadway network under
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future COOditiODS' the existing \[8ffiC YO|UDleG in the study area were projected to the
year 2008 to be CODSiSteDt with the COOO[0ODVvea!th Of K4@SSoChUSGttS Executive Office
Of EOVinDDDn8Ot8l Affairs Guidelines for Traffic Impact Assessments. Traffic VU|U[neS OD
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the n]3dVV@y network at that time will include all existing traffic, background traffic
�
growth, and the site-generated volumes.
BACKGROUND TRAFFIC GROWTH
Traffic growth OD area nJ8dVV@yS is 8 function Of the expected land d8Ve|OpOOeOt in the
immediate area as well as the surrounding region. Several methods can be used to
estimate this growth. A procedure frequently employed is LO identify the |OC3UOD and
type Of new developments planned to ncCU[ during the designated p|8DDiOg horizon
period, estimate the traffic to be generated and @SG|gD it to the area nD8dVV8Y network.
This method USUa|\y produces 8 realistic estimate of growth for local traffic.
The P|GUDiDg Office for the TOVVD of North Andover was CoDSU|t8d during the
preparation Of this Study to identify existing and projected deYe|OpDO8Ut projects
anticipated to occur by 2008. Based On this iOfO[0@UVD and Other background
infn[rO8tiDO' existing traffic Vo|UO0es were increased by 2% per year Up through 2000 to
GCCOUn[ for future developments not anticipated at this time. Figure 3 graphically
presents the 2008 NO Build peak hour traffic VU|UOle conditions for the weekday evening
and S3{U[d8y midday peak hOUnS.
8
mu-TIo .doc
Copyright wz000uvoJx. All rights reserved,
Figure 3: 2007 No Build
Saturday Midday
Peak Hour Traffic Volumes
C0
0-
46)
SITE
rbo
O
CO 0"
t1b,
BUTCHER BAY
EXI T
tSchematic
DJKDermot J. Kelly Associates, Inc.
Traffic Engine ering/Transportation Planning
Copyright @ 2003 By DJK. All rights reserved. 61ONETI
SITE-GENERATED TRAFFIG VOLUMES
Traffic volumes generated by car washes normally follow well-established D8tbeDlS with
respect 10 magnitude and temporal diu[hbUUOD. KX88SVre[DeOtS Of two such
developments published by the Institute of Transportation Engineers (|TE) JOU[08| have �
established trip generation rates, which may be used for analysis purposes. The rates
at which car VV8$h projects generate vehicle-trips depend OD DUnn8[OUs cODd\tiODS
including adjacent [O@dvY8y traffic vO|U080. market conditions, VV88[he[' etc.
Accordingly, the !TE Journal was researched with the appropriate vehicle-trip generation
characteristics applied to the proposed project. Table 2 SUOlDl3FiZeS the peak hour and
daily traffic generation characteristics for the p[OpO38d project.
E33SSd OD the |TE JDU[O3| trip generation rates and other assumptions, it i5 anticipated
that the proposed car facility would generate app[OXiDl8t8|y 708 vehicle-trips per day OD
a peak day. This daily volume VVOU|d be split evenly with 354 vehicle-trips entering and
354 vehicle-trips exiting the site over the course Of the entire 24-hour day.
More importantly, during the peak hour of the site, the project would g8nerate 3 total of �
Up to OO vehicle-trips per hour with 40 vehicle-trips entering and 40 vehicle-trips exiting �
the project Site. The [8Ol8iniDg vehicle-trips VVOU\d occur over the oOUrSe of the day. It
ShDU|d be noted that the peak use Of the C8[ vV@Sh tunnel is anticipated to OCCUr
OCC@SiOD8||y during the winter and early spring DlOnthS' typically OD a fair VVe8th8[
Saturday after an earlier SnDYVSto[D0. The peak use Of the detailing service bay is �
anticipated 10 occur during late spring and/or summer [DDDthS. For this study the peak
use Df the car wash tunnel and self-service bay were assumed iOb8coincidental.
TABLE2
TOTAL GENERATED VEH|CLE'TR|PSUD8KU&RY
Time Period/ Car Wash Ootai|inQ h Service Total
Direction fTravel Tunnela Bay Vehicle-Trips
PEAK USSE OF SITE
Weekday Evening endlox �
Saturday Midday �
Entering (v h)c 27-35 1 86(40)d �
Exiting (vlh) _22 -35 - 1 _36(40) |
Tota| (vph) 54-70 2 73(80)
|
Peak Daily Traffic:
Entering (vpd)e 270-358 4 354 �
Exiting (vpd) _270-350 -4 354
Tota| (vpd) 548-700 0 708 �
�
al3ased on the Institute of Transportation Engineers(ITE)Journal article"Queuing Areas for Drive-Thru Facilities,"May �
1895 and based onK factor o|10%. �
beaoodnn information provided hy the proponent through his engineering,
ovph=vehicle-trips per hour.
"Rounuedup for analysis purposes.
evpd=vehicle-trips per day.
mor/sz.doc
Copyright m2003 byomAll rights reserved.
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TRIP DISTRIBUTION/ASSIGNMENT
[)ineCU0Oa| dis1hbU\kJD of generated trips to and from the proposed development is
expected to fO|}OVV existing b@ffiC patterns which, in tUrn, is a function Of pOpU|aUVD
densities, shopping opportunities, areas Of 8nlp}oyrn8Dt and r8c[88tioDg| activities.
ACCOnjiDg|y, the directional split Of the new trips originating [nJr0' or destined to, the �
development was based OD 8XiSUDg traffic patterns as observed for this study. Table 5
sUDl[0@[izeS the @CtV8| traffic distribution and assignment Ofsite-generated trips. �
The site-generated 1r@0C volumes were SVp8hrOpDsed onto the 2008 No Build traffic
VO|UDle networks creating the 2000 EfUi|d traffic VOlUDle networks. Figure 4 graphically
presents the 2008 Build weekday DlOrOiDg and evening peak-hour traffic Vo|UrD8
networks.
TABLE3
PROJECT-GENERATED VEHICLE-TRIP ASSIGNMENT
Proposed To/From To/From
Site West Via East via
Driveway Osgood Osgood �
Time Period/ Total Street Street
Direction o.Travel
�
PEAK USE OFSITE
Weekday Evening anmYhr
Saturday �
Entehny (vph)a 40 24 16 �
Exiting (vph) 40 — 24 16
Tnha| (vph) 80 48 32
Peak D »yTra ffic:
Entering (v d)o 354 212 142
Exi1inQ-(vpd) 351 212 142 |
Tota| (vpd) 708 424 284 �
avehicle-trips
"vvmoe-tripnpm,uay. �
|
/
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|
/
10 �
��,,S2,doc
Copyright @ 2003 by DJK All rights reserved.
Figure 4: 2007 Build
Saturday Midday
Peak Hour Traffic Volumes
Legend:
xx Total Vehicle Trips
Vehicle Lj
(x) Site Generated Trips Only
00
C"
LG
rn 0
N
SITE
In 40
Out 40
Total 80
21
\-�0
t1b BUTCHER BAY
EXI T
Schematic Note: Neg = Negligible
DJKDermot J. Kelly Associates, Inc.
Traffic Engineering/Transportation Planning
Copyright (D 2003 By DJK. All rights reserved, 61ONETI
TRAFFIC OPERATION ANALYSIS
To assess quality of flow along the study area roadways and intersections, an
Intersection Capacity Analysis was conducted under the following analysis conditions:
• 2003 Existing Traffic Volume Conditions
® 2008 No Build Traffic Volume Conditions
® 2008 Build Traffic Volume Conditions
The Capacity Analysis will provide an indication of how well the roadway facilities serve
the traffic demands placed upon them.
METHODOLOGY
Level of Service
The primary result of capacity analysis is the assignment of level of service to a traffic
facilities under various traffic-flow conditions.' The concept of level of service is defined
as a qualitative measure describing operational conditions within a traffic stream and
their perception by motorists and/or passengers. A level-of-service definition provides an
index to quality of traffic flow in terms of such factors as speed, travel time, freedom to
maneuver, traffic interruptions, comfort, safety, and convenience.
Six levels of service are defined for each type of facility. They are given letter
designations from A to F, with level-of-service (LOS) A representing the best operating
conditions and LOS F the worst.
Highway Capacity Manual(HCM 2000):Transportation Research Board,Washington,DC,2000.
11
610-TIS2.doc
Copyright O 2003 by DJK. All rights reserved.
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Since the level [f service 0fa traffic facility iS3 function Df the traffic flows placed upon
it, such @ facility may operate 8t8 wide range Of levels 8f service, depending OD the time
Of day, day[f week, O[ period Ofyear.
Unsignalized Intersections
The |8V8(S of service for UOSigD@|iZ8d iDtHcSeC|iODs are determined by application Of 8
procedure described in the 2000 Highway Capacity Ma8U@l.2 The procedure @cCOUnt3
for |8Oe configuration on both the minor and major approaches, conflicting traffic s(n88OO
VUlU0eg' and type of iDhe[3Go(iDn CDDt[D| (STOP Ve[SUS YIELD). First, theoretical
mD8XiO\UnD Or capacity f|UvV of vehicles for each DliOOr approach lane is C8|cU|8ted based
on a gap analysis procedure. The capacities are then COnlp@rSd to the d8[D8Dd at the
r8sV8CbVe minor approaches. The delay is then C8|CU|8t8d based on the n8|8UOOShip
between the service rate and the degree of g8tU[@U0D. Table 4 3UnO[O8rizeS the
relationship between |eVe|-Of-s8n/{oe and expected delay to minor street traffic.
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TABLE
LEVEL-OF-SERVICE CRITERIA FOR TWO-WAY STOP-CONTROLLED |NTERSECT|ONSa
Level Average
of Control Delay
Service
A <10
8 >10to15 �
C >15to25
D >25hu35
E >35to6O
F >5O
aSource: Highway Capacity Manual, HCM 2000:Transportation Research Board, Washington,DC,2000,
TRAFFIC ANALYSIS RESULTS
Capacity 3D8|ySms have been CODdUCL8d at the study area intersection. Results of these �
analyses are summarized below byintersection and are tabulated in Table 5. �
Commerce Way at Osgood Street
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The Commerce Way approach currently operates @t LOS B during the Saturday midday �
hour and it will deteriorate slightly to LOS C under peak use day conditions. The left �
turns from the Butcher Boy Shopping Center currently operate at [[)S FVVith the right-
turns operating at LOS B. The L{}G F condition 8SSU0eS 1[8ffiC i8 not affected by the
adiGDeDi traffic SiQD@i Consequently, the @[tUa| [eV8| Of Service is better than the
C3|CUlB1ed delay.
2
/ighwoyCopocityManmal(HCM2O0O):Transportation Research Board,Washington, DC,eoo8.
12
610-T/az.doc �
Copyright(D 2003 by DJK. All rights reserved.
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TAB0E5
COMMERCE WAY ATOSGOOD STREET INTERSECTION LEVEL-OF-SERVICE SUMMARY
Lnoatium9vokHour/ 2003 Existing 2008 No-Build 2008 Build
Turning Movement Los" ACo~ Demand uoo ACID Demand LOS xuu Demand
PEAKUSE&Ay
Saturday Midday Peak Hour
Osgood Street Eastbound
Left-turn Movements A 8.8 7 A 9.0 7 A 9.3 36
Shopping Center Exit
Northbound Left Turns F — 202 F — 202 F — 282
Northbound Right Turns B 11.0 82 B 11.3 82 B 11.5 82
Commerce Way
Southbound Left-& Right-
Turn Movements B 13.0 15 B 13.9 15 C 22.1 85
al-evel of service.
°,"'"y"Control Delay p,^"''"s,"'"^=,.
13
m0-Tszdoc
Copyright @ 2003 by DJK, All rights reserved.
APPENDIX
A. TRAFFIC VOLUME DATA
B. INTERSECTION CAPACITY ANALYSIS
14
610-TlS1.doc
Copyright(D 2003 by DJK. All rights reserved.
TDC-
Transportation Data Corporation
P.O.Box 734 Natick MA 01760
`T/S: Chickening Road (Route 125) Office:508-651-1610 Fax:508 651-1228 File Name 02292A
E/W: Butcher Boy Exit/Commerce Street Site Code 00000610
City, State: North Andover., MA Start Date 12/06/2002
::lient: DJK/D. Kelly Page No 1 F
,
Chickering Road(Route 12 Commerce Street
—5) Butcher Boy Mall Exit Chickermg Road(Route 125)
From North From East From South From We-st
Peels A ptp R
—L—L�t P�.-j TA.PP Tod Right Total Thru Right h. Left Peds -1
4 -L�Thn-]Left Peds, Total P.
Thru TPPI To.
Start Time Right Tit ru T rUjLertj:Ped
I LIP,
Peak Hour Frorri-U:00 PM to 05:45 PM-Peak 1 of 1
Intersectio 04:30 PM
n
Volume 9 576 0 0 585 101 2 194 0 297 0 105 27 0 1080 31 0 13 0 44 2006
3
Percent 1.5 98.5 0.0 0.0 34.0 0.7 653 0.0 0.0 97.5 2.5 0,0 70.5 0.0 29.5 0.0
05:15 1 143 0 0 144 29 1 58 0 88 0 296 6 0 302 6 0 1 0 7 541
Volume 0.927
Peak
Factor
High Int. 04:30 PM 05:15 PM 05:15 PM 105:00 PM
Volume 5 168 0 0 173 29 1 58 0 88 0 296 6 0 302 14 0 6 0 20
Factor 0.
Peak 0.845 0.844 8 0.550
Chick enng Road(Route 125)
Out In Total
1167 [-:r5 7=2
S 76 ---OFD--O
L 7_
Right Thru Left Peds
O
Foil N g art=
�T-
orth
2
2
I12/6!2002 4:30:00 PM
12/6/2002 5:15:00 PM -4 0
E C'>
Cars
0 Trucks
o-
+1 T Fp
Left Thru Right Peds
F 2710531_ 0
-1 -[=-_�_q
L I—
[---q-0--11 Awl =Iw-:11
Out In Total
Ch9,cke,inQ Road(Rout.1251
TDC
Transportation Data Corporation
/S: Chickerin`Road ` 50-651-1229 File Name : 02292A E/W: Butcher Boy Ixit/[mnozcrccStreet G�cC de : 00000610
8�z�L)utc 12/O6/�OO�
ri , State: ��ort6z��6over 2�/� � , ,
' t: DTD[/D. KcUv Page No : 1 Groups Printed-Cars-Trucks
Ch --Route 1-25) commerce—Stree—t -I
Road(Route 125) Butcher Boy Mall E)dt ickering Road(I From West
From North From East From Sou
Start Time -Right
04:15 PM 4 134 0 0 17 0 39 0 0 205 10 0 7 0 2 t 418
26 0
Grand Total io 1127 O O 189 2 378 0 O 1938 01 58 O 28 O 3106
O � O�3 0s�3 ��O O QG�8 3Appmh4 t7 e83 O�D O� 0.0 66.7 0
33.3 0.0 |
Tnta|Y6 0.5 28.6 UD 0.0 | 52 01 9.9 0.0 | VO 50.9 1.6 0�0 1.5 0.0 07 0�0 |
Chickering Road(Route 125) Butcher Boy Mall Exit C ickering Road(Route 25) Commerce Street
From North From East [�:A From South Right Thru From West PIP INC
To
Th Peds App ig�hht Left s gh Left �As App Total Total
_E-,- -MIL-
Total Total
..~~PM
..
Volume S 576 O O 585 101 2 194 0 287 O 105 27 O 1080 31 n 13 O 44 2006
Percent 1.5 88.5 0.0 0.0 34.0 UJ 65.3 0.0 0.0 87.5 25 0.0 7I5 0.0 28.5 OU
05:15 1 143 O O 144 29 1 58 0 e8 O 296 0 0 302 8 . O 1 O 7 541
Volume
oaz7
Peak �
Factor |
High|nL 04:30 PM 05:15 PIA 05:15 PM 05:00 PM
Volume 5 168 U O 178 zS 1 58 O 88 0 28$ s U 302 14 O 0 0 20
Peak O�04s | O.844 | n.8S4 \ 0.550 |
Factor
�
A
/
H � �
���� �� /. `
�
Transportation Data Corporation
4/3� � 8»�JO{ont* 125 wm�� ruu��= °"���°"""" File Name � O22q2/�
' ~ ` � 5i��Co�c ' U00OO61O
tI�� �n�6crDmyRr�/Co��c�c �hc� .
' - ' Start Date ' 12/O6/200�
(J1v �m1c� ��nrt6�u�6o�cc IV[A . , ,
-lient: DJK/D. Kelly Groups Printed-Cars'' Page No 1
-------------I C-hh'ic-kering Roaa_(_Roufe_12�� Butcher Boy Mall E)dt Chickering Road(Route 125) Commerce Street
From North From East From South From West
Left Peds
04:30 PM 5 163 FI 21 0 46 i T 259 8 0 9 0 3 0 429
18 0 1824
Grand Total 17 1114 D U 199 2 378
� UO 8 1S24 tU o�O s5 O 32O 0V |
3770
App�h & 1�5 98.5 KO 0.0 o44 0.3 053 � V0 SO�g 31 O 67.9 0.0 21 �
Total% 0.5 29.5 0.0 0.0 | 5.3 0 10.0 0.0 | 0.0 51.0 1.6 0.0 i 1.5 0.0 0 0.0 |
Chickering Road(Route 125�_ Butcher Boy Mall EAt ickering Road( oute Commerce Street
From North From East From South From West
Start Time P tal Right T Total Tote
Intersectio�
04:30 PM
Volume 9 507 U o 576 101 o 194 O 297 O 104 27 O 1072 30 O 12 V 42 1987
Percent 1.6 e8.4 08 0.0 34.0 OJ 65.3 0.0 0.0 87.5 2.5 0.0 71.4 0.0 28.6 0.0
05:15 1 142 O O 143 29 1 58 V 88 O 294 O 8 300 8 O 1 o 7 538
Volume- UV2a
Peak �
Factor
MigxInt. 04:30 PM 05:15 PM 05:15 PM 05:00 PM
Volume 5 163 O O 168 29 1 58 O 81 0 214 0 U 3n0 14 O 5 O 19
Peak O�57
� | 0.044\ O.DS� | 0.553|
Factor r i | | /
-
TDC_
Transportation Data Corporation
PO.Box 734 Natick MA 01760
4/S: Chickcring Road (Route 125) Office:508-651-16 10 Fax:508-651-1229 File Name : 02292A
E/W: Butcher Boy Exit/Commerce Street Site Code : 00000610
City, State: North Andover,MA Start Date : 12/06/2002
'hent: DJK/D. Kelly Groups Printed-Trucks Page No 1
----F-Chickening Road(Route 125) Butcher Boy Mall Effnit Chickering Road(Route 125) Commerce Street
From North From East From South From West
Thru -Peds- Right
e s
Start T-hine R s _-Right E-Thrl Left
Left Peds Int.Total
04:00 PM 2 3 0 0 0 0 0 0 0 0 1 0 6
04:15 PM 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 2
0 0 7
04:30 PM 0 5 0 0 0 0 2 0 0 2 0 0 0 0 0 1 2
04'.45 PM 0 1 0- 0 0 0 0 OAFO 0 0 0 -0 0 ------ 0
Total 2 9 0 0 0-------- 4 0 0 1 0 17
05:00 PM 0 2 0 0 0 0 0 0 0 4 0 0 0 0 1 0 7
05:15 PM 0 1 0 0 0 0 0 0 0 2 0 0 0 0 0 0 3
05:30 PM 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 2
0.5:4_5 PM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0_1
--- ----
Total 0 4 0 o 0 0 6- 8 0 0 1 0 13
07
Grand Total 2 13 0 0 0 0 0 0 0 12 0 0 1 0 2 O � 30
Apprch% 13.3 86.7 U (w 0.0 0�0 0.0 0.0 0.0 100.0 0.0 0.0 33.3 0.0 661 0.0
Total% 6.7 43.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 40.0 0.0 0.0 3.3 0.0 6.7 0.0
_-Chickering Road -Butcher Boy Mall Exit hickkering Road(Route 125) Commer&istn�t
From North From East _ From South From West
t Tj fn-t
-ri Peds -I- App.ERigh _ -,App. Total Time L=eft Total Total -9t.,
Right Pds Right ru Left Ped Right Thru Left Peds Right Th Left P!.ds
j
ht Total_5eak-Hour From 04:00 PM to 05:45 PM-Peak 1 of 1
Intersectio 04:30 PM
n
Volume 0 9 0 0 9 0 0 0 0 0 0 8 0 0 8 1 0 1 0 2 19
Percent 0.0 100. M 0.0 0�0 0.0 U 0.0 0.0 100. 0.0 0.0 50.0 0.0 50.0 0.0
0 0
05:00 0 2 0 0 2 0 0 0 0 0 0 4 0 0 4 0 0 1 0 1 7
Volume 0.679
Peak
Factor
High Int. 04:30 PM 3:45:00 PM 05:00 PM 04:45 PM
Volume 0 5 0 0 5 0 0 0 0 0 0 4 0 0 4 1 0 0 0 1
Peak 0.450 0,500 1 0.500
Factor
TDC_
Transportation Data Corporation
P.O.Box 734 Natick MA 01760
',4/S: Chickering Road (Route 125) Office:508-651-1610 Fax:508-651-1229 File Name 02292AA
E/W: Butcher Boy Exit/Commerce Street Site Code 00000610
City, State: North Andover,MA Start Date 12/07/2002
--lient: DJK/D. Kelly Page No 1 5 A-F
� _- x P PIPP —y _- hdChickering Road(Route 1�5) Butch Bo 11 E Cickerg Road ad(Ro
ute
125)
—-_-F--_-
_Co mme rc-e Street
From Nor th From East From S(Uth From West
_T
_
-r — - -
- A App App.
Start Time Fightj Thru Left Peds 0 � Right Thru Peds Total Right Thnu L eft Ped� To t.1=R ight FThru Le,ft0:ds�Aopta1 F—T.Int.t,
,I
- --------
Peak Hour From 1 1:45 PM-Peak I of I
Intersectio
11:45 AM
n 1
Volume 6 542 0 0 548 79 3 202 0 284 0 414 6 0 420 7 0 2 0 9 1261
Percent 1.1 98.9 0.0 0.0 27.8 1.1 71.1 0.0 0.0 98.6 1.4 0.0 77.8 0.0 22.2 0.0
12:15 3 140 0 0 143 27 1 46 0 74 0 117 2 0 119 3 0 1 0 4 340
Volume 0.927
Peak
Factor
High Int. 12:15 PM 12:30 PM 12:15 PM 12:15 PM
Volume 3 140 0 0 143 21 1 57 0 79 0 117 2 0 119 3 0 1 0 4
Peak 0.958 0.899 0.882 0.563
Factor
—Chickering R65d(Route 125)
Out In Total
L-56��2L:::JOL:001
Right Thru Left Peds
4J L*
;10 C\j (0 DO
T (0
o North
2 217/2002 11:45:00 AM
:E 12M2002 12:30:00 PM 9
E
E
0 Cars m
X
0 Trucks CD C.0)
4-]
Left Thru Right Peds
6
51 E 42O 1T
Out in Total
Chickering Road(Route 125)
TDC-
Transportation Data Corporation
P.O.Box 734 Natick MA01760
�/S: Chickering Road (Route 125) Office:508-651-1610 Fax:508-651-I229 File Name : 02292AA
E/W: Butcher Boy Exit/Commerce Street Site Code : 00000610
(-it-y, State: North Andover, MA Start Date : 12/07/2002
:Iient: DJK/D. Kelly Groups Printed-Cars-Trucks Page No : 1
----------
---Chickering-Rcad(Route 1-25) Butcher Boy Mall Exit------- Chickering Road-(Route-C25) Commerce Street
From North From East From South ----From West
Red Right Ri ht Thru Left Peds nt
Left s gjMtj Thru Left P s Ri ht T_OtA]
Thrj -- - --- 255
0 0
_ Start
11.00AIM 1 109 0 12 0 27 0 0 104 1 0 1
11:15 AM 0 118 0 io 18 0 36 0 0 96 0 0 0 0 1 0 269
11:30 AM 1 139 0 0 26 2 41 0 0 94 1 0 1 0 0 0 305
11:45 AM 1 129 0 0 11 0 47 0 0 112 2 0 0 0 303
Total 3 495 0 ---b- -046 4 --0 3 0 1 0 1132
70 15 5 1
12:00 PM 1 131 0 0 20 1 52 0 0 98 2 0 1 0 1 0 307
12:15 PM 3 140 0 0 27 1 46 0 0 117 2 0 3 0 1 0 340
12:30 PM 1 142 0 0 21 1 57 0 0 87 0 0 2 0 0 0 311
12:45 PM 1 114 0 0 14 1 42 0 0 104 2 0 0 0 1 0 279
Total 6 7 0 82 4 197 0 0 4-06 6 0 6 0 3 0 1237
01:00 PM 0 131 0 0 22 0 33 0 0 ill 2 0 3 0 1 0 303
01:15 PM 0 130 0 0 25 0 39 0 0 108 4 0 3 0 1 0 310
01:30 PM 0 110 0 0 16 0 46 0 0 117 2 0 2 0 0 0 293
01:45 PM 2 126 0 0 30 0 48 0 0 117 4 0 1 0------2 0 330
- - 93-6----f66 0 -- 4 0 1236
Total 2 497 6
Grand Total 11 1519 0 0 242 6 514 0 0 1265 22 0 18 0 8 0 3605
Apprch% 0.7 993 0. 0.
0,0 0.0 31.8 0.8 67.5 0 0.0 98.3 1.7 0 69.2 0.0 30� 0 8 .0
Total% 0.3 42.1 0,0 0.0 6.7 0.2 143 0.0 0.0 35.1 0.6 0.0 0.5 0.0 0.2 0.0
Ma Commerce Street
Chickering R-oad(Route,te 125) Butcher Boy Mall )at --T-Chi.kering Road(Route 125)
From From Noah From East From South From West Ap
Total
App Total 411
_--A-p t Left F Pe T
T 9 PJR�, h P-e - ------ Left F ed�F Wester Tot
Agpp.�-R I-, Left Ep.
Pdr Right�Thru
Start Time Right Thru Right Thru ds ht
To Total _Total
�5eaR- our m 11:00 AM to 01:45 PM-Peak I of 1
Intersectio 11:45 AM
n
Volume 6 542 0 0 548 79 3 202 0 284 0 414 6 0 420 7 0 2 0 9 1261
Percent 1,11 98.9 0.0 0.0 27.8 1.1 71.1 0.0 0.0 98.6 1.4 0.0 77.8 0.0 22.2 0.0
12:15 3 140 0 0 143 27 1 46 0 74 0 117 2 0 119 3 0 1 0 4 340
Volume 0.927
Peak
Factor
High Int. 12:15 PM 12'30 PM 12:15 PM 12:15 PM
Volume 3 140 0 0 143 21 1 57 0 79 0 117 2 0 119� 3 0 1 0 4 0,56
Peak 0.958 0.899 0.882 3
Factor
TDC-
Transportation Data Corporation
PO,Box734 Natick MA 01760
N/S: Chickering Road (Route 125) Office:508-651-1610 Fax:508-651-1229 File Natne 02292AA
E/W: Butcher Boy Exit/Commerce Street Site Code 00000610
City, State: North Andover, MA Start Date 12/07/2002
Client:DJK/D. Kelly Groups Printed-Cars
Page No 1
Chicken ng Road(Route 125) Butcher Boy Mall Exit Chirkering Road(Route Commerce Street
From North From East From South From Wes
Left P -----Yh--ru-F-Left T-Peds Right Thru Peds Int.Total
11:00 AM Start ta
ar
rt
t Tji�e ru -------- _Left 251
0 1 0 0 0
Right
T 1 0 12 0 27 0 0 102 1 0 266
11:15 AM 0 116 0 0 18 0 36 0 0 95 0 0 0 0 1 0 299
11:30 AM 1 134 0 0 26 2 41 0 0 93 1 0 1 0 0 0 297
11:45 AM 1 128 0 0 11 0 47 0 0 107 2 0 1 0 ----0 0 ----
Total 3 485 0 -6-167 2 151 0 0- 397 ------------0- 3 1 0 1113
12:00 PM 1 128 0 0 20 1 51 0 0 96 2 0 1 0 1 0 301
12:15 PM 3 136 0 0 27 1 46 0 0 116 2 0 I 3 0 1 0 335
12:30 PM 1 138 0 0 21 1 57 0 0 83 0 0 2 0 0 0 303
12:45 PM 1 112 0 0 14 1 42 0 0 100 2 0 0 0 1 0 273
Total -6- 61-4-- 6 0 82-�4--1 96 0 ------0--365 6 0 6 0 3 q 1-212
01:00 PM 0 129 0 0 22 0 33 0 0 108 2 0 3 0 1 0 298
01:15 PM 0 127 0 0 25 0 39 0 0 104 4 0 3 0 1 0 303
01:30 PM 0 108 0 0 16 0 46 0 0 116 2 0 2 0 0 0 290
01:45 PM 2 125 0 0 30 0 48 0 0 115 4 0 1 0---- 2 0 327
Total 2 489 0 6 93 6 166
--b-443------ 0 9 4 0 1218
-
Grand Total 11 1488 0 0 242 6 513 0 0 1235 22 18 0 0�0 3543
0� 0 30�88 0
Apprch% 0.7 99.3 0.0 0.0 31.8 0.8 67.4 0 0.0 98.2 1.8 0.0 69.2 0.0
Total% 0.3 42.0 0.0 0.0 6.8 0.2 14.5 0,0 0.0 34.9 0,6 0.0 0.5 0.0 0.2 0.0
-Butcher B-0-
Chir-kering Road(Route 125)
Boy Mall E Chickering Road(Route 125) Commerce Street
From North From East From South ds App From West
Tota ppil
App Int.
7A9ptp Right Thru Left Peds Tot. Total
Start Time Right Thru-[ Left Peds T at h -h. Tod at t Left Peds =Right hru Le Ped
� Total Tru E
To a
Peak-Hour From 7l-1:00 AM to Peak I of I
Intersectio
11:45 AM
n
Volume 6 530 0 0 536 79 3 201 0 283 0 402 6 0 401 7 0 2 0 1 1236
Percent 1.1 98,9 0.0 U 27.9 1.1 71,0 0.0 0.0 98.5 1.5 0.0 77.8 0.0 22.2 0.0
12:15 3 136 0 0 139 27 1 46 0 74 0 116 2 0 118 3 0 1 0 4 335
Volume 0.922
Peak
Factor
High Int. 12:15 PM 12:30 PM 12:15 PM 12:15 PM
Volume 3 136 0 0 139 21 1 57 0 79 0 116 2 0 118 3 0 1 0 4
Peak 0.964 0.896 0.864 0.56
Factor
TDC-
Transportation Data Corporation
PO.Box 734 Natick MA 01760
3/S: Cl-iickering Road (Route 125) Offine:508-651-1610 Fax:508-651-1229 File Nate : 02292AA
i-'/W: Butcher Boy Exit/Commerce Street Site Code 00000610
City, State: North Andover, MA Start Date 12/07/2002
;Bent: DJK/D. Kelly G Trucks Page No 1
---F-T�-Ickehng Road(Route-U�) ------- Butcher Boy Mall Exit Chickering Road(Route 125) commerce�stre Street
From W�
F From North
From East From South
Let
--:L=eft -Pdr ft
Start Tim. -:fR4iht -ThruT Right _I: nj._�T. l
Right Left
eft_E Peds ght:=Th-
R_
----------
11:00 AM 0 2 0 0 0 0 0 0 0 2 0 0 0 0 0 0 4
11:15 AM 0 2 0 0 0 0 0 0 0 1 0 0 0 0 0 0 3
11:30 AM 0 5 0 0 0 0 0 0 0 1 0 0 0 0 0 0 6
11:45 AM 0 1 0 0 0 0 0 0 0 5 0 0 0 0 0 0 6
--Total -0-10 0 0 1 0 0 0 0 0 9 --6-0 - --0----O-- -6- 10 19
12:00 PM 0 3 0 0 0 0 1 0 0 2 0 0 0 0 0 0 6
12:15 PM 0 4 0 0 0 0 0 0 0 1 0 0 0 0 0 0 5
12:30 PM 0 4 0 0 0 0 0 0 0 4 0 0 0 0 0 0 8
12:45 PM 0 2 0 0 0 0 0 0 0 4 0 ---- 0 -0 -'0 0 0 6
Total 0 -13 0 0 0 1 6 0 1-1 0 0 0 0 0 0 25
01:00 PM 0 2 0 0 0 0 0 0 0 3 0 01 0 0 0 0 5
01:15 PM 0 3 0 0 0 0 0 0 0 4 0 0 0 0 0 7
01:30 PM 0 2 0 0 0 0 0 0 0 1 0 0 0 0 0 0 3
01:45 PM 0 1 0 0 0 0 0 0 0 2 0 0 0 0 0 0 3
b- b----- o 0 0- 0 0 0 18
Total 0
Grand Total 0 31 0 0 0 0 1 0 0 30 0 0 0 0 0 0 62
Apprch% 0.0 100,0 0.0 0.0 0.0 0,0 100.0 0.0 0.0 100.0 0.0 0.0 0.0 0.0 0.0 0�0
Total% 0.0 50.0 0.0 0.0 0.0 0.0 1.6 0.0 0.0 48.4 0.0 0.0 0.0 0.0 0.0 0.0
Chickering Road(Route 125) ---EfutcherBc C ickering Road(Route 125) Commerce e Street
_From North From East From South From West Ap-p.
[ Peds App- Right Thru Left Peds Total
ru Thru Left F APP App
Start Time Wight eft eds Total Left Peds Total Right Total Total L-otail
_ R71 1��P -I - ---------
LT ---- i
iedk-Howw From 11:00 AM to 01:45 PM-Peak 1 of 1
Intersectio 12:30 PM
n
Volume 0 11 0 0 11 0 0 0 0 0 0 15 0 0 15 0 0 0 0 0 26
Percent 0.0 100. 0.0 0�0 0.0 0.0 0.0 0.0 0,0 100. 0.0 0.0 0.0 0.0 U 0.0
0 0
12:30 0 4 0 0 4 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 8
Volume
Peak 0.813
Factor
High Int. 12:30 PM 10:45:00 AM 12:30 PM 10:45:00 AM
Volume 0 4 0 0 4 0 0 0 0 0 0 4 0 0 4
Peak 0.688 0.938
Factor
ATR Osgood Street north of TD
Transportation Data Corporation site: 610
Date: 12/20/02
►-cation Butcher Boy Site,N.Andover,MA 12 Walnut Street,#9 Natick,MA 01760
tent DJK/D.Kelly Dice:508-651-1610 Fax:508-651-1229
Combined Day: Friday
_,jrval SB
Begin AM PM AM PM AM PM
12:00 21 70 9 759 19 40 22 773 110 411 1,532
12:15 20 195 6 168 26 363
12:30 17 196 8 220 25 416
12:45 12 179 7 163 19 342
01:00 13 33 181 669 6 13 152 597 19 46 333 1,266
01:15 6 164 2 147 8 311
01:30 6 154 4 132 to 286
01:45 8 170 1 166 9 336
02:00 2 15 187 728 4 14 132 598 6 29 319 1,326
02:15 6 178 4 155 10 333
02:30 4 181 1 170 5 351
02:45 3 182 5 141 8 323
03:00 2 14 202 924 7 19 180 584 9 33 382 1,508
03:15 5 230 4 138 9 368
03:30 3 236 6 151 9 387
03:45 4 256 2 115 6 371
04:00 4 22 308 1,227 0 27 127 564 4 49 435 1,791
04:15 6 303 8 146 14 449
04:30 5 314 9 156 14 470
04:45 7 302 10 135 17 437
05:00 8 69 328 1,259 22 140 130 534 30 209 458 1,793
05:15 12 352 34 156 46 508
05:30 29 290 38 146 67 436
05:45 20 289 46 102 66 391
06:00 53 201 232 708 83 425 124 430 136 626 356 1,138
06:15 46 174 94 108 140 282
06:30 56 164 130 110 186 274
06:45 46 138 118 88 164 226
07:00 57 277 125 457 165 743 106 318 222 1,020 231 775
07:15 72 126 158 76 230 202
07:30 52 108 194 66 246 174
07:45 96 98 226 70 322 168
08:00 86 421 82 295 245 822 61 235 331 1,243 143 530
08:15 99 76 255 48 354 124
08:30 118 71 158 62 276 133
08:45 118 66 164 64 282 130
09:00 141 537 67 236 156 587 42 146 297 1,124 109 382
09:15 too 56 121 32 221 88
09:30 165 53 166 39 331 92
09:45 131 60 144 33 275 93
10:00 128 555 72 207 130 700 41 145 258 1,255 113 352
10:15 157 60 164 32 321 92
10:30 134 38 190 36 324 74
10:45 136 37 216 36 352 73
11:00 165 675 46 185 200 905 45 141 365 1,580 91 326
11:15 148 54 217 45 365 99
11:30 172 44 242 32 414 76
11:45 190 41 246 — 19 436 60
'0_tals 2,889 7,654 4,43-5 5,065 7,324 12,719
Splitp/0 39.4 60.2 60.6 39.8
)ay Totals 10,543 9,500 20,043
.)ay splits 52.6 47.4
'3eak flour 11:00 04:30 07:30 12:00 11:00 04:30
Volume 675 1,296 920 773 1,580 1,873
factor 0.89 0.92 0.90 0.87 0.91 0.92
Page: I
i�_—Data File: �O2292
TDC-
ATR Osgood Street north of Transportation Data Corporation Site: 610
L ation Butcher Boy Site,N.Andover,MA 12 Walnut Street,#9 Natick,MA 01760 Date: 12121/02
C nt DJK/D,Kelly Office:508-651-1610 Fax:508-651-1229
Interval N13 SB —==—_ —Combined Day: Saturday
Begin AM PM AM PM AM PM
2--00-21 ---6-4— 154-5s-2 ---J-3 ----F3-4 143--5457-------54- 198-297 1,1-2-7—
2:15 21 154 24 140 45 294
12:30 14 142 45 133 59 275
12:45 8 132 32 129 40 261
11:00 13 29 130 513 13 32 119 493 26 61 249 1,006
11A5 6 138 8 122 14 260
01:30 7 148 7 133 14 281
01:45 3 97 4 119 7 216
)2:00 7 24 108 447 6 18 115 431 13 42 223 878
)2:15 10 127 4 107 14 234
J2:30 4 108 1 91 5 199
02:45 3 104 7 its 10 222
93:00 3 11 118 434 5 17 110 467 8 28 228 901
)3:15 1 103 3 98 4 201
03:30 3 110 5 120 8 230
03:45 4 103 4 139 8 242
04:00 3 25 100 396 10 35 92 367 13 60 192 763
04:15 3 104 9 95 12 199
04:30 4 94 12 96 16 190
04:45 15 98 4 84 19 182
05:00 9 45 145 433 4 38 101 359 13 83 246 792
05:15 10 104 4 94 14 198
05:30 12 98 12 82 24 180
05:45 14 86 18 82 32 168
06:00 18 104 96 363 21 120 94 327 39 224 190 690
06:15 31 92 28 66 59 158
06:30 29 96 35 83 64 179
06:45 26 79 36 84 62 163
07:00 28 147 96 318 64 214 102 283 92 361 198 601
07:15 40 84 50 66 90 150
07:30 46 68 42 56 88 124
07:45 33 70 58 59 91 129
08:00 42 261 66 238 80 350 50 180 122 611 116 418
08:15 62 43 73 44 135 87
08:30 61 61 95 44 156 105
08:45 96 68 102 42 198 110
09:00 102 428 52 203 110 480 30 128 212 908 82 331
09:15 94 54 120 35 214 89
09:30 110 39 118 30 228 69
09:45 122 58 132 33 254 91
10:00 116 498 51 190 124 505 22 118 240 1,003 73 308
10:15 130 54 130 31 260 85
10:30 124 38 135 27 259 65
10:45 128 47 116 38 244 85
11:00 136 595 50 174 144 605 42 114 280 1,200 92 288
11:15 129 40 139 20 268 60
1130 161 46 168 26 329 72
11:45 169 38 154 26 323 64
Cotals 2,231 4,291 2,5-4 8 3,812 --4,779
Splito/. 46.7 53.0 533 47.0
Say"Totals 6,522 6,360 12,882
Day Splits 50.6 49.4
Peak Hour 11:00 12:00 11:00 12:00 11:00 12:00
Volume 595 582 605 545 1,200 1,127
Factor 0.88 0,94 0.90 0.95 0.91 0.95
Data File 02292B Page: 2
Two-Way Stop Control. Page I of I
TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
Analyst DJK Intersection Osgood Street at
Agency/Co. DJK Associates, Inc. Commerce WaZ
Date Performed 1127103 Jurisdiction North Andover, MA
nalysis Time Period Saturday Midday Peak Analysis Year 2003 Existin2
Hour
Project Description 610 Grasso, North Andover
East/West Street: Osgood Street ::]North/South Street: Commerence WaZ
Intersection Orientation: East-West IStud y Period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Eastbound Westbound
Movement 1 2 3 4 5 6
L T R L T R
Volume 6 414 0 0 542 6
Peak-Hour Factor, PHIF 0.83 0.83 1.00 1.00 0.85 0.85
Hourly Flow Rate, HFIR 7 497 0 0 639 7
Percent Heavy Vehicles 0
Median Type Undivided
RT Channelized 0 0
Lanes 1 2 0 0 2 0
Configuration L T T TR
Upstream Signal 0 0
Minor Street Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 202 3 79 2 0 7
Peak-Hour Factor, PHIF 1.00 1.00 1.00 0.57 1.00 0.57
Hourly Flow Rate, HFR 202 3 1 79 3 0 1 12
Percent Heavy Vehicles 0 0 0 0 0 0
Percent Grade (%) 0 0
Flared Approach N y
Storage 0
RT Channelized 0 0
Lanes 1 1 0 0 0 0
Configuration L TR LR
Delay, Queue Len qt and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L L TR LR
v (vph) 7 202 82 15
C (m) (vph) 949 260 686 465
V/c 0.01 0.78 0.12 0.03
95% queue length 0.02 5.80 0,41 0.10
Control Delay 8.8 54.4 11.0 13.0
LOS A F B B
Approach Delay 41.9 13.0
1 Lpproach LOS E B
HCS2000TM Copyright 0 2000 University of Florida,All Rights Reserved Version 4.1 c
file:HC:\D ocuments%20and%20S ettings\D errnot\Local%2 OS ettings\Temp\u2k I C.tmp 1/30/2003
Two-Way Stop Control Page I of I
TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
nalyst DJK Intersection Osgood Street at
)c /Co. DJK Associates, Inc. Commerce Way
Date Performed 1127103 Jurisdiction North Andover, MA
Saturday Midday Peak Analysis Year 2008 No Build
Analysis Time Period Hour
Project Description 610 Grasso, North Andover
East/West Street: Osgood Street :]North/South Street: Commerence WaZ
Intersection Orientation: East-West IStud y Period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street Eastbound — Westbound
Movement 1 2 3 4 5 6
L T R L T R
olume 6 457 0 0 598 6
Peak-Hour Factor, PHIF 0.83 0.83 1.00 1.00 0.85 0.85
Hourly Flow Rate, HIFIR 7 549 0 0 706 7
j
Percent Heavy Vehicles
Median Type Undivided
RT Channelized 0 0
Lanes 1 2 0 0 2 0
Configuration L T T TR
Upstream Signal 0 0
Minor Street Northbound Southbound
Movement 7 8 9 10 11 12
L. T R L T R
olume 202 3 79 2 0 7
Peak-Hour Factor, PHF 1.00 1.00 1.00 0.57 1.00 0.57
Hourly Flow Rate, HFIR 202 1 3 79 3 1 0 12
Percent Heavy Vehicles 0 0 0 0 0 0
Percent Grade (%) 0 0
Flared Approach N y
Storage 0
RT Channelized 0 0
Lanes I 1 0 0 0 0
Configuration L TR LR
Delay, Queue Len gt and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L L TR LR
v (vph) 7 202 82 15
C (m) (vph) 896 224 650 420
V/c 0.01 0,90 0.13 0.04
95% queue length 0.02 7.44 0.43 0.11
Control Delay 9.0 82.7 11.3 13.9
LOS A F B –B
Approach Delay 62.1 13.9
IlApproach LOS F B
HCS2000TM Copyright(D 2000 University of Florida,All Rights Reserved Version 4.1c
file://C:\Documents%2 Oand%20S ettin gs\D ern-iot\Loc al%2 0 S ettings\Temp\u2k I 9.tmp 1/30/2003
Two-Way Stop Control Page I of I
TWO-W ►Y STOP CONTROL SUMMARY
General Information Site Information
Analvst DJK Intersection Osgood Street at
Agency/Co. DJK Associates, Inc. Commerce WaZ
Date Performed 1127103 Jurisdiction North Andover, MA
nalysis Time Period Saturday Midday Peak Analysis Year 2008 Build
Four
Project Description _610 Grasso, North Andover
East/West Street: Osgood Street iNorth/South Street: Commerence WaZ
Intersection Orientation: East-West IStud y Period (hrs): 0.25.
Vehicle Volumes and Adiustments
Major Street Eastbound — Westbound
Movement 1 2 3 4 5 6
L T R L T R
olume 30 457 0 0 598 22
Peak-Hour Factor, PHIF 0.83 0.83 1.00 1.00 0.85 0.85
Hourly Flow Rate, HFR 36 549 0 0 706 25
Percent Heavy Vehicles
Median Type Undivided
RT Channelized 0
Lanes 1 2 0 0 2 0
Configuration L T T TR
Upstream Signal 0 0
Minor Street Northbound Southbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 202 3 79 18 0 31
Peak-Hour Factor, PHF 1.00 1.00 1.00 0.57 1.00 0.57
Hourly Flow Rate, HFIR 202 1 3 79 31 1 0 54
Percent Heavy Vehicles 0 0 0 0 0 0
Percent Grade (%) 0 0
Flared Approach N y
Storage 0
RT Channelized 0 0
Lanes 1 1 0 0 0 0
Configuration ----T-77= TR LR
Delay, Queue Length, and Level of Service
Approach EB WB Northbound Southbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration L L TR LR
v (vph) 36 202 82--.- 85
C (m) (vph) 883 185 636 294
V/C 0.04 1.09 0.13 0.29
95% queue length 0.13 9.83 0.44 1.17
Control Delay 9.3 145.1 11.5 22.1
LOS A F B C
,Approach Delay -- 22.1
Epproach LOS F F C
HCS200OTM Copyright(D 2000 University offlorida,All Rights Reserved Version 4.1c
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