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HomeMy WebLinkAboutMiscellaneous - Exception (591)N
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Nov -04-02 12:57P
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Robert Durand, Secretaty
Executive Office of Environmental Affairs
251 Causeway Street, 9"' Floor
l3oston, Ma 02114
;A i/ (��fJj t�� �
V 11 '(I{F P. 20yJ
y_ 1 VLA it Vi✓ Jaae Swift James H, Scanlan John Cogliano
Governor Secretary Acting Commissioner
September 30, 2002 ( a
}ZE North Andover- The Meadows- Expanded EN)~'
(EDEA #12683)
ATTN: META Unit
Nicholas Zavolas
Dcar Secretary Durand:
The Massachuscstts Highway Department (MassHighway) has reviewed the Expanded
.Environmental Notification born for The Meadows project in North Andover. The project
entails the development of 270 residential condominiums/townhouses. The project is located on
a 1.47.14 -acre site on the southwestern side of Route 114 at the North Andover/Middleton Town
Line. Based on infortnation contained in the Expanded ENF, the project is expected to
approximately 1,514 new vehicle trips on an average weekday. A Massllighway pert -nit is
required for access to Route 114.
Thu Expanded ENF included a traffic study performed in accordance with EOEA/EOTC
buidelincs for traffic assessments. We believe that the Expanded ENF hasadequately addressed all
state highway traffic issues related to The Meadows project, wid we recommend that no further
environmental review be required based on traffic issues.
The proponent has proposed to access the site via two utasignalized driveways on Route 114.
Tho proponent should coordinate with MassHighway to ensure that the proposed site driveways are
w llualus and (:7 not adverseiy impact traffic operations on
Route 114. Also, the proponent has proposed to widen Sharpner's Pond Road to provide at)
exclusive right -turn lane. We believe that the proposed widening is not warranted given the low
volume of traffic on Sharpner's Pond Road. The details of these, or any access -related issues can be
handled during the Massl-lighway access pemlit process for this project.
If you have any questions regarding these comments, please contact me at (617) 973-7341 or
Kristina Johnson of the Public/.Private De-velopttfent Unit at (617) 973-7342.
D
!i Sl 'a l et Highway Department • Ten Park Plaza, Boston, MA 02116-3973 • (617) 973-7800
BOARD OF APPEALS 3
.ifov-04-02
12:58P
W
Sincerely,
J. Lionel Lucien, P.L.
Manager, Public/Private Development Unit
Bureau of Transportation
Planning and Development
cc. John Cogliano, Commissioner
Thomas Brodcrick, P.E., Chief Engineer
Luisa Paiewonsk-y, Director of Planning
Charles Sterling, P_ E., State Traffic Engineer
Rernard McCourt, District 5 Director
PPDU files
MPO Activities files
Planning Board, Town of North Andover
Merrimac Valley Planning; Commission
P_21
C
Traffic Impact &
Access Study
Proposed Residential
Development Project
The Meadows
North Andover, Massachusetts
Prepared for
Town of North Andover
DJKDermot J. Kelly Associates, Inc.
Traffic Engineering/Transportation Planning
280 Main Street, Suite 204
North Reading, MA 01864-1300
978-664-2205 Fax: 978-664-2444
�UL 1 5 zooz D
BOARD OF APPEALS
TRAFFIC IMPACT AND ACCESS STUDY
PROPOSED RESIDENTIAL DEVELOPMENT PROJECT
The Meadows
North Andover, Massachusetts
prepared for
a
Town of North Andover
April 2002
a
a
prepared by
Dermot J. Kelly Associates, Inc.
Traffic Engineering/Transportation Planning
a
280 Main Street, Suite 204
North Reading, MA 01864-1300
978-664-2205 Fax: 978-664-2444
571-Rpt1
Copyright @ 2002 DJK. All rights reserved.
TABLE OF CONTENTS
Page
EXECUTIVESUMMARY.................................................................................................1
INTRODUCTION.........................................................................................................1
PROPOSAL.................................................................................................................1
EXISTING CONDITIONS................................:............................................................1
SITE -GENERATED TRAFFIC VOLUMES...................................................................2
TRAFFIC CAPACITY ANALYSIS.................................................................................2
Route 114 at the North Site Drive and Sharpner's Pond Road..................................2
Route 114 at the South Site Drive and Industrial Drive.............................................2
MITIGATION MEASURES...........................................................................................3
EXISTING CONDITIONS................................................................................................4
FIELDSURVEY...........................................................................................................4
GEOMETRICS.............................................................................................................4
Route114.................................................................................................................4
TRAFFICVOLUMES...................................................................................................5
VEHICLE SPEEDS ...................................... ...........6
.....................................................
FUTURE TRAFFIC VOLUME CONDITIONS..................................................................7
INTRODUCTION.........................................................................................................7
BACKGROUND TRAFFIC GROWTH..........................................................................7
VEHICLE -TRIP GENERATION....................................................................................8
TRAFFIC DISTRIBUTION/ASSIGNMENT...................................................................9
r-� TRAFFIC OPERATION ANALYSIS...............................................................................10
METHODOLOGY.......................................................................................................10
Levelof Service......................................................................................................10
Unsignalized Intersections......................................................................................11
TRAFFIC ANALYSIS RESULTS................................................................................11
Route 114 at the North Site Drive and Sharpner's Pond Road................................11
Route 114 at the South Site Drive and Industrial Drive...........................................12
SIGHTDISTANCE........................................................................................................14
571-Rpt1
Copyright @ 2002 DJK. All rights reserved.
I
EXECUTIVE SUMMARY
II
DINTRODUCTION
a Dermot J. Kelly Associates, Inc. (DJK) has conducted a Traffic Impact and Access
Study for the proposed residential development project, The Meadows, to be located
adjacent to Route 114 west of the Route 114/Sharpner's Pond Road intersection in
North Andover, Massachusetts. Figure 1 graphically illustrates the project site location
in relation to the local and regional roadway system. As presently planned, the project
would consist of the construction of 294 residential dwelling units.
This report identifies existing traffic operation parameters on the adjacent roadway
system, evaluates the anticipated traffic volume increases as a result of the proposed
project, and analyzes the site -generated traffic -related impacts.
PROPOSAL
The proposed project as presently planned consists of the construction of a total of 294
dwelling units. The proposed access to and egress from the site would consist of two
curb cuts located along Route 114. The North Site Drive would be located opposite
Sharpner's Pond Road. The South Site Drive would be located opposite Industrial
Drive.
EXISTING CONDITIONS
Analysis of the recent traffic counts indicates that approximately 20,514 vpd (vehicles
per day) traveled along Route 114 adjacent to the site during February 2002. During the
two peak travel demand periods, which occurred between 7:00 and 9:00 AM and
between 4:00 and 6:00 PM, an average of approximately 1,980 and 1,804 vph (vehicles
571-Rpil
Copyright ® 2002 DJK. All rights reserved.
per hour) were observed along Route 114 during the weekday morning and evening
peak hours, respectively.
SITE -GENERATED TRAFFIC VOLUMES
Based on the Institute of Transportation Engineers (ITE) trip generation rates, it is
anticipated that the proposed residential development project would generate
approximately 1,628 vehicle -trips per day. This daily volume would be split evenly with
814 vehicle -trips entering and 814 vehicle -trips exiting the site over the course of the
entire 24-hour day.
More importantly, during the weekday morning peak hour, the entire residential
development project would generate a total of 120 vehicle -trips with 20 vehicle -trips
entering and 100 vehicle -trips exiting the project site. Similarly, during the evening peak
hour, it is anticipated that 150 vehicle -trips would be generated. The 150 vehicle -trips
would consist of 100 vehicle -trips entering and 50 vehicle -trips exiting the development
during the peak 60 -minute period. The remaining vehicle -trips would occur over the
course of the day.
TRAFFIC CAPACITY ANALYSIS
Unsignalized intersection capacity analysis was performed for the study area
intersections. The capacity analysis is summarized below by location.
Route 114 at the North Site Drive and Sharpner's Pond Road
Under 2007 Build with mitigation and development traffic volume conditions, the left -
and right -turn exiting movements would operate at LOS D and the left -turn entering
movement would operate at LOS A. On Sharpner's Pond Road the left and right turns
currently operate at LOS D or better. Under No Build conditions, these movements
would deteriorate to LOS E. Under Build conditions and without mitigation the LOS
would further deteriorate to LOS F. Under 2007 Build conditions with Mitigation the LOS
would improve to LOS D or better. Mitigation includes the construction of a right -turn
lane along Sharpner's Pond Road.
Route 114 at the South Site Drive and Industrial Drive
Under 2007 Build with development traffic volume conditions, the left- and right -turn
exiting movements from Industrial Drive would operate at LOS C or better up through
2007. The left- and right turns exiting the Proposed South Site Drive would operate at
LOS D. The left -turn movements from Route 114 would operate at LOS A.
571-Rpt1
Copyright @ 2002 DJK. All rights reserved.
t
EMITIGATION MEASURES
a The final phase of the analysis process is to identify the mitigation measures necessary
to minimize the impact of the project on the transportation system. The proponent has
made a commitment to implement all mitigation measures listed below, assuming all
D permits and approvals are obtained and the project proponent proceeds to construction
of the project.
• It is suggested that access to and egress from the proposed project be constructed
awith two access drives. The North Site Drive is suggested to be aligned with
Sharpner's Pond Road. The South Site Drive is suggested to be aligned with
Industrial Drive.
• To enhance the overall sight distance at the intersection of the proposed driveways,
it is recommended that roadside vegetation and topographic ground elevations
adjacent to the access/egress driveways be maintained such that sufficient safety
sight lines are provided in both directions throughout the life of the project. This
triangular area should extend 20 feet back from the existing edge of the roadway
(representing an exiting vehicle) and extend 610 feet in each direction along Route
114 (representing an approaching -vehicle).
• The proposed North Site Drive is suggested to consist of a minimum 24 -foot wide
cross section with one 12 -foot wide lane for entering traffic and one 12400t wide
lane for exiting traffic. Intersection corner radii are suggested to be 30 feet.
a The South Site Drive is suggested to be constructed with an acceleration and
deceleration taper of 15:1 with a 12 -foot offset and 30 -foot radius. Egress from the
site is suggested to consist of two lanes, a left -turn lane and a right -turn lane over a
distance of 50 feet. Access into the site is suggested to consist of a single lane. All
lanes are suggested to be 12 feet wide.
a Intersection advanced warning signs are suggested to be placed along Route 114 in
advance of the access/egress driveways.
• In order to improve the LOS operating condition along Sharpner's Pond Road it is
suggested that Sharpner's Pond Road be widened to accommodate two 12 -foot
wide approach lanes for a distance of 100 feet from Route 114.
a
III
C
571-Rpt1 3
Copyright @ 2002 DJK. All rights reserved.
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11
EXISTING CONDITIONS
FIELD SURVEY
A comprehensive field inventory of the adjacent roadway system was conducted during
February and March 2002. The field inventory included collection of existing roadway
geometrics, traffic volumes, vehicle speeds, and safety data for the roadways in the
vicinity of the site.
Traffic volumes were measured by means of automatic traffic recorder (ATR) counts
and substantiated by manual intersection turning -movement and vehicle -classification
counts (TMC). Safety inventories included vehicle speed observations and a detailed
evaluation of the safety sight lines at the proposed driveways located along Route 114.
GEOMETRICS
Route 114
North of the site Route 114 is generally a three -lane roadway with one through lane for
each direction of travel and a dual use center left -turn lane. South of the site Route 114
is a two-lane roadway with one -lane provided for each direction of travel. The travel
lanes are generally 12 feet wide with an 8 -foot to 10 -foot gravel shoulder on each side of
the roadway. Route 114 provides access/egress to numerous adjacent highway
commercial/retail and residential land uses along its entire length.
Route 114 consists of bituminous concrete pavement in fair condition with no major
pavement break-up of edge raveling noted during the field inventory period. Horizontal
and vertical alignments are fair along Route 114 with the roadway passing the site
driveway over relatively level/tangent alignment. Vehicular movements along Route 114
in the vicinity of the site are generally uncontrolled with side streets and driveways under
STOP control.
571-Rpt1 4
Copyright @ 2002 DJK. All rights reserved.
PTRAFFIC VOLUMES
a Existing traffic volumes were recorded mechanically by an automatic traffic recorder
(ATR) and were substantiated by actual manual intersection turning movement and
vehicle classification counts (TMC). These traffic volumes were reviewed to determine
average daily and peak -hour traffic .volumes on the study area roadways. Table 1
Dsummarizes the 2002 ATR traffic volume data collected long Route 114. Figures 2 and
3 graphically present the results of the manual intersection turning movement counts.
El
B
571-Rptt 5
Copyright @ 2002 DJK. All rights reserved.
a
Analysis of the recent traffic counts indicates that approximately 20,514 vpd (vehicles
per day) traveled along Route 114 south of Sharpner's Pond Road during February
2002. During the two peak travel demand periods, which occurred between 7:00 and
9:00 AM and between 4:00 and 6:00 PM, approximately 1,980 and 1,804 vph (vehicles
per hour) were observed along Route 114 during the weekday morning and evening
peak hours, respectively.
a
TABLE 1
aEXISTING
TRAFFIC VOLUME SUMMARY
Daily Traffic Peak -Hour
Location/ (24 hour) Peak Traffic Volume K
Time Period (vpd)a Hour (vph)b Factorc
Route 114 South of
Sharpner's Pond Road:
aThursday
20,365 7:15-8:15 AM 2,010 9.9%
February 5, 2002 4:45-5:45 PM 1,755 8.6%
Friday 20,663 7:30-8:30 AM 1,950 9.4%
February 6, 2002 5:00-6:00 PM 1,853 9.1%
Average 20,514 Morning Peak 1,980 9.7%
aWeekday
Evening Peak 1,804 8.8%
Vehicles per day.
bVehicles
per hour.
acPercent
of daily traffic occurring during the peak hour.
El
B
571-Rptt 5
Copyright @ 2002 DJK. All rights reserved.
a
Figure 2: 2002 Existing
Weekday Morning
Peak Hour Traffic Volumes
Schematic
Note: Estimated
DJKDermot
J. Kelly Associates, Inc.
Traffic Engineering/Transportation Planning
Copyright © 2002 By DJK. All rights reserved.
K:\571\571NT1.DWG
I
D
Figure 3: 2002 Existing
Weekday Evening
Peak Hour Traffic Volumes
tSchematic
Note: ► =Estimated
DJKDermot
J. Kelly Associates, Inc.
Traffic Engineering/Transportation Planning
Copyright © 2002 By DX All rights reserved.
K:\571\571NT2.DWG
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VEHICLE SPEEDS
Speed measurements were taken by a standard traffic engineering procedure called the
"floating car method." Vehicle speeds were measured by means of an observation car
traveling through the study area at a speed consistent with the flow of traffic on the
roadway.
A limited number of these observations were made over the field inventory period along
Route 114 adjacent to the site. The limited number of speed observations were
obtained to gain a meaningful value of an average and typical vehicle traveling through
the area. The results of the speed measurements are summarized in Table 2. As
shown, the average speed varied along Route 114 with speeds recorded in the range of
45 to 55 mph in both the northbound and southbound directions. The posted speed limit
is 45 mph along Route 114.
TABLE 2
OBSERVED ROADWAY SPEED SUMMARY
Location/
Posted/Official
Observed
Direction
Speed
Travel
of Travel
Limit (mph)
Speed (mph)
Route 114 adjacent
to the Project Site:
Northbound 45 45 to 55
Southbound 45 45 to 55
mph = miles per hour.
571 -Rpt 1 6
Copyright @ 2002 DJK. All rights reserved.
aFUTURE TRAFFIC VOLUME CONDITIONS
11
D
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INTRODUCTION
a This section of the report determines the future traffic volume levels along the study
area roadways and intersection. To determine the impact of site -generated traffic
volumes on the roadway network under future conditions, the existing traffic volumes in
the study area were projected to the year 2007 to be consistent with Massachusetts
State guidelines for Traffic Impact Assessments. Traffic volumes on the roadway
network at that time will include all existing traffic, background traffic growth, and the
asite -generated traffic volumes.
EBACKGROUND TRAFFIC GROWTH
Traffic growth on area roadways is a function of the expected land development in the
immediate area as well as the surrounding region. Several methods can be used to
estimate this growth. A procedure frequently employed is to identify the location and
type of new developments planned to occur during the designated planning horizon,
C estimate the traffic to be generated and assign it to the area roadway network. This
method usually produces a realistic estimate of growth for local traffic.
The Planning Office for the Town of North Andover was consulted during the data
acollection phase of this Study to identify existing and projected development projects
anticipated to occur by 2007. Based on this information and other background
information, it was assumed for traffic planning purposes that the following projects are
aconstructed and operational by 2007:
• 79 residential condominiums to be located along Route 114 opposite Johnson
aStreet (Boston Hill)
571-Rptt 7
Copyright @ 2002 DJK. All rights reserved.
a95 single-family homes located along Route 114 opposite the site (Forest View);
and
66,700 square foot retail facility located along Route 114 north of the site.
In addition to the development projects noted above, existing traffic volumes were
increased by 1% per year up through 2007 to account for background traffic growth
which may occur from other development projects not anticipated at this time.
Figures 4 and 5 graphically present the 2007 No Build weekday morning and evening
peak -hour traffic volumes.
EVEHICLE -TRIP GENERATION
Traffic volumes generated by residential developments normally follow well-established
patterns with respect to magnitude and temporal distribution. Measurements of
numerous such developments published by the Institute of Transportation Engineers
(ITE) have established trip generation rates, which have been standardized for analysis
purposes. The rates at which residential projects generate vehicle -trips depend on the
type of residential project; i.e., single-family units versus condominiums. Accordingly,
the ITE Trip Generation Manual was researched with the appropriate vehicle -trip
generation characteristics applied to the proposed project.
Based on the ITE published trip generation rates, it is anticipated that the proposed
residential development project would generate an average of approximately 1,628
vehicle -trips per day. This daily volume would be split evenly with 814 vehicle -trips
entering and 814 vehicle -trips exiting the site over the course of the entire 24-hour day.
More importantly, during the weekday morning peak hour, the entire residential
development project would generate on average a total of 120 vehicle -trips with 20
vehicle -trips entering and 100 vehicle -trips exiting the project site. Similarly, during the
evening peak hour, it is anticipated that on average 150 vehicle -trips would be
generated. The 150 vehicle -trips would consist of 100 vehicle -trips entering and 50
vehicle -trips exiting the development during the peak 60 -minute period. The remaining
vehicle -trips would occur over the course of the day.
a Table 3 summarizes the peak -hour and daily project -generated traffic volumes for the
proposed residential development project.
I
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571-Rptt
Copyright @ 2002 DJK. All rights reserved.
C
C
C
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Figure 4: 2007 No—Build
Weekday Morning
Peak Hour Traffic Volumes
tSchematic
Note: • =Estimated
DJKDermot J. Kelly Associates, Inc.
Traffic Engineering/Transportation Planning
Copyright © 2002 By DJK. All rights reserved.
K:\571\571NT3.DWG
Figure 5: 2007 No—Build
Weekday Evening
Peak Hour Traffic Volumes
Schematic
Note: Estimated
DJKDermot J. Kelly Associates, Inc.
Traffic Engineering/Transportation Planning
Copyright © 2002 By DJK. All rights reserved.
K:\571\571N74.DWG
aTRAFFIC DISTRIBUTION/ASSIGNMENT
Directional distribution of generated trips to and from the proposed development is
expected to follow existing traffic patterns which, in turn, is a function of population
densities, shopping opportunities, areas of employment and recreational activities.
a Accordingly, the directional split of the new trips originating from, or destined to, the
development was based on existing traffic patterns as observed for this study.
The site -generated traffic volumes were superimposed onto the 2007 No Build traffic
volume networks creating the 2007 Build traffic volume networks. Figures 6 and 7
graphically present the 2007 Build weekday morning and evening peak -hour traffic
avolume networks.
9
571-Rpt1
Copyright @ 2002 DJK. All rights reserved.
a
TABLE 3
VEHICLE-TRIP GENERATION SUMMARY
Time Period/
294
Direction of Travel
Condominiums
WEEKDAY
Morning Peak Hour:
Entering (vph)a
20
Exiting (vph)
100
a
Total (vph)
120
Evening Peak Hour.
Entering (vph)
100
a
Exiting (vph)
50
Total (vph)
150
Daily Traffic:
a
Entering (vpd)b
814
Exiting NO)
814
Total (vpd)
1,628
vph = vehicle-trips per hour.
bvpd
= vehicle-trips per day.
aTRAFFIC DISTRIBUTION/ASSIGNMENT
Directional distribution of generated trips to and from the proposed development is
expected to follow existing traffic patterns which, in turn, is a function of population
densities, shopping opportunities, areas of employment and recreational activities.
a Accordingly, the directional split of the new trips originating from, or destined to, the
development was based on existing traffic patterns as observed for this study.
The site -generated traffic volumes were superimposed onto the 2007 No Build traffic
volume networks creating the 2007 Build traffic volume networks. Figures 6 and 7
graphically present the 2007 Build weekday morning and evening peak -hour traffic
avolume networks.
9
571-Rpt1
Copyright @ 2002 DJK. All rights reserved.
a
Figure 6: 2007 Build
Weekday Morning
Peak Hour Traffic Volumes
Legend:
xx Total Vehicle Trips
(x) Site Generated Trips Only
NE
7069 r
'09st
Not • = Estimated
Schematic Neg.= Negligible
®JKTraffic Dermot J. Kelly Associates, Inc.
Engineering/Transportation Planning
Copyright © 2002 By DJK. All rights reserved. K:\571\571NT5.DWG
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Figure 7: 2007 Build
Weekday Evening
Peak Hour Traffic Volumes
Legend:
xx Total Vehicle Trips
(x) Site Generated Trips Only
�O
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19
s
h m�'
SITE
In 100
Out 50 70)
Toto
r,QO
G�,
Alk
AIIISMIlL
Note: * = Estimated
Schematic Neg. = Negligible
®JKTraffic Dermot J. Kelly Associates, Inc.
Engineering/Transportation Planning
Copyright © 2002 By DJK. All rights reserved.
K:\571\571NT5.DWG
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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:
• 2002 Existing Traffic Volume Conditions
• 2007 No Build Traffic Volume Conditions
• 2007 Build Traffic Volume Conditions without Mitigation
• 2007 Build Traffic Volume Conditions with Mitigation
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, convenience, and safety.
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.
1 Highway Capacity Manual (HCM 2000): Transportation Research Board, Washington, DC, 2000.
571-Rpt1
Copyright @ 2002 DJK. All rights reserved.
10
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101
Since the level of service of a traffic facility is a function of the traffic flows placed upon
it, such a facility may operate at a wide range of levels of service, depending on the time
of day, day of week, or period of year.
Unsignalized Intersections
The levels of service for unsignalized intersections are determined by application of a
procedure described in the 2000 Highway Capacity ManuaL2 The procedure accounts
for lane configuration on both the minor and major approaches, conflicting traffic stream
volumes, and type of intersection control (STOP versus YIELD). First, theoretical
maximum or capacity flow of vehicles for each minor approach lane is calculated. The
capacities are then compared to the demand at the respective minor approaches. The
delay is then estimated based on the relationship between the service rate and the
degree of saturation. Table 4 summarizes the relationship between level of service and
expected delay to minor street traffic.
TABLE 4
LEVEL -OF -SERVICE CRITERIA
FOR UNSIGNALIZED INTERSECTIONSa
Level Average
of Control Delay
Service (SecondsNehicle)
Source: Highway Capacity Manual, (HCM 2000): Transportation Research Board, Washington, DC, 2000.
TRAFFIC ANALYSIS RESULTS
Capacity analyses have been conducted at the study area intersections. Results of this
aanalysis are summarized below by intersection and tabulated in Table 5.
Route 114 at the North Site Drive and Sharpner's Pond Road
aUnder 2007 Build with mitigation and development traffic volume conditions, the left -
and right -turn exiting movements would operate at LOS D and the left -turn entering
C movement would operate at LOS A. On Sharpner's Pond Road the left and right turns
currently operate at LOS D or better. Under No Build conditions, these movements
would deteriorate to LOS E. Under Build conditions and without mitigation the LOS
�I would further deteriorate to LOS F. Under 2007 Build conditions with Mitigation the LOS
I
2Highway Capacity Manual (HCM 2000): Transportation Research Board, Washington, DC, 2000.
571 -apt, 11
Copyright @ 2002 DJK. All rights reserved.
a
A
0-10
a
B
>10 - 15
C
>15-25
D
E
>25 - 35
>35 - 50
F
>50
Source: Highway Capacity Manual, (HCM 2000): Transportation Research Board, Washington, DC, 2000.
TRAFFIC ANALYSIS RESULTS
Capacity analyses have been conducted at the study area intersections. Results of this
aanalysis are summarized below by intersection and tabulated in Table 5.
Route 114 at the North Site Drive and Sharpner's Pond Road
aUnder 2007 Build with mitigation and development traffic volume conditions, the left -
and right -turn exiting movements would operate at LOS D and the left -turn entering
C movement would operate at LOS A. On Sharpner's Pond Road the left and right turns
currently operate at LOS D or better. Under No Build conditions, these movements
would deteriorate to LOS E. Under Build conditions and without mitigation the LOS
�I would further deteriorate to LOS F. Under 2007 Build conditions with Mitigation the LOS
I
2Highway Capacity Manual (HCM 2000): Transportation Research Board, Washington, DC, 2000.
571 -apt, 11
Copyright @ 2002 DJK. All rights reserved.
a
would improve to LOS D or better. Mitigation includes the construction of a right -turn
lane along Sharpner's Pond Road.
LJ Route 114 at the South Site Drive and Industrial Drive
Under 2007 Build with development traffic volume conditions, the left- and right -turn
exiting movements from Industrial Drive would operate at LOS C or better up through
2007. The left- and right turns exiting the Proposed South Site Drive would operate at
aLOS D. The left -turn movements from Route 114 would operate at LOS A.
N
11
C
C
C
a571-Rpt1 12
Copyright @ 2002 DJK. All rights reserved.
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it
SIGHT DISTANCE
SIGHT DISTANCE
In the vicinity of the proposed project site, Route 114 approaches the Site over a
generally level/tangent alignment. Detailed Sight Distance measurements were
conducted with respect to the Route 114 approaches to the proposed intersections to
identify any potential mitigation measures, which would enhance the available Sight
Distance.
Sight Distance considerations are basically divided into two criteria: (1) Stopping Sight
Distance (SSD) and (2) Intersection Sight Distance (ISD).
Stopping Sight Distance (SSD)
SSD is the distance required for an approaching vehicle to perceive and react
accordingly to an exiting or entering .vehicle. The values are based upon a perception
and reaction time of 2.5 seconds and a braking distance calculated for wet level
pavement. When the roadway is either on an upgrade or downgrade, grade correction
factors are applied.
Intersection Sight Distance (ISD)
ISD is based upon a perception and reaction time and the time required to complete a
desired exiting maneuver after the decision to do so has been made. Values for ISD
represent the time required to: (1) turn left or right and to accelerate to the operating
speed of the roadway without causing approaching vehicles to reduce speed by more
than 70% of the initial speed and (2) upon crossing the major roadway to clear the
roadway without the approaching vehicle reducing its initial speed by 70%.
571-Rptt 14
Copyright @ 2002 DJK. All rights reserved.
SSD is far more important as it represents the minimum distance required for stopping,
while the ISD criteria is based only upon acceptable speed reductions to the
aapproaching traffic stream.
Table 6 compares the measured SSD with the minimum SSD requirements for both the
observed vehicle speeds as well as the posted speed limit along Route 114 in the
vicinity of the site. As can be seen in Table 6, the available SSD exceeds the minimum
SSD requirements for the posted speed limit of 45 mph and the observed speed of up to
55 mph. Additionally, the available ISD exceeds the minimum requirement for the
posted speed of 45 mph as well as the observed speed of 55 mph.
II
u
r
I
a 15
571-Rptt
Copyright @ 2002 DJK. All rights reserved.
0
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I
APPENDIX
A. TRAFFIC VOLUME DATA
B. INTERSECTION CAPACITY ANALYSIS
571-Rpt1 17
Copyright @ 2002 DJK. All rights reserved.
nA: TRAFFIC VOLUME DATA
III
i
171,
III
a571-Rptl
1
a
/S: Turnpike Street (Route 114)
Sharpner's Pond Road
City, State: North Andover, MA
FTlient: DJK/D. Kelly
TDC'
Transportation Data Corporation
12 Walnut Street, #9 Natick, MA 01760
Office: 508-651-1610 Fax: 508-651-1229
File Name : 01873A
Site Code : 00000571
Start Date : 02/05/2002
Page No : 1
0
0
0
0
0
0
0
0
0
947+
Turnpike Street (Route 114)
Sharpness Pond Road
Tumpike Stmt (Route 114)
0
85'
From North
From East
From South
0
Start Time
Right
Thru
Left
Peds
Hour From 07.00 AM to 08:45 AM - Peak 1 of 1
Right
Thru
Left
Peds
APp�'
Right
Thru
Left
Peds
TPP.
Int Total
Percent
0.0 98.6
1.4
0.0
278
TPP-
0 255
2
0
Peak Factor
High Int
07:30 AM
0
0
0
0
0
0
0
0
0
947+
i
43
0
42
0
85'
17
979
q.k
0
996
i
2028
50.6
0.0
Hour From 07.00 AM to 08:45 AM - Peak 1 of 1
0.0
Intersection
07:15 AM
98.3
0.0
0.0
Volume
0 934
13
0
0
Percent
0.0 98.6
1.4
0.0
278
07:30 Volume
0 255
2
0
Peak Factor
High Int
07:30 AM
Volume
a
0 255
2
0
Peak Factor
0
9
0
0
0
0
0
0
0
0
0
0
947+
i
43
0
42
0
85'
17
979
0
0
996
i
2028
50.6
0.0
49.4
0.0
1.7
98.3
0.0
0.0
257
11
0
12
0
23
2
278
0
0
28011560
0.905
08:00 AM
16
0
9
0
25
107:30 AM
f 2
278
0
0
280
257
0.921
0.850
(
0.8891
WMi a cute 114)
Out kr Toth
1022 947 1969
934 13 0
Thru Left Peds
1 L+
�° CA
W
i � �� v
I
m
tf%2=10 7:15:00 AM
l 8:00:00 AM ^' 0
C.
o
m
r
Thru ht Peds
979 17 0
I 6K 1972
Out h Total
T "ke Street Raute 114
D
DNS: Turnpike Street (Route 114)
harpner's Pond Road
City, State. North Andover, MA
F,lient: DJK/D. Kelly
DC
Transportation Data Corporation
12 Walnut Street, #9 Natick, MA 01760
Office: 508-651-1610 Fax: 508-651-1229
r,—ins Print d- Care - Tn +d
4— Y
File Name : 01873A
Site Code : 00000571
Start Date : 02/05/2002
Page No : 1
D
Tumpike Street (Route 114)
1779
33
Sharpness Pond Road
82
I 4.1
Turnpike Street (Route 114)
I
0
87
52.2
0
I
43
From North
I
From East
%I 0.0
45.8
From South
0.0
Start Time
I Right 1
Thru I
Left I
Peds
R" ht I
Thru I
Left I
Peds I
Right I
Thru I
Left 1
Peds
1IM Total
07:00 AM
0
238
3
0
9
0
12
0`
5
185
0
01
452
07:15 AM
0
247
1
0(
8
0
12
01
6
217
0
01
491
07:30 AM
0
255
2
0
11
0
12
01
2
278
0
0'
560
07:45 AM
0
222
7
0
8
0
9
0
3
238
0
01
487
Total
0
962
13
0
36
0
45
01
16
918
0
01
1990
08:00 AM
0
210
3
01
16
0
9
0
6
246
0
0+
490
08:15 AM
0
218
8
01
11
0
14
0
8
223
0
0
482
08:30 AM
0
195
3
01
9
0
10
0
7
258
0
0
I 482
08:45 AM
0
194
6
01
10
0
9
0
6
216
0
01
441
Total
0
817
20
01
46
0
42
01
27
943
0
01
1895
D
0
GrandTotalotal
1779
33
0
82
I 4.1
0
87
52.2
0
I
43
47
I
3885
%I 0.0
45.8
0.8
0.0
0.0
0.0
1.1
9
0.0
0.0
Tumpike Stmt (Route 114)
Sharpness Pond
Road
Tumpike Street (Route 114)
From North
From East
From South
Start Time
Rght
Thru
Left
Peds
T�
Right
Th.
left
Peds
TQ
Right
Th.
Let
Peds
T�
Int Total
Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1
Intersection 07:15 AM
j
i
D
Volume 0 934
13
0
947 i
43
0
42
0
85 I
17
979
0
0
996
2028
Percent 0.0 98.6
1.4
0.0
50.6
0.0
49.4
0.0
i
1.7
98"3
0.0
0.0
07:30 Volume 0 255
2
0
257
11
0
12
0
23
2
278
0
0
280
560
Peak Factor
0.905
D
High Int 07:30 AM
08:00 AM
07:30 AM
Volume 0 255
2
0
257
16
0
9
0
25 !
2
278
0
0
280
Peak Factor
0.921 j
0.850 I
0.889
D
D
D
D
D
D
D
D
D
P
/S: Turnpike Street (Route 114)
Sharpnerrs Pond Road
City, State: North Andover, MA
r --hent: DJK/D. Kelly
TDC
Transportation Data Corporation
12 Walnut Street, #9 Natick, MA 01760
Office: 508-651-16 10 Fax: 508-651-1229
f'-- c.;,.ra,;- r-
File Name : 01873A
Site Code : 00000571
Start Date : 02/05/2002
Page No : 1
75
Tumpike Street (Route 114)
0
0.0
1756
98.2
Sharpness Pond Road
1
0.1
Tumpike Street (Route 114)
Total %
0.0
46.2
0.8
From North
48.4
0.0
From East
0 .0
2.2
Tumpike Street (Route 114)
From South
0.0
0.0
Start Time
R' ht
Thru
Left
Peds
Right
Thru
Left
Peds
R" ht
Thru
Left
Peds
Int Total
07 00 AM
0
238
3
0
8
0
11
0
5
182
0
0
447
07:15 AM
0
246
1
0
8
0
12
0
6
216
0
0
489
07:30 AM
0
251
2
0
11
0
11
0
2
273
0
0
550
07:45 AM
0
221
7
251
7
0
7
01
3
231
0
01
476
Total
0
956
13
.0.1
01
34
0
41
01
16
902
0
01
1962
08:00 AM
0
209
3
0
15
0
9
01
5
240
0
0
I 481
08:15 AM
0
212
7
0
10
0
13
0
7
213
0
0
462
n 08:30 AM
0
188
3
0
8
0
10
0
7
246
0
0
462
L 08:45 AM
0
191
6
01
8
0
7
0
6
212
0
0
430
Total
0
800
19
01
41
0
39
0
25
911
0
0
1835
75
Grand Total
Apprch %
0
0.0
1756
98.2
32
1.8
1
0.1
1813
Total %
0.0
46.2
0.8
0.1
48.4
0.0
51.6
0 .0
2.2
Tumpike Street (Route 114)
0.0
0.0
2.0
From North
0.0
2.1
0.0
Start Tune
Right
Thru
Left
0.0
Peds
gyp'
Total
Peak Hour From 07:00
AM to 08:45 AM - Peak 1 of 1
Intersection 07:15 AM
Sharpness Pond
Road
Tumpike Street (Route 114)
Volume 0
927
13
0
940
Percent 0.0
98.6
1.4
0.0
Right
07:30 Volume 0
251
2
0
253
Thrr
Peak Factor
Peds
App.
Int Total
High Int 07:30 AM
Volume 0
251
2
0
253
39
Peak Factor
80
16
960
0.929
a
9761
1996
51.3
0.0
48.8
a
1.6
98.4
0.0
0.0
a
11
0
11
0
a
2
273
0
0
275
a
0
0.907
a
07:30 AM
a
15
0
a
0
24
2
273
0
75
0
80
0
41
1813
0
0I
3797
48.4
0.0
51.6
0 .0
2.2
97.8
0.0
0.0
2.0
0.0
2.1
0.0
1.1
47.7
0.0
0.0
Sharpness Pond
Road
Tumpike Street (Route 114)
From East
From South
Right
Thra
Left I
Peds
TotalLRghtI
Thrr
Left
Peds
App.
Int Total
41
0
39
0
80
16
960
0
0
9761
1996
51.3
0.0
48.8
0.0
1.6
98.4
0.0
0.0
11
0
11
0
22
2
273
0
0
275
550
0.907
3:00 AM
07:30 AM
15
0
9
0
24
2
273
0
0
275
0.8331
0.887
D
DN: Turnpike Street (Route 114)
harpner's Pond Road
City, State: North Andover, MA
F-lient: DJK/D. Kelly
TDC
Transportation Data Corporation
12 Walnut Street, #9 Natick, MA 01760
Office: 508-651-1610 Fax.- 508-651-1229
G..r me PriMnrl_ Tn �crrc
a-%
File Name :01873A
Site Code : 00000571
Start Date : 02/05/2002
Page No : 1
D
Tumpike Street (Route 114)
23
95.8
1
Sharpness Pond Road
j 7
( 50.0
Tumpike Street (Route 114)
0
0.0
7
50.0
{
2
4.0
From North
0
0.0
0
0.0
88
From East
Total % 0.0
26.1
1.1
From South
8.0
0.0
Start Time
R' ht i
Thro
Left 1
Peds
Right
TI
Left
Peds
I Right
Thru
Left I
Peds
Int. Total
07:00 AM
0
0
0
0
j 1
0
1
0
0
3
0
0
5
07:15 AM
0
1
0
01
0
0
0
0
0
1
0
0
2
07:30 AM
0
4
0
01
0
0
1
0
0
5
0
0
10
07:45 AM
0
1
0
01
1
0
2
01
0
7
0
0•
11
Total
0
6
0
01
2
0
4
01
0
16
0
01
28
08:00 AM
0
1
0
0+
1
0
0
01
1
6
0
0
9
08:15 AM
0
6
1
0
1
0
1
0
j 1
10
0
0
20
08:30 AM
0
7
0
01
1
0
0
0
0
12
0
0
20
08"45 AM
0
3
0
O
j 2
0
2
0
0
4
0
0
11
Total
0
17
1
0
5
0
3
0
2
32
0
0
60
D
Grand Total 0
Apprch % 0.0
23
95.8
. '0
4.2
0.0
j 7
( 50.0
0
0.0
7
50.0
0
0.0
2
4.0
48
96.0
0
0.0
0
0.0
88
Total % 0.0
26.1
1.1
0.0
8.0
0.0
8.0
0.0
2.3
54.5
0.0
0.0
Tumpike Stmt (Route 114)
Sharpness Pond
Road
Tumpike Street (Route 114)
I
From North
From East
From South
Start Time
Rght
Thru
Left
Peds
�"
Ritalght
Thru
Left
Peds
Tom
Right
Thru
Left
Peds
Tom'
Int Total
Peak Hour From 07:00 AM to 08:45 AM
- Peak 1 of 1
Intersection 07:45 AM
I
I
D
Volum 0 15
1
0
161
4
0
3
0
7
2
35
0 0
37
60
Percent 0.0 93.8
6.3
0.0
1
57.1
0.0
42.9
0.0
5.4
94.6
0.0 0.0
08:30 Volum 0 7
0
0
71
1
0
0
0
1 1
0
12
0 0
12
20
D
Peak Factor
High Int 08:15 AM
I 07:45 AM
I
08:30 AM
0.750
Volum 0 6
1
0
7
1
0
2
0
31
0
12
0 0
12
Peak Factor
0.571 1
0.583 I
0.771
D
D
D
D
D
D
D
D
D
0
D" -
/S. Turnpike Street (Route 114)
Sharpner s Pond Road
City, State: North Andover, MA
MI.nt: DJK/D. Kelly
TDC
Transportation Data Corporation
12 Walnut Street, #9 Natick, MA 01760
Office: 508-651-1610 Fax: 508-651-1229
S/
File Name : 01873AA
Site Code : 00000571
Start Date : 02/05/2002
Page No : 1
Nears hour From u4:uu rM W uo:4o rm - mdr, I c t
Tumpike Street (Route 114)
Sharpness Pond Road
Tumpike Street (Route 114)
I
04:45 PM
39.6
From North
From East
From South
Volume
Start Time
Right
Thru
Left
I Peds
��'
Right
Thru
Left
Peds
��'
Right
ThN
Left
Peds
TPP'
Int Total
Peak Factor
0.828
1
269
0
Int.
05:00 PM
aHigh
Volume
0
211
7
0
Nears hour From u4:uu rM W uo:4o rm - mdr, I c t
0
32
Intersection
04:45 PM
39.6
0.0
60.4
0.0
Volume
0
804
28
0
832
Percent
0.0
96.6
3.4
0.0
9
05:15 Volume
0
199
8
0
207
Peak Factor
0.828
1
269
0
Int.
05:00 PM
aHigh
Volume
0
211
7
0
218
Peak Factor
0-954
0
0
0
0
0
0
0
0
0
21
0
32
0
53
39.6
0.0
60.4
0.0
0.0
5
0
6
0
11
04:45 PM
270
488
9
0
7
0
16
0.828
17
960
0
0
977
1862
1.7
98.3
0-0
0.0
1
269
0
0
270
488
0.954
05:15 PM
1
269
0
0
270
0.905
Turripike Sweet (Route I U)
Out In Toted
981 [:::�83D2 1813
I 1 8041 2BI 0
1 Thru left Peds
o
T �
t� m
m
5120024:45.00 PM w rn m
3UOOPM N m
0V
Cas C 1O
Trucksa o o m
m�
T F'
Thru Peds
960 17 0
�9771813
Out In Total
Turmike Street Raute 114
a
Di lat
Turnpike Street (Route 114)
I-pner s Pond Road
City, State: North Andover, MA
client: DJK/D. Kelly
TDC
Transportation Data Corporation
12 Walnut Street, #9 Natick, MA 01760
Office: 508-651-1610 Fax: 508-651-1229
File Name : 01873AA
Site Code : 00000571
Start Date : 02/05/2002
Page No : 1
Grand Total
Turnpike Street (Route 114)
1497
54
Sharpness Pond Road
42
Tumpike Street (Route 114)
49
0
i
1757
From North
0 3435
Apprch %
0.0
From East
3.5
0.0
46.2
From South
53.8
0.0
I
Stag Time
ht
Thru
Lett
Peds
Right
Thru
Left
Peds
Right
Thru
Left
Peds
Int Total
04:00 PM
0
155
6
0
5
0
7
0
5
179
0
0
357
04:15 PM
0
175
5
0
I 4
0
3
0
3
198
0
0
388
04:30 PM
0
182
9
0
5
0
3
0
8
195
0
0
402
04:45 PM
0
196
3
01
9
0
7
0
1 1
218
0
0
434
Total
0
708
23
01
23
0
20
01
17
790
0
01
1581
05:00 PM
0
211
7
0
5
0
11
0
4
219
0
0
457
05:15 PM
0
199
8
0
5
0
6
0
1
269
0
0
488
05:30 PM
0
198
10
0
2
0
8
0
11
254
0
0
483
05:45 PM
0
181
6
0
7
0
4
0
3
225
0
0
426
Total
0
789
31
0
19
0
29
0
19
967
0
0
1854
Grand Total
0
1497
54
01
42
0
49
0
36
1757
0
0 3435
Apprch %
0.0
96.5
3.5
0.0
46.2
0.0
53.8
0.0
I
2.0
98.0
0.0
0.0
I
Total %
0.0
43.6
1.6
0.0
1.2
0.0
1.4
0.0
96.6
1.0
51.1
0.0
0.0
05:15 Volume
From East
From North
From South
Start Time
Right
T
Left
Thru
Peds
APP'
Total
Peak Hour From 04:00 PM to 05:45 PM
- Peak 1 of 1
Thru
Left
Intersection
04:45 PM
Int Total
Volume
0
804
28
0
832
Percent
0.0
96.6
3.4
0.0
I
17
960
05:15 Volume
0
199
8
0
207
60.4
Peak Factor
1.7
98.3
0.0
0.0
High Int
05:00 PM
0
6
0
11
1
Volume
0
211
7
0
218
Peak Factor
0.954
0.954
4:45 PM
a
05:15 PM
a
0
7
0
16
1
269
a
0
270
a
0.828
0.905
0
a
a
From East
From South
Right
Thru
Left
Peds
Right
Thru
Left
Peds
�'
Int Total
21
0
32
0
53
I
17
960
0
0
977
1862
39.6
0.0
60.4
0.0
1.7
98.3
0.0
0.0
5
0
6
0
11
1
269
0
0
2701
488
0.954
4:45 PM
05:15 PM
9
0
7
0
16
1
269
0
0
270
0.828
0.905
P,4/S: Turnpike Street (Route 114)
Sharpner's Pond Road
City, State: North Andover, MA
FI! -hent: DJK/D. Kelly
'III
04:15 PM
04:30 PM
04:45 PM
Total
05:00 PM
05:15 PM
05:30 PM
05:45 PM
Total
Grand Total
Apprch %
Total %
%®�
Transportation Data Corporation
12 Walnut Street, #9 Natick, MA 01760
Office: 508-651-1610 Fax: 508-651-1229
File Name : 01 873A
Site Code : 00000571
Start Date : 02/05/2002
Page No : 1
Tumpike Street (Route 114) Sharpness Pond Road T umpr e Street (R oute
From North
Groups
Printed- Cars
)
From South
Start Trtne
Right
Thru
Tumpike Street (Route 114)
Peds
Sharpness Pond Road
Rght
Tumpike Street (Route 114)
Left
Peds
Toy
Right
From North
Left
Peds
Toptpal
Int Total
From East
From South
ht
Thro
LeftPeds
Intersection
R" ht
Thru I
Left I
Peds
R" ht I
Thru I
Left
Peds
Int Total
0
151
6
0
0 790 28
4
0
7
0
30
5
174
0
0
0
347
0
170
5
0
0.0
4
0
3
0
0.0
3
197
0
0
0.0
382
0
178
9
0
202
5
0
3
01
11
8
193
0
0
269
396
0
196
3
01
8
0
7
01
1
215
0
0,
0.952
430
0
695
23
01
21
0
20
01
17
779
0
01
0 206 7
1555
0
206
7
0I
5
0
10
0
4
216
0
0
448
0
194
8
0
5
0
6
0
1
268
0
0
482
0
194
10
0,
2
0
7
0
11
251
0
0
475
0
180
6
01
7
0
4
0
3
223
0
0
423
0
774
31
01
19
0
27
0
19
958
0
0
1828
0
1469
54
01
40
0
47
01
36
1737
0
0
3383
0.0
96.5
3.5
0.0
46.0
0.0
54.0
0.0
2.0
98.0
0.0
0.0
I
0.0
43.4
1.6
0.0 I
1.2
0.0
1.4
0.0
1.1
51.3
"k
0.0
114
0.0
0
0
0
0
0
0
0
0
From North
From East
)
From South
Start Trtne
Right
Thru
Left
Peds
�'
Rght
Thru
Left
Peds
Toy
Right
Thti
Left
Peds
Toptpal
Int Total
Hour From 04:00 PM in 05:45 PM - Peak 1 of 1
Intersection
04:45 PM
�eak
Volume
0 790 28
0
818
20
0
30
0
50
17
950
0
0
967
1835
Percent
0.0 96.6 3.4
0.0
40.0
0.0
60.0
0.0
1.8
98.2
0.0
0.0
05:15 Volume
0 194 8
0
202
5
0
6
0
11
1
268
0
0
269
482
Peak Factor
0.952
High Int
05:00 PM
04:45 PM
05:15 PM
Volume
0 206 7
0
213
8
0
7
0
15
1
268
0
0
269
0 960
0.833
0.899
0
0
0
0
0
0
0
0
a
J/S: Turnpike Street (Route 114)
: Sharpnex s Pond Road
City, State: North Andover, MA
went DJK/D. Kelly
TDc
Transportation Data Corporation
12 Walnut Street, #9 Natick, MA 01760
Office: 508-651-1610 Fax: 508-651-1229
File Name : 01873AA
Site Code : 00000571
Start Date : 02/05/2002
Page No : 1
Grand Total
Tumpike Street (Route 114)
28
0
Sharpness Pond Road
2
Tumpike Street (Route 114)
2
0
0
From North
0
0
52
From East
0.0
100.0
0 .0
From South
50.0
0.0
50.0
me
Right
Thru
Left
Peds
R' ht
Thru
Left
Peds
R' ht
Thru
Left
Peds
Int Total
��M:00M
0
4
0
0
1
0
00050010M
Peak Factor
0
5
0
0
0
0
0
Ol
0
1
0
01
6
04:30 PM
0
4
0
0
0
0
0
0
0
2
0
0
I 6
04:45 PM
0
0
0
01
1
0
0
01
0
3
0
01
4
r--" � Total
0
13
0
01
2
0
0
01
0
11
0
01
26
05:00 PM
0
5
0
0
0
0
1
01
0
3
0
0
9
05:15 PM
0
5
0
0
0
0
0
01
0
1
0
0
6
05:30 PM
0
4
0
00
0
1
0
0
3
0
01
8
05:45 PM
0
1
0
0
0
0
0
0
0
2
0
0
3
Total
0
15
0
01
0
0
2
0
0
9
0
0
26
Grand Total
0
28
0
0
2
0
2
0
0
20
0
0
52
Apprch %
0.0
100.0
0 .0
0.0
I
50.0
0.0
50.0
0.0
Intersection
0.0
100.0
0.0
0.0
0.750
Total %
0.0
53.8
0.0
0.0.
3.8
0.0
3.8
0.0
0.0
38.5
0.0
0.0
Sharpness Pond Road Tumpike Street (Route 114)
From East From South
0
2
TumpikI e Street (Route 114)
3
33.3
0.0
66.7
From North
0
0
Start Time
Right
Thru
Left
Left
Tow
T
Hour From 04:00 PM to 05:45 PM - Peak 1 of 1
Thru
Left
Peds
�eak
Intersection
04:45 PM
0.750
Volume
0 14 0
0
14
Percent
0.0 100.0 0.0
0.0
0.833
05:00 Volume
0 5 0
0
5
Peak Factor
High Int
05:00 PM
Volume
0 5 0
0
5
Peak Factor
0.700
a
0
a
0
a
a
a
1
0
2
0
3
33.3
0.0
66.7
0.0
0
0
Peds'
0
Right
Thru
Left
Peds
T
Right
Thru
Left
Peds
Tpo al'
Int Total
04:45 PM
0.750
0 3
0
0
3
0.833
1
0
2
0
3
33.3
0.0
66.7
0.0
0
0
1
0
1
04:45 PM
0
0
31
9
1
0
0
0
1
04:45 PM
0.750
0 10
0
0
10 i
0.0 100.0
0.0
0.0
27
0 3
0
0
31
9
0.750
04:45 PM
0 3
0
0
3
0.833
0 Tc A- Y
AT : Route 114 south of Shartme� s Site: 571
R
Transportation Data Corporation Date: 02/05/02
Pond Road, North Andover, Ma 12 Walnut Street, #9 Natick, MA 01760
ent: D]K/D. Kelly Office: 508-651-1610 Fax: 508-651-1229
aDay Totals 10,532
9,832 20,364
Day Splits 51.7
48.3 _\
�i Peak Hour 07:15 04:45
1,071 964
07:00 04:45 r 07:15 1 04:45
955 791 2,010 1,755
SB
LJ Factor 0.95 0.92
0.95 0.94 ( 0.94 0.93
Combined
Day: Tuesday
LnKerval
NB
Begin
AM
PM
AM
PM
AM
PM
f�12:00
26
74
116
485
18
36
130
458
44
110
246
226
943
12:15
26
105
6
121
32
LLLJJJ 12:30
7
134
8
111
15
245
12:45
15
130
4
96
19
226
01:00
7
26
118
487
14
37
130
521
21
63
248
1,008
a01:15
9
124
10
117
19
241
01:30
3
147
6
132
9
279
01:45
7
98
7
142
14
240
02:00
6
19
152
700
4
20
136
581
10
39
288
1,281
02:15
7
158
3
5
152
143
10
7
310
271
02:30
2
128
02:45
4
262
8
150
12
412
03:00
3
24
202
903
5
24
158
712
8
48
360
1,615
03:15
4
231
252
0
12
192
200
4
22
423
452
03:30
03:45
10
7
218
7
162
14
380
04:00
4
45
210
841
6
50
175
732
10
95
385
1,573
04:15
13
201
8
185
21
386
04:30
12
202
16
182
28
384
04:45
16
228
20
190
36
418
05:00
18
157
214
960
22
198
196
785
40
355
410
1,745
05:15
34
262
40
211
74
473
a0530
48
260
70
194
118
454
05:45
57
224
66
184
123
408
06:00
73
487
202
614
92
691
184
571
165
1,178
386
1,185
06:15
114
158
163
152
277
310
a06:30
152
146
220
216
115
120
372
364
261
228
06:45
148
108
07:00
170
996
120
371
214
955
113
339
384
1,951
233
710
07:15
283
92
252
82
535
174
07:30
274
79
80
246
243
76
68
520
512
155
148
07:45
08:00
269
245
993
68
337
198
815
70
262
443
1,808
138
599
08:15
270
98
233
70
503
168
08:30
254
92
204
64
458
156
08:45
224
79
180
58
404
137
09:00
176
560
82
268
164
600
55
194
340
1,160
137
462
09:15
146
78
158
55
304
133
09:30
131
55
141
47
272
102
09-45
107
53
137
37
244
90
10:00
109
439
42
147
105
507
38
156
214
946
80
303
10:15
112
45
120
44
232
89
10:30
108
34
144
46
252
80
10:45
110
26
138
96
490
28
22
98
248
209
955
54
60
232
11:00
113
465
38
134
11:15
120
35
133
26
253
61
11:30
108
28
108
30
216
58
11:45
Totals
124
4,285
33
6 247
153
4,423
20
5,409
277
8,708
53
11,656
Split%
49.2
53.6
50.8
46.4
aDay Totals 10,532
9,832 20,364
Day Splits 51.7
48.3 _\
�i Peak Hour 07:15 04:45
1,071 964
07:00 04:45 r 07:15 1 04:45
955 791 2,010 1,755
Volume
LJ Factor 0.95 0.92
0.95 0.94 ( 0.94 0.93
11'
I
P• Data File
ATR
on;
: Route 114 south ofSharpnees
Pond Road. North Andover, Ma
TDC
Transportation Data Corporation
12 Walnut Street, #9 Natick, MA 01760
A -1�/
Site: 571
Date: 02/06/02
ent:
DJK/D. Kelly
Office: 508-651-1610 Fax. 508-651-1229
SB
aDay
Totals 10,678
9,985 20,663
Day Splits 51.7
48.3
SB
Combined
Day. wumusday
nterval
Volume 1,037 965
NB
L!
Factor 0.87 0.89
0.88 0.94 0.93 0.91 ,rr
i
B�E—:�00�21
AM
PM
AM
PM
AM
PM
55
134
534
16
45
139
505
37
100
273 1,039
2:15
19
118
9
120
28
238
12:30
5
142
12
130
17
272
12:45
10
140
8
116
18
256
01:00
9
25
116
568
8
22
132
566
17
474980
1,134
01:15
5
140
4
150
9
01:30
8
144
7
150
15
294
01:45
3
168
3
134
6
302
02:00
6
24
144
688
3
16
158
603
9
40
302
1,291
a02:15
10
166
3
148
13
314
02:30
4
140
2
139
6
279
02:45
4
238
8
158
12
396
03:00
5
24
196
891
2
20
172
732
7
44
3686
1,623
03:15
6
236
2
10
180
208
8
18
469
03:30
8
261
03:45
5
198
6
172
11
370
04:00
3
42
200
853
5
62
166
742
8
104
366
1,595
a04:15
9
228
211
12
17
189
189
21
29
417
400
04:30
04:45
12
18
214
28
198
46
412
05:00
16
147
215
965
18
218
232
888
34
365
447
1,853
36
272
42
238
78
510
a05:15
05:30
37
228
72
228
109
456
05:45
58
250
86
190
144
440
06:00
76
542
177
594
96
694
177
602
172
1,236
354
1,196
06:15
130
166
176
178
306
344
a06:30
160
127
205
123
365
250
06:45
176
124
217
124
393
248
07:00
190
997
124
418
206
910
84
328
396
1,907
208
746
07:15
244
120
220
88
464
208
07:30
266
96
258
226
94
62
524
523
190
140
07:45
297
78
08:00
212
958
89
337
200
773
74
244
412
1,731
163
581
08:15
262
78
229
80
491
158
0830
262
82
88
184
160
44
46
446
382
126
134
08:45
09:00
222
168
523
74
300
152
580
56
175
320
1,103
130
475
09:15
139
68
152
48
291
116
09:30
124
74
144
33
268
107
09:45
92
84
132
38
224
122
10:00
102
442
65
191
104
512
48
158
206
954
113
349
10:15
114
44
128
40
242
84
10:30
102
46
148
36
250
82
a10:45
124
36
132
34
256
70
11:00
88
426
43
134
136
510
26
80
224
936
69
214
11:15
132
36
124
30
256
66
11:30
102
23
126
13
228
36
43
11:45
104
32
124
11
228
Totals
4,205
6473
4,362
5,623
8,567
12,096
Split%
49.1
53.5
50.9
46.5
aDay
Totals 10,678
9,985 20,663
Day Splits 51.7
48.3
Peak Hour 07:30 05:00
07:30 04:45 07:30 05:00 '�..
Volume 1,037 965
913 896 1,950 1,853
L!
Factor 0.87 0.89
0.88 0.94 0.93 0.91 ,rr
aData File: 01873A
pB: INTERSECTION CAPACITY ANALYSIS
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n571-Rpt1
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2002 Existing Moring Peak Hour DJK Associates, Inc.
3: Sharpners Pond Drive & Route 114 4/9/2002
Grade 0% 0% 0%
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Pedestrians
Median storaqe veh)
Vol
6.2 4.1
tF (s) 3.5 3.3 2.2
cM capacity (veh/h) 71 303 703
Volume Left 42 0 13 0
cSH 244 1700 703 1700
Lane LOS D B
009A, W"—
Average Delay 1.2
C:\DJK\Synchro 5.0\571 Meadows, North Anclover\2002 Exiisting and 2007 Build Morning Peak Hour.sy6 Page 1
1
III
r
i
Grade 0% 0% 0%
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Pedestrians
Large t #}
Walkino Speed (ft/s)
RION# t f�ic�lca
Right turn flare
Median storaqe ve
vC1, stage 1 conf vol
cM capacity (veh/h) 54 265 644
,s, .m:.: �, �•�,y�....r�,.�..,�.,..c.�..,,.,.�,.u. �`i� �^'�. ..u,...�.ss..�.:.��` . �-�.. , ��r.,,�. � .:�`•'�,�''-.��r��..-_:gin ...�..- "-,��"`s,�;�„�`"-_.� s:�.�... „
Voi�r�". }-��a�k � m tfvi� d �+�7 %����76� fi3' �� ���2 �y, k � '"Y�X"Sy Jam`• ¢���^�+ tty �4�i v�`Yx Z�z�fY�J'
Volume Left 44v 0 14 M tl-0
cSH 167 1700 644 1700
Queue Length (ft) 51 0 1 0
Lane LOS E B "
Approach LOS Ewi-
.
_nom
Average Delay 2.0
`teSTM' �,- `." a b� �.�� '�Np�1./ �Ti�-G�S�i���w�.�� �� r' :.si'�•�" �d=v� �ds� ? � w::��G3.{
FC:\DJK\Synchro 5.0\571 Meadows, North Andover\07 NB AM.sy6 Page 1
2007 Build Moring Peak Hour DJK Associates, Inc.
9: North Site Drive & Route 114 4/9/2002
-,,* --p- -V 'e, *- 4\ t lb\0. -V �' - 3/
U rade 0% 0% 0% 0%
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Pedestrians
mignt turn bare (ven)
tvleanype
Median storage veh)
canl� o�
vC1, stage 1 conf vol
tC, single (s)
R Il -
2 stag
tF (s)
POUR -P-0 a
cM capacity (veh/hl
1
1
7.1 6.5 6.2 7.1 6.5 6.2 4.1..___._.__._, 4.1
3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
.^
26 45 290 31 46 254 687 627
cSH 182 88 687 627 1700
4p�aachYDe[ay s 3 2g�a1s3� X01
w . ,..�.�.auaIS R V_ .,�F1s,.,..,.,-:<N;ac�..
Approach LOS D F
.
Average Delay 7,7 -
C:\DJK\Synchro 5.0\571 Meadows, North Andover\2002 Exiisting and 2007 Build Morning Peak Hour.sy6 Page 1
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2007 Build Moring Peak Hour with Mitigation DJK Associates, Inc.
9: North Site Drive & Route 114 4/9/2002
�f€s rxm E -ER w Iml °I` 3°.
Lane • •
VC T -
Grade 0% 0% ____."_
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00_1.00
Pedestrians
m
r
tC, single (s) " _ 7.1 6.5
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
pu ;0
cM capacity (veh/h) 26 45 290 31 46 254 687 627
cSH 182 219 687 627 1700
.eaac..».r�,,.�;.aiw..�.,'.;,k. �.a t..,-s'�;•:as ..z,..um....-�.w .ew... ".,s�s=z„„�a i;«.aa-.«.aer'.sr',msww..+.'..,aan„x`ui�s:asz :..x�.".x na i^:.,??x.,,
`61 -
Length (ft) 14 35 0 1 0 """°
Lane D D A B
AptrQaehD
Approach LOS D ��D
Average Delay 1.9
C:\DJK\Synchro 5.0\571 Meadows, North Andover\2002 Exiisting and 2007 Build Morning Peak Hour.sy6 Page 1
i
2002 Existing Evening Peak Hour DJK Associates, Inc.
3: Sharpners Pond Drive & Route 114 4/8/2002
4 k I �` `r►
uraae u /0 0"/0 0%
11 um a
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
aPedestrians
Walking Speed (ft/s)
�-'''"' s �✓'"'€°�'°" r�P�'�'''��",.� �<. 4x"..-.�z°y .P.. `C�'�,." K � K Y �"..�' �'�." „^-z" � +d`�r °'�a
er eni
a x.aas_s,.
Right turn Ilare (veh) 1
��ew:.,aa�s� : N ..-.�s..�,.<.�•,e�___ . �;.��«.a,,,z :�:;,�;6�.��a�.u'•_,.,...,.:.��&�a,�r.r�::.�?��»�au��;.mz'%..i.' a:a�ee^�:d�,�e�c,�.;';e� � �"�' <'.,.�.zx - .f.�,.��;!'�:aw,; s'a��.�
Median storage veh)
a
11
Volume Left 32 0 28 -0-
'V v
c X254 1700 714 1700
s•<.a LS
e a, �za.�
Approach LOC
Average Delay 0.8
C:\DJK\Synchro 5.0\571 Meadows, North Andover\02 and 07.sy6 Page 1
2007 No Build Evening Peak Hour DJK Associates, Inc.
3: Sharpners Pond Drive & Route 114 4/8/2002
a w4 amgcza�g �w`g 'x t'
Lane Confiaurations
Grade 0% 0% 0% _
P
eak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
sz "°", a ate,- -' '." t s^YM- xn an-_'• arm "�. ar v t- s "'�
Pedestrians�f.�_.�_
nt turn flare
Median
�crSH -} ('Yrs v�J� f�216 1700 665 1700 ?�� _�v
Queue Length. (ft) 19 0 3 0
Lane LOS �f D B
1ppraGh Delrs� 27 4� if ty3 „. Y:: s
Approach LOS D
Average Delay 0.9
C:\DJK\Synchro 5.0\571 Meadows, North Andover\07 NB PM.sy6 Page 1
E
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iweuian
2007 Build Evening Peak Hour DJK Associates, Inc.
9: North Site Drive & Route 114 4/9/2002
---* --► --* 1lr -- °1 I 4/5- Y
u rave U% 00/0 0% 0%
Volume e
( v
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
our
Ict
._ x
Pedestrians
vC1, stage 1
4 � ��ge
tC, single (s)
fC2staN
tF (s)
cM capacity
7.1 6.5 6.2 7.1 6.5 6.2 4.1
3.5 4.0 3.3 3.5 4.0 3.3 2.2
33 48 322 36 48 273 732
4.1
2.2
656
oiume Rtgh2f X18#t}y8 k
cSH 355 118 732 656 1700
z�ltirne��ctty,..mo
_.r
Queue Length (ft) 3 41 1 3 0
Lane LOS C F
�um�.. ��s , _ a ._.. � v T�.. ZI �. >
A B
Approach LOS C F '"
Average Delay 2.3
C:\DJK\Synchro 5.0\571 Meadows, North Andover\02 and 07.sy6 Page 1
2007 Build Evening Peak Hour with Mitigation DJK Associates, Inc.
9: North Site Drive & Route 114 4/9/2002
%olum�e�{rt�h=
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
F l 'tu w
Pedestrians
vC1, stage 1 conf vol
m�•m---
Y 2,�Stage 2 ��sn�"�b �`` �`-�,�� e =� �'€ ✓ t3,� e, 4 .� F�� � x�?;g, �- € �'�r� �� � � 9 ��.^-�'� p�•,F �'j ,��^ ��� ��
tC single (s) 7 1 6 5 6 2 7 1 6 5 6 2 4 1 4 1
,.�.�&, �:v#.�.. ..a.2b�`�s::__.,,..ux �_ �;.�+�' ' �,.•�5< ..a .=.w,,.,u,� e.:�:;�.�..;dz:;.�'a:r.:.+�..,:t,w,..__��..:t,,?;.�:,,3��,w5 �.ti..:a.,�,F ��ek�.:".t�:
tF(s) 35 40 33 35 40 33 22
cM capacity (veh/h) 33 48 322 36 48 273 732 656
�a����.;T"i�,�llt""��r i�� ij''`�"�,'3 �ex�� �.�. 2.�xa ������-��i��M�fiQ� �8�az.�'�' t"�`,�Y�'�`".. �^°u�•...: �rn -i.. �„� .�s�a
cSH 355 308 732 _656 1700
llolu�rie to=Capacy 4 O�Ow18} 0 f720 4�4 0 56.4 q �'
.«.z ..,..<,c,.<; max,.:......,..u,x ..,.�...u•ra;a,,...=r; ..w..n«aac„�.;a��.�..asu
0
.r;.<;cs',.,,..,.1..r3.."'.xa¢...,�.e°,N.....z..=�-..,,..�:� •..�..`�kG.,,.s:...a; 4i `_�,.,4£..,."''de
Queue Length (ft) 3 12 1 3
fiantrai
r --, vii^,v".s
�.�.s`,�.,.sed.. ��'a�.r„�'fi..�i"`e:'a,.�...,e•w
.,
Lane LOS f% C C A B
CI�I•'1&?sr.Aw1.;-7 ,,,+.iY( '7,tl�"7i�.Wp.'Xu'�.3�i µF y '5�^ �,a•a`" s5a:�.�"3a'__,.x3" r� �' P,Ks" �i�S.e+fT.. xB.a..Y
Apptba
roach LOS C C
..,_"_" ... ,.... ...MND.... e
Average Delay 1.2
CADJK\Synchro 5.0\571 Meadows, North Andover\02 and 07.sy6 Page 1
2002 Existing Moring Peak Hour DJK Associates, Inc.
5: Industrial Drive & Route 114 4/9/2002
G
DUrd,luespy aU-/0 U /0 0%
iY;;��U.:.. ver+i:.�:iw�c+5&w,,.�.,Rmu3F.`$.�_a�x�Zs3�^..�u':Y..er..a.u�....,a,an.s..'zl�.us...��,�sSJk�u�si'.:, ,no�xo����•,6"s,�.�.. x��� msf..�.af}»��n..ius�'w:4.F��'r�sc��°>•�1e�.�,�' es �'
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
D Pedestrians
p `� �"� � �.� � gr.� .. »��h4f v' �� ,�„� §� '� ,�„a,,,�... � 4d �,���.z..a a• s,t P '` ru? x .x..'� �,: "`v � ...'%�g�
Walking Speed (ft/s)
Right turn flare (veh) 1
Median storage vehl ` �`
III
D
III
III
111
111
1
pi
111
111
Volume Left
5 0 5
cSH 369 1700 703
Queue Length (ft) 2 0 0 -�
Lane LOS C
Approach LOETASS
x
W- - _17
Average Delay 0.2
C:\DJK\Synchro 5.0\571 Meadows, North Andover\2002 Exiisting and 2007 Build Morning Peak Hour.sy6 Page 1
I
2007 No Build Moring Peak Hour DJK Associates, Inc.
5: Industrial Drive & Route 114 4/9/2002
1y
1
III
III
i
1
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Pedestrians
vxa �
Walking Speed (ft/s) s
L MMI
Right turn flare
A�nFI 3n">° jw� a
sto
vC1, stage 1 conf vol
Volume Left 5 0 5
*� -
cSHpr ,
Ap�i'baGi1 i'J�'S�.�i ��� ,... ,.7. .1�6.�`��a � � 1, ktal�3 � � `�"� r� ^'�r`�7f' ���, � $`�' &��„{ �� v�• _^±�"k��
i.:^�a>�an,w asu.x.�ua, r.,.o. �.,.-,E Y,'.3�'';urt,-.:.�.a%;.`�w-i_*u«..&,....�a..,u,.w,t�,.�,;.P..S�1.,.+r�ra......s<xz'.s.�o-a�'✓.^�r.-m:,:wwoia.`r��>sss.�ba���s�:P�z ...x4:,�c,..k�.ii�" �� ���sa:
Approach LOS C
Average Delay 0,2
aC:\DJK\Synchro 5.0\571 Meadows, North Andover\07 NB AM.sy6 Page 1
D
G
2007 Build Moring Peak Hour DJK Associates, Inc.
12: South Site Drive & 4/9/2002
G rade 0% 0% 0% 0%
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00' 1.00 1.00
aPedestrians
Walking Speed (ft/s)
rcer�t l+aclt, a ty i
Right turn flare (veh) 3 1
'�-
�leela�`tt
Median storage veh)
v�C^.1, stage 11 conf vol
�"'{a...w�w.h'N_#;„atW.3Xt&me4�i'.6'�z��.waaa•-:rtd'...�,... ��.,. .
n tC single (s) 7.1 6.5 6.2 7.1 6.5 6.2 41 4
,. s=�.z�?_..,7 .�...:� �s r,� �x � A-.� � :a � ��,. A e as'r .a %asp z4.a „any •,, �'"��s "�'��C ��s-
tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2
s
R "IM�
MW
r :, 9
«a „tea" .az. - ar,"`v'aav
cM capacity (veh/h) 32 45 270 28 45 262 656 643
a
a.��
--:.-. �",'m'�"�„"""�
Ui's'�5h. G �• Ate'"'ea'fi
�lolur�te� ofafr° "7�.m4 t0b6 �� a e R x fir p ppm 3 y X� z
: E
Volume Left 32 5 7 5
10M,
241 290 656 643
<.xra��...:��...��a,�.E�'✓�d�,,,,x.�,a�aa���.,..,..,�.a®-.�4t,�<w«as<...�...�z,.�a�. ^�.''ai���3 x.�:�5 %'z'+�.,.a �utf::e�s`..,..x3��$;';f��".,�� ��
Queue Length (ft) 20 2 1 0
r �d t�zv-x i< n fat b r� t asoa x n gg' ,.� x+g g'
a ;ew i :.a? za'•!...._r �' Ls:a�r xas,.r.'dr y e i 3 x <nx.z� ��z''f F ; a - "' `s:'. c�' F �M, a; ate.. z ^-�
Lane LOS �����
D C A A
Ap�r��eh�t�eta�r�s��
�,.,m«�, w��s
Approach LOS D C
Average Delay 1.1
t �°, � �7 -I �_ � tCU`Level��f-Se1�r1i✓ �� h YC�` � ��
i
11
D
nC:\DJK\Synchro 5.0\571 Meadows, North Andover\2002 Exiisting and 2007 Build Morning Peak Hour.sy6 Page 1
I
I�
D
2002 Existing Evening Peak Hour DJK Associates, Inc.
5: Industrial Drive & Route 114 4/9/2002
fk 1.
Lane Conficiurations ►i Of L It
Grade 0% 0% 0%
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
� fl,'l�i �/ f� ow�r�te ,{V�h/kE►) ��-� � �-����65 �� 9�'��f �� , 5 �&f� "� � '�` � � � '" � �� a � �� � � � �" � �~ .� F�'�� ���"
..��:,�>„�x..�;sr:��.�:�i.a,sd�_.�,.c,ae�.c��.�s,.�„�� ..,.::.�.��...z�..:�,,.�,�a�r�a�__,:�,n:,�,x�'zs�s�,...,;,,...�°^..-.�=w.�:was.��"i�.ay•.:.��is��,a.:�s,�.s�'�,.
Pedestrians
vC1, stage 1 conf vol
uC!Est6
gle (s)
tF (s) 3.5 3.3 ___....._.._...__2.2
86 308 714
I1MEMN,
r..13
.a,.,hart,w Afa±z
fm:&'1 ..
I
cSH 394 1700 714
ApproaczOach©elayy{i,,adi
Apprh LOS B
NEW
—4 —
u,_
Average Delay 0,2
C:\DJK\Synchro 5.0\571 Meadows, North Andover\02 and 07.sy6 Page 1
u
M
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8
0
2007 No Build Evening Peak Hour DJK Associates, Inc.
5: Industrial Drive & Route 114 4/9/2002
1r I.- i
WA
uraue U% U"/o 0%
V"o
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
I�ourl lornirate�eli °R'.£5(�28 ��
"
Pedestrians
eve -1-1 Akulctgv VCI1)
0 �F' ^ z�---� ^,-7�Sn`�^"'""--�>^•r:'".,^' arr ..-rte x �`fia "^rr
=confl�Ch vblt�m
a3 �. ..x.,.xd::...a, ,�»,;e..xYWv„a.
vC1, stage 1 conf vol
tC, single (s) 6.4 6.2...__..____... 4.1
'rvi8t�3,34t:{p;P+�.w:c�.
t s 3.5 3.3 22 �� `"
Volume �Lyjeft pa, �5 0 5
cSH 343 1700 665
Queue Length (ft) 2 0 0
LOS C
mA' '�TdT Fav �ffiw- i - _J8
gp
Average Delay 0,2
C:\DJK\Synchro 5.0\571 Meadows, North Andover\07 NB PM.sy6 Page 1
2007 Build Evening Peak Hour
12: South Site Drive &
DJK Associates, Inc.
4/9/2002
r
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Pedestrians
Walking Speed (fUs)
Right turn flare (veh) 3 1
Median storage veh)
vC1, stage 1 conf vol ""
tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1
a s s x s haat
_ sur
cM"capacity (veh/h) 36 49 317 34 48 270 719 655
Volume Left 16 5 32 5
V
�, ".+:c+�+.rai'.*����':3
cS_H y ({35{3 304 719 655
Queue Length (ft) 6 �2 3 0
r,
dk�R.�aa.�'-_'.."m...,,�..�,`�.p,.
Lane LOS C C A A
Approac�i
Approach LOS C C
Average Delay 1,2
C:\DJK\Synchro 5.0\571 Meadows, North Andover\02 and 07.sy6 Page 1
Traffic Impact &
Access Study
Proposed Residential
Development Project
The Meadows
North Andover, Massachusetts
Prepared for
Town of North Andover
,4,�y
. io Veiin :''`Lruel. lifi 204
JUL Z 5Z00 U
BOARD OF APPEALS
TRAFFIC IMPACT AND ACCESS STUDY
PROPOSED RESIDENTIAL DEVELOPMENT PROJECT
The Meadows
North Andover, Massachusetts
prepared for
Town of North Andover
April 2002
prepared by
Dermot J. Kelly Associates, Inc.
Traffic Engineering/Transportation Planning
280 Main Street, Suite 204
North Reading, MA 01864-1300
978-664-2205 Fax: 978-664-2444
571-Rptt
Copyright @ 2002 DJK. All rights reserved.
TABLE OF CONTENTS
Page
EXECUTIVE SUMMARY.................................................................................................1
INTRODUCTION.........................................................................................................1
PROPOSAL.................................................................................................................1
EXISTINGCONDITIONS.............................................................................................1
SITE -GENERATED TRAFFIC VOLUMES...................................................................2
TRAFFIC CAPACITY ANALYSIS.................................................................................2
Route 114 at the North Site Drive and Sharpner's Pond Road..................................2
Route 114 at the South Site Drive and Industrial Drive.............................................2
MITIGATION MEASURES...........................................................................................3
EXISTINGCONDITIONS................................................................................................4
FIELDSURVEY...........................................................................................................4
GEOMETRICS.............................................................................................................4
Route114.................................................................................................................4
TRAFFICVOLUMES...................................................................................................5
VEHICLESPEEDS......................................................................................................6
FUTURE TRAFFIC VOLUME CONDITIONS ................
INTRODUCTION.........................................................................................................7
BACKGROUND TRAFFIC GROWTH..........................................................................7
VEHICLE -TRIP GENERATION....................................................................................8
TRAFFIC DISTRIBUTION/ASSIGNMENT...................................................................9
TRAFFIC OPERATION ANALYSIS...............................................................................10
METHODOLOGY.......................................................................................................10
Levelof Service......................................................................................................10
Unsignalized Intersections......................................................................................11
TRAFFIC ANALYSIS RESULTS................................................................................11
Route 114 at the North Site Drive and Sharpner's Pond Road................................11
Route 114 at the South Site Drive and Industrial Drive...........................................12
SIGHTDISTANCE........................................................................................................14
571-Rptt
Copyright @ 2002 DJK. All rights reserved.
EXECUTIVE SUMMARY
INTRODUCTION
Dermot J. Kelly Associates, Inc. (DJK) has conducted a Traffic Impact and Access
Study for the. proposed residential development project, The Meadows, to be located
adjacent to Route 114 west of the Route 114/Sharpner's Pond Road intersection in
North Andover, Massachusetts. Figure 1 graphically illustrates the project site location
in relation to the local and regional roadway system. As presently planned, the project
would consist of the construction of 294 residential dwelling units.
This report identifies existing traffic operation parameters on the adjacent roadway
system, evaluates the anticipated traffic volume increases as a result of the proposed
project, and analyzes the site -generated traffic -related impacts.
PROPOSAL
The proposed project as presently planned consists of the construction of a total of 294
dwelling units. The proposed access to and egress from the site would consist of two
curb cuts located along Route 114. The North Site Drive would be located opposite.
Sharpner's Pond Road. The South Site Drive would be located opposite Industrial
Drive.
EXISTING CONDITIONS
Analysis of the recent traffic counts indicates that approximately 20,514 vpd (vehicles
per day) traveled along Route 114 adjacent to the site during February 2002. During the
two peak travel demand periods, which occurred between 7:00 and 9:00 AM and
between 4:00 and 6:00 PM, an average of approximately 1,980 and 1,804 vph (vehicles
571-Rpt1
Copyright ® 2002 DJK. All rights reserved.
Figure 1: Site Location Map
Nl^ '
111Y 11;;�V
3b
r)
00
A
C
j)
4!
IV
.--1F RE
J11
Z-
it
— �LLI
SME
1L N
/ � `T� .� �,, SSA -�R 'lV �i / .� {� *•� xo ;/r J ,�,>�, � • � \'
cc)
Nq
C L)
C
Z6
t0 1000 2000
Scale in red
DJKDermot J. Kelly Associates, Inc.
Traffic Engineering/Transportation Planning
per hour) were observed along Route 114 during the weekday morning and evening
peak hours, respectively.
SITE -GENERATED TRAFFIC VOLUMES
Based on the Institute of Transportation Engineers (ITE) trip generation rates, it is
anticipated that the proposed residential development project would generate
approximately 1,628 vehicle -trips per day. This daily volume would be split evenly with
814 vehicle -trips entering and 814 vehicle -trips exiting the site over the course of the
entire 24-hour day.
More importantly, during the weekday morning peak hour, the entire residential
development project would generate a total of 120 vehicle -trips with 20 vehicle -trips
entering and 100 vehicle -trips exiting the project site. Similarly, during the evening peak
hour, it is anticipated that 150 vehicle -trips would be generated. The 150 vehicle -trips
would consist of 100 vehicle -trips entering and 50 vehicle -trips exiting the development
during the peak 60 -minute period. The remaining vehicle -trips would occur over the
course of the day.
TRAFFIC CAPACITY ANALYSIS
Unsignalized intersection capacity analysis was performed for the study area
intersections. The capacity analysis is summarized below by location.
Route 114 at the North Site Drive and Sharpner's Pond Road
Under 2007 Build with mitigation and development traffic volume conditions, the left -
and right -turn exiting movements would operate at LOS D and the left -turn entering
movement would operate at LOS A. On Sharpner's Pond Road the left and right turns
currently operate at LOS D or better. Under No Build conditions, these movements
would deteriorate to LOS E. Under Build conditions and without mitigation the LOS
would further deteriorate to LOS F. Under 2007 Build conditions with Mitigation the LOS
would improve to LOS D or better. Mitigation includes the construction of a right -turn
lane along Sharpner's Pond Road.
Route 114 at the South Site Drive and Industrial Drive
Under 2007 Build with development traffic volume conditions, the left- and right -turn
exiting movements from Industrial Drive would operate at LOS C or better up through
2007. The left- and right turns exiting the Proposed South Site Drive would operate at
LOS D. The left -turn movements from Route 114 would operate at LOS A.
2
571-Rpt1
Copyright @ 2002 DJK. All rights reserved.
MITIGATION MEASURES
The final phase of the analysis process is to identify the mitigation measures necessary
to minimize the impact of the project on the transportation system. The proponent has
made a commitment to implement all mitigation measures listed below, assuming all
permits and approvals are obtained and the project proponent proceeds to construction
of the project:
• It is suggested that access to and egress from the proposed project be constructed
with two access drives. The North Site Drive is suggested to be aligned with
Sharpner's Pond Road. The South Site Drive is suggested to be aligned with
Industrial Drive.
To enhance the overall sight distance at the intersection of the proposed driveways,
it is recommended that roadside vegetation and topographic ground elevations
adjacent to the access/egress driveways be maintained such that sufficient safety
sight lines are provided in both directions throughout the life of the project. This
triangular area should extend 20 feet back from the existing edge of the roadway
(representing an exiting vehicle) and extend 610 feet in each direction along Route
114 (representing an approaching vehicle).
• The proposed North Site Drive is suggested to consist of a minimum 24 -foot wide
cross section with one 12 -foot wide lane for entering traffic and one 12 -foot wide
lane for exiting traffic. Intersection corner radii are suggested to be 30 feet.
• The South Site Drive is suggested to be constructed with an acceleration and
deceleration taper of 15:1 with a 12 -foot offset and 30 -foot radius. Egress from the
site is suggested to consist of two lanes, a left -turn lane and a right -turn lane over a
distance of 50 feet. Access into the site is suggested to consist of a single lane. All
lanes are suggested to be 12 feet wide.
• Intersection advanced warning signs are suggested to be placed along Route 114 in
advance of the access/egress driveways.
• In order to improve the LOS operating condition along Sharpner's Pond Road it is
suggested that Sharpner's Pond Road be widened to accommodate two 12 -foot
wide approach lanes for a distance of 100 feet from Route 114.
3
571 •Rpt 1
Copyright ® 2002 DJK. All rights reserved.
EXISTING CONDITIONS
FIELD SURVEY
A comprehensive field inventory of the adjacent roadway system was conducted during
February and March 2002. The field inventory included collection of existing roadway
geometrics, traffic volumes, vehicle speeds, and safety data for the roadways in the
vicinity of the site.
Traffic volumes were measured by means of automatic traffic recorder (ATR) counts
and substantiated by manual intersection turning -movement and vehicle -classification
counts (TMC). Safety inventories included vehicle speed observations and a detailed
evaluation of the safety sight lines at the proposed driveways located along Route 114.
GEOMETRICS
Route 114
North of the site Route 114 is generally a three -lane roadway with one through lane for
each direction of travel and a dual use center left -turn lane. South of the site Route 114
is a two-lane roadway with one -lane provided for each direction of travel. The travel
lanes are generally 12 feet wide with an 8 -foot to 10 -foot gravel shoulder on each side of
the roadway. Route 114 provides access/egress to numerous adjacent highway
commercial/retail and residential land uses along its entire length.
Route 114 consists of bituminous concrete pavement in fair condition with no major
pavement break-up of edge raveling noted during the field inventory period. Horizontal
and vertical alignments are fair along Route 114 with the roadway passing the site
driveway over relatively level/tangent alignment. Vehicular movements along Route 114
in the vicinity of the site are generally uncontrolled with side streets and driveways under
STOP control.
4
571 •Rpt1
Copyright @ 2002 DJK. All rights reserved.
TRAFFIC VOLUMES
Existing traffic volumes were recorded mechanically by an automatic traffic recorder
(ATR) and were substantiated by actual manual intersection turning movement and
vehicle classification counts (TMC). These traffic volumes were reviewed to determine
average daily and peak -hour traffic volumes on the study area roadways. Table 1
summarizes the 2002 ATR traffic volume data collected long Route 114. Figures 2 and
3 graphically present the results of the manual intersection turning movement counts.
Analysis of the recent traffic counts indicates that approximately 20,514 vpd (vehicles
per day) traveled along Route 114 south of Sharpner's Pond Road during February
2002. During the two peak travel demand periods, which occurred between 7:00 and
9:00 AM and between 4:00 and 6:00 PM, approximately 1,980 and 1,804 vph (vehicles
per hour) were observed along Route 114 during the weekday morning and evening
peak hours, respectively.
TABLE 1
EXISTING TRAFFIC VOLUME SUMMARY
Location/
Time Period
Daily Traffic
(24 hour)
(vpd)a
Peak
Hour
Peak -Hour
Traffic Volume
(vph)b
K
Factorc
Route 114 South of
Sharpner's Pond Road:
Thursday
20,365
7:15-8:15 AM
2,010
9.9%
February 5, 2002
4:45-5:45 PM
1,755
8.6%
Friday
20,663
7:30-8:30 AM
1,950
9.4%
February 6, 2002
5:00-6:00 PM
1,853
9.1%
Average
20,514
Morning Peak
1,980
9.7%
Weekday
Evening Peak
1,804
8.8%
-venlcies per oay.
bVehicles per hour.
°Percent of daily traffic occurring during the peak hour.
5
571 •Rpt1
Copyright ® 2002 DJK. All rights reserved.
Figure 2: 2002 Existing
Weekday Morning
Peak Hour Traffic Volumes
tSchematic
DJKDermot J. Kelly Associates, Inc.
Traffic Engineering/Transportation Planning
Note: * = Estimated
Copyright © 2002 By DJK. All rights reserved. \\Djkt\lprojondjkl\571 Laudani, North AndQv\67,tqFR4Nr3dDWG
Figure 3: 2002 Existing
Weekday Evening
Peak Hour Traffic Volumes
tSchematic
DJKDermot J. Kelly Associates, Inc.
Traffic Engineering/Transportation Planning
Note: * = Estimated
Copyright © 2002 By DJK. All rights reserved. \\Djk1\lprojondjkl\571 Laudani. North Ancl(0 1571N221W
VEHICLE SPEEDS
Speed measurements were taken by a standard traffic engineering procedure called the
"floating car method." Vehicle speeds were measured by means of an observation car
traveling through the study area at a speed consistent with the flow of traffic on the
roadway.
A limited number of these observations were made over the field inventory period along
Route 114 adjacent to the site. The limited number of speed observations were
obtained to gain a meaningful value of an average and typical vehicle traveling through
the area. The results of the speed measurements are summarized in Table 2. As
shown, the average speed varied along Route 114 with speeds recorded in the range of
45 to 55 mph in both the northbound and southbound directions. The posted speed limit
is 45 mph along Route 114.
TABLE 2
OBSERVED ROADWAY SPEED SUMMARY
Location/
Posted/Official
Observed
Direction
Speed
Travel
of Travel
Limit (mph)
Speed (mph)
Route 114 adjacent
to the Project Site:
Northbound 45 45 to 55
Southbound 45 45 to 55
mph = miles per hour.
571 -Rpt 1
Copyright @ 2002 DJK. All rights reserved.
FUTURE TRAFFIC VOLUME CONDITIONS
INTRODUCTION
This section of the report determines the future traffic volume levels along the study
area roadways and intersection. To determine the impact of site -generated traffic
volumes on the roadway network under future conditions, the existing traffic volumes in
the study area were projected to the year 2007 to be consistent with Massachusetts
State guidelines for Traffic Impact Assessments. Traffic volumes on the roadway
network at that time will include all existing traffic, background traffic growth, and the
site -generated traffic volumes.
BACKGROUND TRAFFIC GROWTH
Traffic growth on area roadways is a function of the expected land development in the
immediate area as well as the surrounding region. Several methods can be used to
estimate this growth. A procedure frequently employed is to identify the location and
type of new developments planned to occur during the designated planning horizon,
estimate the traffic to be generated and assign it to the area roadway network. This
method usually produces a realistic estimate of growth for local traffic.
The Planning Office for the Town of North Andover was consulted during the data
collection phase of this Study to identify existing and projected development projects
anticipated to occur by 2007. Based on this information and other background
information, it was assumed for traffic planning purposes that the following projects are
constructed and operational by 2007:
79 residential condominiums to be located along Route 114 opposite Johnson
Street (Boston Hill)
7
571 •Rpt 1
Copyright ® 2002 DJK. All rights reserved.
95 single-family homes located along Route 114 opposite the site (Forest View);
and
66,700 square foot retail facility located along Route 114 north of the site.
In addition to the development projects noted above, existing traffic volumes were
increased by 1% per year up through 2007 to account for background traffic growth
which may occur from other development projects not anticipated at this time.
Figures 4 and 5 graphically present the 2007 No Build weekday morning and evening
peak -hour traffic volumes.
VEHICLE -TRIP GENERATION
Traffic volumes generated by residential developments normally follow well-established
patterns with respect to magnitude and temporal distribution. Measurements of
numerous such developments published by the Institute of Transportation Engineers
(ITE) have established trip generation rates, which have been standardized for analysis
purposes. The rates at which residential projects generate vehicle -trips depend on the
type of residential project; i.e., single-family units versus condominiums. Accordingly,
the ITE Trip Generation Manual was researched with the appropriate vehicle -trip
generation characteristics applied to the proposed project.
Based on the ITE published trip generation rates, it is anticipated that the proposed
residential development project would generate an average of approximately 1,628
vehicle -trips per day. This daily volume would be split evenly with 814 vehicle -trips
entering and 814 vehicle -trips exiting the site over the course of the entire 24-hour day.
More importantly, during the weekday morning peak hour, the entire residential
development project would generate on average a total of 120 vehicle -trips with 20
vehicle -trips entering and 100 vehicle -trips exiting the project site. Similarly, during the
evening peak hour, it is anticipated that on average 150 vehicle -trips would be
generated. The 150 vehicle -trips would consist of 100 vehicle -trips entering and 50
vehicle -trips exiting the development during the peak 60 -minute period. The remaining
vehicle -trips would occur over the course of the day.
Table 3 summarizes the peak -hour and daily project -generated traffic volumes for the
proposed residential development project.
8
571-Rpt1
Copyright @ 2002 DJK. All rights reserved.
Figure 4: 2007 No—Build
Weekday Morning
Peak Hour Traffic Volumes
Schematic
DJKDermot J. Kelly Associates, Inc.
Traffic Engineering/Transportation Planning
Note: * = Estimated
Copyright © 2002 By DJK. All rights reserved. \\Djkl\lprojondjkl\571 Laudani, North AndO$7 NISMM73W
Figure 5: 2007 No—Build
Weekday Evening
Peak Hour Traffic Volumes
tSchematic Note: " = Estimated
DJKDermot J. Kelly Associates, Inc.
Traffic Engineering/Transportation Planning
Copyright © 2002 By DJK. All rights reserved. \\Djkl\lprojondjkl\571 Laudani, North And6J\67jN$F3l#T4W
TABLE 3
VEHICLE -TRIP GENERATION SUMMARY
Time Period/ 294
Direction of Travel Condominiums
WEEKDAY
Morning Peak Hour:
Entering (vph)a
20
Exiting (vph)
100
Total (vph)
120
Evening Peak Hour:
Entering (vph)
100
Exiting (vph)
50
Total (vph)
150
Daily Traffic:
Entering (vpd)b
814
Exiting (vpd)
814
Total (vpd)
1,628
vph = vehicle -trips per hour.
bvpd = vehicle -trips per day.
TRAFFIC DISTRIBUTION/ASSIGNMENT
Directional distribution of generated trips to and from the proposed development is
expected to follow existing traffic patterns which, in turn, is a function of population
densities, shopping opportunities, areas of employment and recreational activities.
Accordingly, the directional split of the new trips originating from, or destined to, the
development was based on existing traffic patterns as observed for this study.
The site -generated traffic volumes were superimposed onto the 2007 No Build traffic
volume networks creating the 2007 Build traffic volume networks. Figures 6 and 7
graphically present the 2007 Build weekday morning and evening peak -hour traffic
volume networks.
571-Rpt1
Copyright @ 2002 DJK. All rights reserved.
Figure 7: 2007 Build
Weekday Evening
Peak Hour Traffic Volumes
Legend:
xx Total Vehicle Trips
(x) Site Generated Trips Only
tSchematic
DJKDermot J. Kelly Associates, Inc.
Traffic Engineering/Transportation Planning
Note: ► = Estimated
Neg. = Negligible
Copyright © 2002 By DJK. All rights reserved. \\Djk1\1projondjk1\571 Laudani, Nor Lh Ancl<O 7 N$D:Ni6 QWG
Figure 6: 2007 Build
Weekday Morning
Peak Hour Traffic Volumes
Legend:
xx Total Vehicle Trips
(x) Site Generated Trips Only
SITE '069 �,�*s � � � � S*
In 20
Out 100 0
Total 120 ti r� 9g
�ry
r1pO
G�
Note: • = Estimated
Schematic Neg. — Negligible
DJKDermot J. Kelly Associates, Inc.
Traffic Engineering/Transportation
Copyright © 2002 By DJK. All rights reserved.
Planning
\\Djkl\lprojondjkl\571 Laudani, North AndG%k57gN15 NIY35jW#G
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:
• 2002 Existing Traffic Volume Conditions
• 2007 No Build Traffic Volume Conditions
• 2007 Build Traffic Volume Conditions without Mitigation
• 2007 Build Traffic Volume Conditions with Mitigation
The Capacity Analysis will provide an indication of how well the roadway facilities serve
the traffic demands placed upon them.
MWs C01011111xel 1
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, convenience, and safety.
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.
1 Highway Capacity Manual (HCM 2000): Transportation Research Board, Washington, DC, 2000.
10
571-Rptt
Copyright @ 2002 DJK. All rights reserved.
Since the level of service of a traffic facility is a function of the traffic flows placed upon
it, such a facility may operate at a wide range of levels of service, depending on the time
of day, day of week, or period of year.
Unsignalized Intersections
The levels of service for unsignalized intersections are determined by application of a
procedure described in the 2000 Highway Capacity ManuaL2 The procedure accounts
for lane configuration on both the minor and major approaches, conflicting traffic stream
volumes, and type of intersection control (STOP versus YIELD). First, theoretical
maximum or capacity flow of vehicles for each minor approach lane is calculated. The
capacities are then compared to the demand at the respective minor approaches. The
delay is then estimated based on the relationship between the service rate and the
degree of saturation. Table 4 summarizes the relationship between level of service and
expected delay to minor street traffic.
TABLE 4
LEVEL -OF -SERVICE CRITERIA
FOR UNSIGNALIZED INTERSECTIONSa
Level Average
of Control Delay
Service (Second sNehicle)
A 0-10
B >10 - 15
C >15-25
D >25 - 35
E >35 - 50
F >50
Source: Highway Capacity Manual, (HCM 2000): Transportation Research Board, Washington, DC, 2000.
TRAFFIC ANALYSIS RESULTS
Capacity analyses have been conducted at the study area intersections. Results of this
analysis are summarized below by intersection and tabulated in Table 5.
Route 114 at the North Site Drive and Sharpner's Pond Road
Under 2007 Build with mitigation and development traffic volume conditions, the left -
and right -turn exiting movements would operate at LOS D and the left -turn entering
movement would operate at LOS A. On Sharpner's Pond Road the left and right turns
currently operate at LOS D or better. Under No Build conditions, these movements
would deteriorate to LOS E. Under Build conditions and without mitigation the LOS
would further deteriorate to LOS F. Under 2007 Build conditions with Mitigation the LOS
2Highway Capacity Manual (HCM 2000): Transportation Research Board, Washington, DC, 2000.
11
571 -Rpt 1
Copyright @ 2002 DJK. All rights reserved.
would improve to LOS D or better. Mitigation includes the construction of a right -turn
lane along Sharpner's Pond Road. -
Route 114 at the South Site Drive and Industrial Drive
Under 2007 Build with development traffic volume conditions, the left- and right -turn
exiting movements from Industrial Drive would operate at LOS C or better up through
2007. The left- and right turns exiting the Proposed South Site Drive would operate at
LOS D. The left -turn movements from Route 114 would operate at LOS A.
12
571-Rptt
Copyright ® 2002 DJK. All rights reserved.
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SIGHT DISTANCE
In the vicinity of the proposed project site, Route 114 approaches the Site over a
generally level/tangent alignment. Detailed Sight Distance measurements were
conducted with respect to the Route 114 approaches to the proposed intersections to
identify any potential mitigation measures, which would enhance the available Sight
Distance.
Sight Distance considerations are basically divided into two criteria: (1) Stopping Sight
Distance (SSD) and (2) Intersection Sight Distance (ISD).
Stopping Sight Distance (SSD)
SSD is the distance required for an approaching vehicle to perceive and react
accordingly to an exiting or entering vehicle. The values are based upon a perception
and reaction time of 2.5 seconds and a braking distance calculated for wet level
pavement. When the roadway is either on an upgrade or downgrade, grade correction
factors are applied.
Intersection Sight Distance (ISD)
ISD is based upon a perception and reaction time and the time required to complete a
desired exiting maneuver after the decision to do so has been made. Values for ISD
represent the time required to: (1) turn left or right and to accelerate to the operating
speed of the roadway without causing approaching vehicles to reduce speed by more
than 70% of the initial speed and (2) upon crossing the major roadway to clear the
roadway without the approaching vehicle reducing its initial speed by 70%.
14
571-Rptt
Copyright @ 2002 DJK. All rights reserved.
SSD is far more important as it represents the minimum distance required for stopping,
while the ISD criteria is based only upon acceptable speed reductions to the
approaching traffic stream.
Table 6 compares the measured SSD with the minimum SSD requirements for both the
observed vehicle speeds as well as the posted speed limit along Route 114 in the
vicinity of the site. As can be seen in Table 6, the available SSD exceeds the minimum
SSD requirements for the posted speed limit of 45 mph and the observed speed of up to
55 mph. Additionally, the available ISD exceeds the minimum requirement for the
posted speed of 45 mph as well as the observed speed of 55 mph.
15
571 •Rpt t
Copyright ® 2002 DJK. All rights reserved.
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APPENDIX
A. TRAFFIC VOLUME DATA
B. INTERSECTION CAPACITY ANALYSIS
17
571-Rpt1
Copyright ® 2002 DJK. All rights reserved.
A: TRAFFIC VOLUME DATA
571-Rptt
_.j
N/S: Turnpike Street (Route 114)
E: Sharpnei s Pond Road
City, State: North Andover, MA
Client: DJK/D. Kelly
TDA'
Transportation Data Corporation
12 Walnut Street, #9 Natick, MA 01760 File Name :01873A
Office: 508-651-1610 Fax: 508-651-1229
Tumpike cute 114)
Out In Total
1022 947 1969
934 131 0
Thru Let Peds
1 L+
I - W°
North t ao A o m
_W
m
r .w
512002 7:15:00 AM ����
8:00: AM N l'J" j
Cars O m
Tnicks � r'nl�
f F+
Thru ftht Peds
9791 171 0
976 996 1972
Out In Total
T 'ke Street cute 114
Tumpike Street (Route 114)
From North
Site Code
Start Time
Right
Thru
Left
Peds
App'
Total
mk Hour From 07:00 AM to 08:45 AM - Peak 1 of 1
Start Date
:02/05/2002
Intersection
07:15 AM
Volume
0 934
13
0
947
Percent
0.0 98.6
1.4
0.0
07:30 Volume
0 255
2
0
257
Peak Factor
From East
High Int
07:30 AM
F� South
Volume
0 255
2
0
257
Peak Factor
Right
Thru
Left
0.921
Tumpike cute 114)
Out In Total
1022 947 1969
934 131 0
Thru Let Peds
1 L+
I - W°
North t ao A o m
_W
m
r .w
512002 7:15:00 AM ����
8:00: AM N l'J" j
Cars O m
Tnicks � r'nl�
f F+
Thru ftht Peds
9791 171 0
976 996 1972
Out In Total
T 'ke Street cute 114
Site Code
: 00000571
Start Date
:02/05/2002
Page No
: 1
Sharpness Pond Road
Tumpike Street (Route 114)
From East
F� South
Right
Thru
Left
Peds
T
Right
Thru
Left
Peds
To
Int Total
43
0
42
0
I
85
17
979
0 0
9961
2028
50.6
0.0
49.4
0.0
1.7
98.3
0.0 0.0
11
0
12
0
23
2
278
0 0
2801
560 .
0.905
8:00 AM
07:30 AM
16
0
9
0
25
2
278
0 0
280
0.850
0.889
Tumpike cute 114)
Out In Total
1022 947 1969
934 131 0
Thru Let Peds
1 L+
I - W°
North t ao A o m
_W
m
r .w
512002 7:15:00 AM ����
8:00: AM N l'J" j
Cars O m
Tnicks � r'nl�
f F+
Thru ftht Peds
9791 171 0
976 996 1972
Out In Total
T 'ke Street cute 114
N/S: Turnpike Street (Route 114)
E: Sharpner s Pond Road
City, State: North Andover, MA
Client: DJK/D. Kelly
TDA'
Transportation Data Corporation
12 Walnut Street, #9 Natick, MA 01760
Office: 508-651-1610 Fax: 508-651-1229
File Name :01873A
Site Code : 00000571
Start Date : 02/05/2002
Page No : 1
08:00 AM
Tumpike Street (Route 114)
From North
210
3
Sharpness Pond Road
From East
16
Tumpike Street (Route 114)
From South
0
218
Start Time
Right
Thru
Left
Peds
Right
Thru
Left
Peds
Right
Thru
Left
Peds
Int Total
07:00 AM
0
238
3
0
9
0
12
0
5
185
0
01
452
07:15 AM
0
247
1
0
8
0
12
0
6
217
0
01
491
07:30 AM
0
255
2
0
11
0
12
0
2
278
0
01
560
07:45 AM
0
222
7
0
8
0
9
0
3
238
0
0'
487
Total
0
962
13
0
36
0
45
0
16
918
0
01
1990
08:00 AM
0
210
3
0
16
08:15 AM
0
218
8
0
11
08:30 AM
0
195
3
0
9
08:45 AM
0
194
6
0
10
Total
0
817
20
0
46
Grand Total
0
1779
33
082
82
Apprch %
0.0
98.2
1.8
0.0
48.5
Total %
0.0
45.8
0.8
0.0
2.1
0
9.
0
Tumpike Stmt (Route 114)
6
246
0
0
Start Time
490
0
14
0
App'
Total
8
223
0
0
App'
Tonal
482
0
10
0
TAoptapj Int Tonal
7
258
0
0
482
0
9
0
High int
6
216
0
01
441
0
42
0
0
27
943
0
01
1895
0
87
0
43
1861
0
0
3885
0.0
51.5
0.0
2.3
97.7
0.0
0.0
0.0
2.2
0.0
1.1
47.9
0.0
0.0
reaK hour rrom ui:uu nm w uo.4a
Tumpike Street (Route 114)
Sharpness Pond Road
Tumpike Stmt (Route 114)
07:15 AM
From North
From East
From South
Start Time
Right
Thru
Left
Peds
App'
Total
Right
Thru
Left
Peds
App'
Tonal
Right
Thru
Left
Peds
TAoptapj Int Tonal
reaK hour rrom ui:uu nm w uo.4a
0
42
Intersection
07:15 AM
50.6
0.0
49.4
0.0
Volume
0
934
13
0
947
Percent
0.0
98.6
1.4
0.0
16
07:30 Volume
0
255
2
0
257
Peak Factor
0.850
2
278
0
High int
07:30 AM
Volume
0
255
2
0
257
Peak Factor
0.921
43
0
42
0
1
851
50.6
0.0
49.4
0.0
0.0
11
0
12
0
23
08:00 AM
280
560
16
0
9
0
25'
0.850
17
979
0
0
996
i
2028
1.7
98.3
0.0
0.0
2
278
0
0
280
560
0.905
07:30 AM
2
278
0
0
280
0.889
N/S: Turnpike Street (Route 114)
E: Sharpner s Pond Road
City, State: North Andover, MA
Client: DJK/D. Kelly
TDC
Transportation Data Corporation
12 Walnut Street, #9 Natick, MA 01760
Office: 508-651-1610 Fax: 508-651-1229
File Name : 01873A
Site Code : 00000571
Start Date : 02/05/2002
Page No : 1
08:00 AM
Tumpike Street (Route 114)
209
08:15 AM
Sharpness Pond Road
212
Tumpike Street (Route 114)
I
0
188
08:45 AM
0
From North
0
10
0 13
From East
Right
7
213 0
From South
Peds
462
3
Start Time
R' ht I
Thru
Left
Peds
Right I
Thru
Left I
Peds
R' ht I
Thru
Left I
Peds
Int Total
07:00 AM
0
238
3
0
8
0
11
0
5
182
0
0
447
07:15 AM
0
246
1
0
8
0
12
0
6
216
0
0
i 489
07:30 AM
.
0
251
2
0
11
0
11
0
2
273
0
01
550
07:45 AM
0
221
7
01
7
0
7
01
3
231
0
0
j 476
Total
0
956
13
01
34
0
41
01
16
902
0
01
1962
08:00 AM
0
209
08:15 AM
0
212
08:30 AM
0
188
08:45 AM
0
191
Total
0
800
Grand Total
0
1756
Apprch %
0.0
98.2
Total %
0.0
46.2
3
0
15
0 9
0
5
240 0
OI
481
7
0
10
0 13
0
Right
7
213 0
0
Peds
462
3
0
8
0 10
0
pp
T
7
246 0
0
Left
462
6
0
8
0 7
0
6
212 0
0
430
19
0
41
0 39
0
Intersection
25
911 0
0
1835
32
0)
75
0 80
0I
41
1813 0
0I
3797
1.8
0.0
48.4
0.0 51.6
0.0
940
2.2
97.8 0.0
0.0
0
80
0.8
0.0.
2.0
0.0 2.1
0.0
1.1
47.7 0.0
0.0
98.6
1.4
0.0
51.3
0.0
48.8
0.0
1.6
14)
0.0
0.0
Sharpness Pond Road
07:30 Volume
0
Tumpike Street (Route 114)
2
From North
From East
From South
Start Time
Right
Thru
Left
Peds
��'
Right
Thru
Left
Peds
pp
T
Right
Thru
Left
Peds
��.
Int Total
Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1
Intersection
07:15 AM
Volume
0
927
13
0
940
41
0
39
0
80
16
960
0
0
976
1996
Percent
0.0
98.6
1.4
0.0
51.3
0.0
48.8
0.0
1.6
98.4
0.0
0.0
07:30 Volume
0
251
2
0
253
11
0
11
0
22
2
273
0
0
275
550
Peak Factor
0.907
High Int
07:30 AM
08:00 AM
07:30 AM
Volume
0
251
2
0
253
15
0
9
0
24
2
273
0
0
275
Peak Factor
0.929
0.833
0.887
N/S: Turnpike Street (Route 114)
E: Sharpner s Pond Road
City, State: North Andover, MA
Client: DJK/D. Kelly
TDC
Transportation Data Corporation
12 Walnut Street, #9 Natick, MA 01760
O(fice:508-651-1610 Fax. 508-651-1229
File Name :01873A
Site Code : 00000571
Start Date : 02/05/2002
Page No : 1
08:00 AM
Tumpike Street (Route 114)
From North
1
0
Sharpness Pond Road
From East
Tumpike Street (Route 114)
From South
0
0
Start Time
R' ht Thru Left
Peds ,
Right
Thru I
Left
Peds
R' ht Tru Left I
Peds I
Int. Total
07:00 AM
0 0 0
01
1
0
1
0
0 3 0
0
5
07:15 AM
0 1 0
0,
0
0
0
0
0 1 0
0
2
07:30 AM
0 4 00
0
0
0
1
0
0 5 0
0
I 10
07:45 AM
0 1 0
0
1
0
2
0
0 7 0
0
11
Total
0 6 0
01
2
0
4
0
0 16 0
01
28
08:00 AM
0
1
0
01
1
0
0
0
1
6
0
08:15 AM
0
6
1
0
1
0
1
0
From North
1
10
0
08:30 AM
0
7
0
0
1
0
0
0
Peds
0
12
0
08:45 AM
0
3
0
0
Thu
2
0
2
0
0
4
0
Total
0
17
1
0
5
0
3
0
2
32
0
Grand Total
0
23
. 1
01
7
0
7
0
16
2
48
0
Apprch %
0.0
95.8
4.2
0.0
I
50.0
0.0
50.0
0.0
I
4.0
96.0
0.0
Total %
00
26.1
1.1
0.0
0.0
8.0
0.0
8.0
0.0
7
2.3
54.5
0.0
0 9
0 20
20
0 11
01 60
0 88
0.0
0.0
Tumpike Street (Route 114)
Sharpness Pond Road
Tumpike Street (Route 114)
From North
From East
From South
Start Time
Rght
Thru
Left
Peds
To
Right
ThN
Left
Peds
Tom'
Right
Thu
Left
Peds
Top Int Totat
Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1
Intersection
07:45 AM
Volume
0 15 1
0
16
4
0
3
0
7
2
35
0
0
37 60
Percent
0.0 93.8 "6.3
0.0
57.1
0.0
42.9
0.0
5.4
94.6
0.0
0.0
08:30 Volume
0 7 0
0
7
1
0
0
0
1
0
12
0
0
12 20
Peak Factor
0.750
High Int
08:15 AM
07:45 AM
08:30 AM
Volume
0 6 1
0
7
1
0
2
0
3
0
12
0
0
12
Peak Factor
0.571
0.583
0.771
N/S: Turnpike Street (Route 114)
E: Sharpner's Pond Road
City, State: North Andover, MA
Client: DJK/D. Kelly
TDC
Transportation Data Corporation
12 Walnut Street, #9 Natick, MA 01760
Office: 508-651-16 10 Fax. 508-651-1229
h _ 5/
File Name : 01873AA
Site Code : 00000571
Start Date : 02/05/2002
Page No : 1
F'eaK tiour t-rom u4.uu rm w va.,� — - r wn - ... .
Tumpike Stmt (Route 114)
Sharpnets Pond Road
Tumpike Street (Route 114)
04:45 PM
From North
From East
From South
Start Time
Right
711111
Left
Peds
T�
Right
Thru
Left
Peds
�'
Right
Thru
Left
Peds
gyp'
Total
F'eaK tiour t-rom u4.uu rm w va.,� — - r wn - ... .
0
32
Intersection
04:45 PM
39.6
0.0
60.4
0.0
Volume
0
804
28
0
832
Percent
0.0
96.6
3.4
0.0
9
05:15 Volume
0
199
8
0
207
Peak Factor
0.828
High Int
05:00 PM
Volume
0
211
7
0
218
Peak Factor
0•954
21
0
32
0
53
39.6
0.0
60.4
0.0
5
0
6
0
11
04:45 PM
9
0
7
0
16
0.828
17
960
0
0
977
1.7
98.3
OA
0.0
1
269
0
0
270
05:15 PM
1
269
0
0
270
0.905
Tumpike Street aura 114)
Out In Total
981 � 1 1813
804 28 0
Thru Left Peds
1 �►
T
N-th�
m
r .m
52002 4:45:00 PM �-
530:00 PM ni w 0
v
°
Tneks m � _9
mem
u
Tt u Right Peds
9601 171 0
® 977 1813
Out ki Total
T ike Street Route 114
Int Total
1862
488
0.954
N/S: Turnpike Street (Route 114)
E: Sharpner s Pond Road
City, State: North Andover, MA
Client: DTK/D. Kelly
TD�
Transportation Data Corporation
12 Walnut Street, #9 Natick, MA 01760
Office: 508-651-1610 Fax. 508-651-1229
File Name : 01873AA
Site Code : 00000571
Start Date : 02/05/2002
Page No : 1
05:00 PM
Tumpke Street (Route 114)
211
r
Sharpness Pond Road
5
Tumpike Street (Route 114)
11
05:15 PM
0
199
From North
0
5
0
From East
05:30 PM
0
198
From South
0
2
0
Start Time
ht
ThN
Left
Peds
R' ht
Thru
Left
Peds
R' ht
Thru
Left
Peds
0
Int Total
357
04:00 PM
0
155
6
0
5
0
7
0
5
179
0
0.0
96.5
04:15 PM
0
175
5
0
4
0
3
0
3
198
00
1.4
388
04:30 PM
0
182
9
0
5
0
3
0
8
195
0
0
402
04:45 PM
0
196
3
01
9
0
7
0
1
218
0
__01
434
Tntal
n
708
23
01
23
0
20
01
17
790
0
01
1581
05:00 PM
0
211
7
0
5
0
11
05:15 PM
0
199
8
0
5
0
6
05:30 PM
0
198
10
0
2
0
8
05:45 PM
0
181
6
0
7
0
4
Total
0
789
31
0
19
0
29
Grand Total
0
1497
54
0
422
0
49
Apprch %
0.0
96.5
3.5
0.0
46.0
I
0.
53.8
Total %
0.0
43.6
1.6
0.01
1.2
0.0
1.4
0
Tumpike Street (Route 114)
4
219
0
0
From East
457
0
Rght Thru Left Peds ��
1
269
0
0
832
488
0
96.6
11
254
0
0
0
483
0
0
3
225
0
0
0.954
426
0
High Int
19
967
0
0
269
1854
0
211
36
1757
0
0
3435
0.0
I
2.0
98.0
0.0
0.0
0.0
1.0
51.1
0.0
0.0
PeaK Flour rrom u4:uu rm w ua:9a r - r-. an
Tumpike Street (Route 114)
Sharpness Pond Road
Tumpke Street (Route 114)
04:45 PM
From North
From East
From South
Start Time
Rght Thru Left Peds ��
Right ThN Left Peds ��'
804
28
0
832
Percent
PeaK Flour rrom u4:uu rm w ua:9a r - r-. an
0
32
Intersection
04:45 PM
39.6
0.0
60.4
0.0
Volume
0
804
28
0
832
Percent
0.0
96.6
'3.4
0.0
9
05:15 Volume
0
199
8
0
207
Peak Factor
0.828
0.954
05:15 PM
High Int
05:00 PM
1
269
Volume
0
211
7
0
218
Peak Factor
0.905
0.954
21
0
32
0
531
39.6
0.0
60.4
0.0
0
5
0
6
0
11'
04:45 PM
0.0
1
9
0
7
0
16
0.828
Right
Thru
Left
Peds
T�
Int Total
17
960
0
0
9771
1862
1.7
98.3
0.0
0.0
1
269
0
0
270
488
0.954
05:15 PM
1
269
0
0
270
0.905
N/S: Turnpike Street (Route 114)
E: Sharpner's Pond Road
City, State: North Andover, MA
Client: DJK/D. Kelly
TDC
Transportation Data Corporation
12 Walnut Street, #9 Natick, MA 01760
Office: 508-651-1610 Fax: 508-651-1229
File Name : 01873AA
Site Code : 00000571
Start Date : 02/05/2002
Page No : 1
05:00 PM
Tumpike Stmt (Rouse 114)
From North
206
7
Sharpner's Pond Road
From East
0
Tumpike Street (Route 114)
From South
8
05:30 PM
Start Time
Ri ht I
ThN
Left
Peds I
Right
Thru
Left
Peds
Right
Thru
Left
Peds ,
Int. Total
04:00 PM
0
151
6
01
4
0
7
0
5
174
0
0347
0
04:15 PM
0
170
5
0
4
0
3
0
3
197
0
O
I 382
04:30 PM
0
178
9
0
5
0
3
0
8
193
0
0
396
I
04:45 PM
0
196
3
0
8
0
7
0
1
215
0
0
430
Total
0
695
23
0
21
0
20
0
17
779
0
01
1555
05:00 PM
0
206
7
05:15 PM
0
194
8
05:30 PM
0
194
10
05:45 PM
0
180
6
Total
0
774
31
Grand Total
0
1469
54
Apprch %
0.0
96.5
3.5
Total %
0.0
43.4
1.6
0
5
0
10
0
From North
4
216
0
0
Thru
448
0
5
0
6
0
Peds
1
268
0
0
Peds
482
0
2
0
7
0
0.833
11
251
0
0
05:00 PM
475
0
7
0
4
0
206
3
223
0
0
423
0
19
0
27
0
19
958
0
0
1828
0
40
0
47
0
36
1737
0
01
3383
0.0
I
46.0
0.0
54.0
0. 0
2.0
98.0
0.0
0.0
0.0
1.2
0.0
1.4
0.0
1.1
51.3
0.0
0.0
Peak Flour From U4:UU rM ID u0:go rm - rola& w
Tumpike Stmt (Route 114)
Sharpner's Pond Road
Tumpike Street (Route 114)
04:45 PM
From North
From East
From South
Start Time
Right
Thru
Left
Peds
TPP'
Right
Thru
Lett
Peds
Total
Right
Thru
Left
Peds
To Int Total
Peak Flour From U4:UU rM ID u0:go rm - rola& w
0
30
Intersection
04:45 PM
40.0
0.0
60.0
0.0
Volume
0
790
28
0
818
Percent
0.0
96.6
3.4
0.0
8
05:15 Volume
0
194
8
0
202
Peak Factor
0
0.833
High Int
05:00 PM
Volume
0
206
7
0
213
Peak Factor
0.960
20
0
30
0
501
40.0
0.0
60.0
0.0
5
0
6
0
11
04:45 PM
0.952
8
0
7
0
15
1
268
0
0
0.833
17
950
0
0
1
967 1835
1.8
98.2
0.0
0.0
1
268
0
0
269 482
0.952
05:15 PM
1
268
0
0
269
0.899
N/S: Turnpike Street (Route 114)
E: Sharpner s Pond Road
City, State: North Andover, MA
Client: DJK/D. Kelly
TDC
Transportation Data Corporation
12 Walnut Street, #9 Natick, MA 01760 File Name : 01873AA
Office: 508-651-1610 Fax: 508-651-1229
Site Code :00000571
Start Date : 02/05/2002
Page No : 1
05:00 PM
05:15 PM
05:30 PM
05:45 PM
Total
Grand Total
Apprch %
Total %
0
Tumpike Street (Route 114)
0
v
Sharpness Pond Road
0
Tumpike Street (Route 114)
01
0
3
From North
01
Peds
From East
0
5
From South
0
0
Start Time
R' ht L Thru I Left I
Peds
Right I
Thru I
Left I
Peds
Right Thru Left
Peds
Int Total
04:00 PM
0 4 0
0
I 1
0
0
0
0 5 0
0
10
04:15 PM
0 5 0
0
0
0
0
0
0 1 0
0
6
6
04:30 PM
0 4 0
0!
0
0
0
0
0 2 0
0'
0
04.45 PM
0 0 0
01
1
0
0
01
0 3 0
0
4
Tnta1
0 13 0
01
2
0
0
01
0 11 0
01
26
05:00 PM
05:15 PM
05:30 PM
05:45 PM
Total
Grand Total
Apprch %
Total %
0
5
0
0
0
0
1
01
0
3
0
01
Peds
9
0
5
0
0
0
0
0
01
0
1
0
01
6
0
4
0
0
0
0
1
01
0
3
0
0,
8
0
1
0
0
0
0
0
01
0
2
0
01
3
0
15
0
0
0
0
2
01
0
9
0
01
26
0
28
0
0
2
0
2
0
0
20
0
0
52
0.0
100.0
0.0
0.0
50.0
0.0
50.0
0.0
0.0
100.0
0.0
0.0
0.0
53.8
0.0
0.01
3.8
0.0
3.8
0.0
0.0
38.5
0.0
0.0
Peak hour Prom u4:UU rm w u3:47 rm - r- - u
Tumpike Street (Route 114)
Sharpner's Pond Road
Tumprke Street (Route 114)
04:45 PM
From North
From East
From South
Start Time
Right
Thru
Left
Peds
T
Right
Thru
Left
Peds
�'
Right
Thru
Left
Peds
gyp'
Total
Peak hour Prom u4:UU rm w u3:47 rm - r- - u
0
2
Intersection
04:45 PM
33.3
0.0
66.7
Volume
0 14
0
0
14
Percent
0.0 100.0
'0.0
0.0
0
05:00 Volume
0 5
0
0
5
Peak Factor
1'
High Int
05:00 PM
Volume
0 5
0
0
5
Peak Factor
0.700
1
0
2
0
i
31
33.3
0.0
66.7
0.0
0
0
0
1
0
1I
04:45 PM
0 3
0
0
3
1
0
0
0
1'
0.750
0 10
0
0
10
0.0 100.0
0.0
0.0
0 3
0
0
3
04:45 PM
0 3
0
0
3
0.833
Int Total
27
9
0.750
File
�R
TDCA-
571
AT
Route 114 south of Sharvne>'s
Transportation Data Corporation
Site:
Date: 02/05/02
Location:
Pond Road, North Andover, Ma
12 Walnut Street, #9 Natick, MA 01760
Client:
DJK/D. Kelly
Office: 508-651-1610 Fax: 508-651-1229
SB
Combined
Day: Tuesday
Interval
NB
PM
AM
PM
AM
PM
Begin
AM
26
74
116
485
18
36
130 458
44 110
246
943
12:00
12:15
26
105
6
121
32
226
12:30
7
134
8
111
15
245
12:45
15
130
4
14
37
96
130 521
19
21 63
226
248 1,008
01:00
7
26
118
487
10
117
19
241
01:15
9
124
6
132
9
279
01:30
3
147
7
142
14.
240
01:45
7
6
19
98
152
700
4
20
136 581
10 39
288
1,281
02:00
7
158
3
152
10
310
02:15
2
128
5
143
7
271
02:30
4
262
8
150
12
412
02:45
03:00
3
24
202
903
5
24
158 712
8 48
360
1,615
03:15
4
231
0
192
4
423
0330
10
252
12
200
22
452
03:45
7
218
7
162
14
380
04:00
4
45
210
841
6
50
175 732
10 95
385
1,573
04:15
13
201
8
185
21
386
04:30
12
202
16
182
28
384
04:45
16
228
20
22
198
190
196 785
36
40 355
418
410
1,745
05:00
18
157
214
960
40
211
74
473
05:15
34
262
260
70
194
118
454
.
0530
05:45
48
57
224
66
184
123
408
06:00
73
487
202
614
92
691
184 571
165 1,178
386
1,185
06:15
114
158
163
152
277
310
06:30
152
146
220
115
372
261
06:45
148
108,
216
120
364
228
07:00
170
996
120
371
214
955
113 339
384 1,951
233
710
07:15
283
92
252
82
535
174
07:30
274
79
246
76
520
155
07:45
269
80
243
68
512
148
08:00
245
993
68
337
198
815
70 262
443 1,808
138
599
08:15
270
98
233
70
503
168
08:30
254
92
204
64
458
156
08:45
224
79
180
58
404
137
09:00
176
560
82
268
164
600
55 194
340 1,160
137
462
09:15
146
78
158
55
304
133
09:30
131
55
141
47
272
102
09:45
107
53
137
37
244
90
10:00
109
439
42
147
105
507
38 156
214 946
80
303
10:15
112
45
120
44
232
89
10:30
108
34
144
46
252
80
10:45
110
26
138
28
248
54
11:00
113
465
38
134
96
490
22 98
209 955
60
232
11:15
120
35
133
26
253
61
11:30
108
28
108
30
216
58
11:45
124
33
153
20
277
53
Totals
4,285
6,247
4,423
5,409
8,708
11,656
Split/*
49.2
53.6
50.8
46.4
Day Totals
10,532
9,832
20,364
Day Splits
51.7
48.3
Peak Hour
07:15
04:45
07:00
04:45
t/j07:15 \
04:45
Volume
1,071
964
955
791
2,010 r
1,755
Factor
0.95
0.92
0.95
0.94
0.94
0.93
File
ATR: Route 114 south ofSharpnees
Location: Pond Road, North Andover, Ma
T®�
Transportation Data Corporation
12 Walnut Street, #9 Natick, MA 01760
Office: 508-651-1610 Fax: 508-651-1229
�-1!/
Site: 571
Date: 02/06/02
Client:
: DJK/D. Kelly
Combined Day: Wednesday
Interval
NB
AM
SB
PM
AM
PM
Begin
AM
PM
45
139
505
37
100
273 1,039
134
534
16
12:00
21
55
9
120
28
238
12:15
19
118
12
130
17
272
12:30
5
142
8
116
18
256
12:45
10
25
140
116
568
8
22
132
566
17
474980
1,134
01:00
9
4
150
9
01:15
5
140
7
150
15
294
01:30
8
144
3
134
6
302
01:45
3
6
24
168
144
688
3
16
158
603
9
40
302 1,291
02:00
10
166
3
148
13
314
02:15
4
140
2
139
6
279
02:30
4
238
8
158
12
396
02:45
5
24
196
891
2
20
172
732
7
44
1,623
03:00
6
236
2
180
8
466
03:15
8
261
10
208
18
469
03:30
5
198
6
172
11
370
03:45
3
42
200
853
5
62
166
742
8
104
366 1,595
04:00
9
228
12
189
21
417
04:15
04:30
12
211
17
189
29
400
04:45
18
214
28
18
218
198
232
888
46
34
365
412
447 1,853
05:00
16
147
215
965
42
238
78
510
05:15
36
272
72
228
109
456
05:30
37
228
86
190
144
440
05:45
58
76
542
250
177
594
96
694
177
602
172
1236
354 1,196
06:00
06:15
130
166
176
178
306
344
06:30
160
127
205
123
365
250
248
06:45
176
997
124 ,
124
418
217
206
910
124
84
328
393
396
1,907
208 746
07:00
07:15
190
244
120
220
88
464
208
07:30
266
96
258
94
524
523
190
140
07.45
297
212
958
78
89
337
226
200
773
62
74
244
412
1,731
163 581
08:00
08:15
262
78
229
80
491
158
08:30
262
82
184
44
446
126
134
08:45
222
168
523
88
74
300
160
152
580
46
56
175
382
320
1,103
130 475
09:00
09:15
139
68
152
48
291
116
09:30
124
74
144
33
268
224
107
122
09:45
92
102
442
84
65
191
132
104
512
38
48
158
206
954
113 349
10:00
10:15
114
44
128
40
242
84
10:30
102
46
148
36
250
82
70
10:45
124
426
36
43
134
132
136
510
34
26
80
256
224
936
69 214
11:00
11:15
88
132
36
124
30
256
66
11:30
102
23
126
13
228
36
43
11:45
104
32
124
4,362
11
5,623
228
8,567
12,096
Totals
4,205
6,473
Split%
49.1
53.5
50.9
46.5
Day Totals 10,678 9,985 20,663
Day Splits 51.7 48.3
Peak Hour 07:30 05:00 07:30 04:45 07:30 05:00
Volume 1,037 965 913 896 1,950 (- 1,853
Factor 0.87 0.89 0.88 0.94 0.93 t 91
Data File : O 1873A
B: INTERSECTION CAPACITY ANALYSIS
571-Rpt1
2002 Existing Moring Peak Hour DJK Associates, Inc.
3: Sharpners Pond Drive & Route 114 4/9/2002
'r T 8 -1/
Grade 0% 0% 0%
Volume{veh/h} �42 'r _43 979 17 1_3 934 y
Peak Hour Factor1.00 1.00 �--
1.00 1.00 1.00 1.00
Hourly�// flovv`xate vehlh}2 43 979, 1r7 13 934
Pedestrians
-
ga- ww dth (ft)' z s y �
Walking Speed (ft/s)
turn flare
ian storage ve
e 1 conf vol
Volume Left 42 0 13
;: _.7. ,s>:�.:�..,..,�...za,,,;� .._.... rk« ,k,✓ _.�*`.., ...n,....-s._..,z.�:�- .a, -..»x. .�r.�a. ...�c'�c';_ "`i :,,. �;•,z.� .n. a".,ur<,a�,,._..xe:;52z"�."a�': i�.n',k...�Yv.�..:,at r.y,"�v+ �'
cSH 244 1700 703 1700w
Volume to Capacity 1135s 0 59� 4 02 0 55 "xk," s '
4.c...�s., � .v'^s.a R ,u �.,x:.rw. s i. n�rrac..r ..Y.��.,s�3i3.ec .-�,.,�.o� F.a�.- ,���:`,.,.
Queue Length (it) 281 0 __
Lane LOS D
c� �T.._.,.. �..� >_,......�.. ..�;.�. ..�� ...z...r...3..:& §,z, a. _,..+��., ...�.. ;,h..�'.-..�.v�..�4...�>za.......��z�..,..�.••a� .,,. u,�z�a.�w*.�.3`•. A.._':n,"�`..�. �". ;.�ero�..m`.�:�`�"��
Approach LOS D -
..r
Average Delay 1.2
C:\DJK\Synchro 5.0\571 Meadows, North Andover\2002 Exiisting and 2007 Build Morning Peak Hour.sy6 Page 1
2007 No Build Moring Peak Hour
DJK Associates, Inc.
3: Sharpners Pond Drive & Route 114 4/8/2002
1- 4-- t
Grade 0% 0% 0%
1(blume (veh/h) Fm44 45 1078 78 3 r 14 1012f a
..�
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Pedestrians
Median storage veh)
vC1, stage 1 conf vol
..�Z..a n»„a. �7.,.xx.:x=xr�...ta�s,...tixa.e:,;aa F,.`'u`,.,-.t .,.. zsa--i�x>_,.°.,d.-wa,�� nwx��a.,=%,.�s.....;:,::um3�'�q'.u•�.�srr5'" `x""' C��'�r"� tar H, �,. I�' �'
cSH 167 1700 644 1700
r.�
Uo1um_e to'Capacity 0 53 , 0 64 0fl2 0 60r a
Queue L z °s, w' �°°.<
Length
(ft)
-�51 _. ,�.0 1�. �...5>r0
, ��
Lane LOS E B
Approach Delays}
_ 48 8 r Y 6 =0 a'
Approach LOS._ � E-�'
Average Delay 2,0
C:\DJK\Synchro 5.0\571 Meadows, North Andover\07 NB AM.sy6 Page 1
2007 Build Moring Peak Hour DJK Associates, Inc.
9: North Site Drive & Route 114 4/9/2002
Lane Confiourations A X k ti
Grade 0% 0% 0% 0%
Volume (veh/h) 3t 1$ 0278' 44= _0 T45 3 7310 18j4 1_019 3
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Pedestrians
Lane
3.:5:-•s
Median sto
vC1, stage 1 conf vol
vC2 stage 2 eoitfi vol M r s .
ta.-
tC single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1
tF(s) 35
40
33 35
40
33 22
22
p0queu!c_ift�'_v
— Mcapeh/h) 26 45 290 31 46 254 687
627
Volume Left18 44 3 14 0 _ .__...__. ....._,__. , .... .. �. ... �,
cSH 182 88 687 627<1700
lolume o Capacity§0 000 020 60
�.;a., .�_ dF�',.,_-...a.
Queue Length (ft) 14 'mM111 r 0 1 0
Lane LOS
D F 8
Aproacti
Approach LOS D F
Average Delay 7,7
C:\DJK\Synchro 5.0\571 Meadows, North Andover\2002 Exiisting and 2007 Build Morning Peak Hour.sy6 Page 1
2007 Build Moring Peak Hour with Mitigation DJK Associates, Inc.
9: North Site Drive & Route 114 4/9/2002
Lane Configurations
Grade 0%
1 ---1 1
—
0%
0%
Volume
-Vh hM61
PeaHour
loLm W rate
0%
Pedestrians
Walking Speed (tVs)
Right turn flare (veh)
Median storage veh)
vC1, stage 1 conf vol
tC, single (s)
tF (s)
cM capacity (veh/h)
1
5
7.1 6.5 6.2 7.1 6.5 6.2 4.1
3.5 4.0 3.3 3.5 4.0 3.3 2.2
26 45 290 31 46 254 687
Volume Left 18 44 3 14 0
4.1
2.2
627
Po
-
Approachl0
Average Delay 1.9
C:\DJK\Synchro 5.0\571 Meadows, North Andover\2002 Exiisting and 2007 Build Morning Peak Hour.sy6 Page 1
2002 Existing Evening Peak Hour DJK Associates, Inc.
3: Sharpners Pond Drive & Route 114 4/8/2002
'r ,I -
Lane
Lane Configurations
Grade 0% 0% 0%
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Hourly flow raterveh/h) " 32 2 960 178 80 Y k
., . ._ ....�.. �,, d....r.
Pedestrians
Walkina Soeed (ft/s)
Right turn flare
Median storage ve
vC1, stage 1 conf vol
tC, single (s) 6.4 6.2 4.1
tF (s) 3.5 3.3 2.2
cM capacity (veh/h) 82 310 714
Volume Left 32 0 28 0
cSH 254 1700 714 1700
Voiutne to Capacity %F,�� 0 21 ��0 570 04 X0;47 3 ' ar�r
:u �a+.....a:�x, tom.
i,,. 0»..,..,. 0,
Queue Length (ft) 15 0 2 0
Lane LOS C B
Approach De)ayis}R;22 9 X0,(303��:� r
Approach LOS C
Average Delay 0.8
C:\DJK\Synchro 5.0\571 Meadows, North Andover\02 and 07.sy6 Page 1
.2007 No Build Evening Peak Hour DJK Associates, Inc.
3: Sharpners Pond Drive & Route 114 4/8/2002
'r /' IV. �►
u race 0"/0 0% 0%
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
._...:.w.r.�.�x.a,.u-
Pedesttrrians
a.1a_s,�. ......
s
meman storage
vC1, stage 1 conf
tC, single (s) 6.4 6.2 4.1
tF (s) 3.5 3.3 2.2
(veh/h) 63 278 665
�.,�. u.�,�„�»:«:a .�„�?„„,a ,..>.....�x&;.,„,.z..xs�.t w?.,[c%» ` .fnmru.•,.r:rs�,.s'� ?i. ..'ZW..- , ,_�_.�a.u�'�'”....,a�v�.a:.>�L���'.�'��..b.� �`,Kr�,.� s.t�.,_,... � .�N �..�.9i
cSH 216 1700 665 1700
Approach LOS �A D
Average Delay '
C:\DJK\Synchro 5.0\571 Meadows, North Andover\07 NB PM.sy6 Page 1
1//
.2007 Build Evening Peak Hour DJK Associates, Inc.
9: North Site Drive & Route 114 4/9/2002
t � � f a-- � 4\ # b
Urade 0% 0% 0% 0%
Volume�(veh/h}9 0 x9 34 h, 0 22 '18tQ87' 18;r 29 931$
r: ..• - - _s,n ., n........., . ,r.. �.i...., ,_s., M;-'Ls,a?« x_:,a. n_^z �...__. c. -_ ... s..: ._ a,.—: .,..z ..W iuc-,..w..-k
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Hours flaw rate (veh/h rt� 9 0 x9 M�4 s 0 22 y 18 a 1057 �kR 18 R 29 93j' 8
Pedestrians
tC, single (s) - 7 1 6.5 6.2 7.1 6.5 6.2 4.1 4.1
tF (s) 3.5 4.0 3.3
BF
queue free °lo X73 x104 97
cm capacity (veh/h) 33 48 322
3.5 4.0 3.3 2.2
36 48 273 732
2.2
.:
cSH 355 118 732 656�zs1700
Queue Length (ft) 3 41 1 3 0
Lane LOS
Approach�i3e�ay {s�� � i5`7 �6� 7''� �fl 8 4 3 � `� -� g '� -� r •� '�"` �"
x z�
Approach LOS �C F
Average Delay 2,3 - - -
C:\DJK\Synchro 5.0\571 Meadows, North Andover\02 and 07.sy6 Page 1
.2007 Build Evening Peak Hour with Mitigation
9: North Site Drive & Route 114
DJK Associates, Inc.
4/9/2002
Lane Configurations ?F T
Grade 0% 0% 0% 0%
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 W 1.00 1.00 1.00
Pedestrians `
Lane V1/ldth{ft) TIE!-
�
s..,.».
Walking Speed (ft/s)�
Riqht turn
Median
vC1, stage 1 conf vol
5
t , singe s 7.1 6.5 6.2 7.1 6.5 4.1
uvi capaL;ny tvunin) 33 46 3LL 36 48 273 732 656
C:.a a�`^e'�*.,1 3 t `s.?'TT'r "''.. ° s�'"�- ,u ax"" -a"1 �. �z �!^"' '"x'°_ * �_.Y^� ,� � � t•�•
cSH 355 308 732 656 1700
Approach LOS m C C ti
Average Delay 1,2
C:\DJK\Synchro 5.0\571 Meadows, North Andover\02 and 07.sy6 Page 1
2002 Existing Moring Peak Hour DJK Associates, Inc.
5: Industrial Drive & Route 114 4/9/2002
u raae u /o U% 0%
Volume (veh/h) 5 2 y 5„ 99 T60 Peak Hour Factor1.00 1.00 1.00 1.00 1.00
Hourly flow rafe {veh/h) 5 5 991 5 97# R
Pedestrians
r
Walking Speed (ft/s)
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C:\DJK\Synchro 5.0\571 Meadows, North Andover\2002 Exiisting and 2007 Build Morning Peak Hour.sy6 Page 1
. 2007 No Build Moring Peak Hour
5: Industrial Drive & Route 114
Lane Confiqurations
DJK Associates, Inc.
4/9/2002
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C:\DJK\Synchro 5.0\571 Meadows, North Andover\07 NB AM.sy6 Page 1
2007 Build Moring Peak Hour DJK Associates, Inc.
12: South Site Drive & 4/9/2002
NEW ME
Lane Configurations *T fT 41,
Grade 0% 0% 0% 0%
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C:\DJK\Synchro 5.0\571 Meadows, North Andover\2002 Exiisting and 2007 Build Morning Peak Hour.sy6 Page 1
I�
2002 Existing Evening Peak Hour DJK Associates, Inc.
5: Industrial Drive & Route 114 4/9/2002
YAK(
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 x
Pedestrians
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C:\DJK\Synchro 5.0\571 Meadows, North Andover\02 and 07.sy6 Page 1
2007 No Build Evening Peak Hour DJK Associates, Inc.
5: Industrial Drive & Route 114 4/9/2002
r t �►
Lane Configurations Vi T3 _*T
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C:\DJK\Synchro 5.0\571 Meadows, North Andover\07 NB PM.sy6 Page 1
2007 Build Evening Peak Hour DJK Associates, Inc.
12: South Site Drive & 4/9/2002
Lane Configurations A if *T ?f +U 44
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C:\DJK\Synchro 5.0\571 Meadows, North Andover\02 and 07.sy6 Page 1
Glennon, Michel
From:
Griffin, Heidi
Sent:
Wednesday, June 19, 2002 2:18 PM
To:
Nicetta, Bob
Cc:
Glennon, Michel; D'Agata, Donna Mae
Subject:
40B Grant Consultant - The Meadows Project
Hi Bob:
Can you and/or Mitch please send a complete copy of the plans and application and related materials to the towns' 40B
consultant we were just awarded the $1 OK grant on. His name and address is as following:
Mr. Ralph Willmer
McGregor Associates
60 Temple Place
Boston, MA 02111
After Mr. Willmer reviews the file, we'll set up the meeting for the week of the 22nd.... thanks, Heidi
j
EXPANDED ENVIRONMENTAL NOTIFICATION FORM
PROPOSED RESIDENTIAL DEVELOPMENT PROJECT
The Meadows
North Andover, Massachusetts
. Proponent
Valley Realty Development, LLC
Andover, Massachusetts
August 30, 2002
Prepared by
Dermot J. Kelly Associates, Inc.
Traffic Engineering/Transportation Planning
280 Main Street, Suite 204
North Reading, MA 01864-1300
978-664-2205 Fax: 978-664-2444
In association with
GSD Associates Architects, Inc.
GZA GeoEnvironmental, Inc.
West Environmental, Inc.
�EC� V41'�- i
SEP 9 - 2002
U
571-ENF1
BOARD OF APPEALS
TABLE OF CONTENTS
Paqe
1.0 ENVIRONMENTAL NOTIFICATION FORM ...................................................... 1-1
2.0 TRAFFIC IMPACT & ACCESS STUDY............................................................. 2-1
3.0 WETLAND........................................................................................................ 3-1
4.0 DRAINAGE....................................................................................................... 4-1
5.0 WASTEWATER................................................................................................ 5-1
APPENDIX
571-ENF1
2.0 TRAFFIC IMPACT AND ACCESS STUDY
2.1 OVERVIEW
Dermot J. Kelly Associates, Inc. (DJK) has conducted a Traffic Impact and Access Study
for the proposed residential development project, The Meadows, to be located adjacent
to Route 114 west of the Route 114/Sharpner's Pond Road intersection in North
Andover, Massachusetts. Figure 2-1 graphically illustrates the project site location in
relation to the local and regional roadway system.
This report identifies existing traffic operation parameters on the adjacent roadway
system, evaluates the anticipated traffic volume increases as a result of the proposed
project, and analyzes the site -generated traffic -related impacts.
The proposed project as presently planned consists of the construction of a total of 270
residential condominium dwelling units. The proposed access to the site would consist
of two curb cuts along Route 114. The North Site Drive would be located opposite
Sharpner's Pond Road. The South Site Drive would be located opposite an Industrial
Drive.
2.2 TRAFFIC IMPACT AND ACCESS STUDY — EXECUTIVE SUMMARY
2.2.1 EXISTING CONDITIONS
Analysis of the recent traffic counts indicates that approximately 20,514 vpd (vehicles
per day) traveled along Route 114 adjacent to the site during February 2002. During the
two peak travel demand periods, which occurred between 7:00 and 9:00 AM and
between 4:00 and 6:00 PM, an average of approximately 1,980 and 1,804 vph (vehicles
per hour) were observed along Route 114 during the weekday morning and evening
peak hours, respectively.
2-1
571-ENF2
Copyright @ 2002 DJK. All rights reserved.
Figure 1: Site Location Map
DJKDermot J. Kelly Associates, Inc.
Traffic Engineering/Transportation Planning
Copyright Q 2002 By DJK. All rights reserved. K:\571\571FIG1
2.2.2 SITE -GENERATED TRAFFIC VOLUMES
Based on the Institute. of Transportation Engineers (ITE) trip generation rates, it is
anticipated that the proposed residential development project would generate
approximately 1,514 vehicle -trips per day. This daily volume would be split evenly with
757 vehicle -trips entering and 757 vehicle -trips exiting the site over the course of the
entire 24-hour day.
More importantly, during the weekday morning peak hour, the entire residential
development project would generate a total of 112 vehicle -trips with 19 vehicle -trips
entering and 93 vehicle -trips exiting the project site. Similarly, during the evening peak
hour, it is anticipated that 140 vehicle -trips would be generated. The 140 vehicle -trips
would consist of 94 vehicle -trips entering and 46 vehicle -trips exiting the development
during the peak 60 -minute period. The remaining vehicle -trips would occur over the
course of the day.
2.2.3 TRAFFIC CAPACITY ANALYSIS
Unsignaiized intersection capacity analysis was performed for the study area
intersections. The capacity analysis is summarized below by location.
Route 114 at the North Site Drive and Sharpner's Pond Road
Under 2007 Build with: mitigation and development traffic volume conditions, the left- and
right -turn exiting movements would operate at LOS D or better and the left -tum entering
movement would operate at LOS A. On Sharpner's Pond Road the left and right turns
would deteriorate to LOS E. Under Build conditions and without mitigation the LOS
would further deteriorate to LOS F. Under 2007 Build conditions with mitigation the LOS
would improve to LOS D or better. Mitigation includes the construction of a right -turn
lane along Sharpner's Pond Road.
Route 114 at the South Site Drive and Industrial Drive
Under 2007 Build with development traffic volume conditions, the left- and right -tum
exiting movements from Industrial Drive would operate at LOS C or better up through
2007. The left- and right -turns exiting the Proposed South Site Drive would operate at
LOS C. The left -turn movements from Route 114 would operate at LOS A.
2.2.4 MITIGATION MEASURES
The final phase of the analysis process is to identify the mitigation measures necessary
to minimize the impact of the project on the transportation system. The proponent has
made a commitment to implement all mitigation measures listed below.
• It is suggested that the proposed project have two access drives. The North Site
Drive is suggested to be aligned with Sharpner's Pond Road with the South Site
Drive located approximately 300 feet south of the North Site Drive.
2-2
571-ENF2
Copyright @ 2GO2 DJK. All rights reserved.
To enhance the overall sight distance at the intersection of the proposed driveways,
it is recommended that roadside vegetation and topographic ground elevations
adjacent to the access/egress driveways be maintained such that sufficient safety
sight lines are provided in both directions throughout the life of the project. This
triangular area should extend 14.4 feet (4.4 meters) to 17.8 feet (5.4 meters) back
from the existing edge of the roadway (representing an existing vehicle) and extend
610 feet in each direction along Route 114 (representing an approaching vehicle).
• The proposed North Site Drive is suggested to consist of a minimum 24 -foot wide
cross section with one 12 -foot wide lane for entering traffic and one 12 -foot wide lane
for exiting traffic. Intersection corner radii are suggested to be 30 feet.
• The South Site Drive is suggested to be constructed with an acceleration and
deceleration taper of 15:1 with a 12 -foot offset and 30 -foot radius. Egress from the
site is suggested to consist of two lanes, a left -turn lane and a right -turn lane over a
distance of 50 feet. Access into the site is suggested to consist of a single lane. All
lanes are suggested to be 12 feet wide.
• Intersection advanced warning signs are suggested to be placed along Route 114 in
advance of the access/egress driveways.
• In order to improve the LOS operation condition along Sharpner's Pond Road it is
suggested that Sharpner's Pond Road be widened to accommodate two 12 -foot wide
approach lanes for a distance of 100 or more feet from Route 114.
2.3 EXISTING CONDITIONS
2.3.1 FIELD SURVEY
A comprehensive field inventory of the adjacent roadway system was conducted during
February and March 2002. The field inventory included collection of existing roadway
geometrics, traffic volumes, vehicle speeds, and safety data for the roadways in the
vicinity of the site.
Traffic volumes were measured by means of automatic traffic recorder (ATR) counts and
substantiated by manual intersection turning -movement and vehicle -classification counts
(TMC). Safety inventories included vehicle speed observations and a detailed
evaluation of the safety sight lines at the proposed driveways located along Route 114.
2.3.2 GEOMETRICS
Route 114
Route 114 is generally a three -lane roadway with one through lane for each direction of
travel and a dual use center left -turn lane located opposite the site. South of the site
Route 114 is a two-lane roadway with one -lane provided for each direction of travel. The
travel lanes are generally 12 feet wide with an 8 -foot to 10 -foot gravel shoulder on each
2-3
571-ENF2
Copyright @ 2002 DJK. All rights reserved.
side of the roadway. Route 114 provides access/egress to numerous adjacent highway
commercial/retail and residential land uses along its entire length.
Route 114 consists of bituminous concrete pavement in fair condition with no major
pavement break-up of edge raveling noted during the field inventory period. Horizontal
and vertical alignments are fair along Route 114 with the roadway passing the site
driveway over relatively level/tangent alignment. Vehicular movements along Route 114
in the vicinity of the site are generally uncontrolled with side streets and driveways under
STOP control.
2.3.3 TRAFFIC VOLUMES
Existing traffic volumes were recorded mechanically by an automatic traffic recorder
(ATR) and were substantiated by actual manual intersection turning movement and
vehicle classification counts (TMC). These traffic volumes were reviewed to determine
average daily and peak -hour traffic volumes on the study area roadways. Table 2-1
summarizes the 2002 ATR traffic volume data collected long Route 114. Figures 2-2
and 2-3 graphically present the results of the manual intersection turning movement
counts.
Analysis of the recent traffic counts indicates that approximately 20,514 vpd (vehicles
per day) traveled along Route 114 south of Sharpner's Pond Road during February
2002. During the two peak travel demand periods, which occurred between 7:00 and
9:00 AM and between 4:00 and 6:00 PM, approximately 1,980 and 1,804 vph (vehicles
per hour) were observed along Route 114 during the weekday morning and evening
peak hours, respectively.
TABLE 2-1
EXISTING TRAFFIC VOLUME SUMMARY
Daily Traffic Peak -Hour
Location/ (24 hour) Peak Traffic Volume K
Time Period (vpd)a Hour (vph)b Factorc
Route 114 South of
Sharpner's Pond Road:
Thursday
20,365 7:15-8:15 AM
2,010
9.9%
February 5, 2002
4:45-5:45 PM
1,755
8.6%
Friday
20,663 7:30-8:30 AM
1,950
9.4%
February 6, 2002
5:00-6:00 PM
1,853
9.1%
Average
20,514 Morning Peak
1,980
9.7%
Weekday
Evening Peak
1,804
8.8%
Vehicles per day.
bVehicles per hour.
cPercent of daily traffic occurring during the peak hour.
2-4
571-ENF2
Copyright @ 2002 DJK. All rights reserved.
i
Figure 2-2: 2002 Weekday Existing
Peak Hour Traffic Volumes
Nota • e Estimat
Schematic
n ®WDermot J. Kelly Associates, Inc.
V--;roomno/Transportation Planning
Figure 2-3: 2002 Existing .
Weekday Evening
Peak Hour Traffic Volumes
tSchematic Note: • = Estimated
DJKDermot J. Kelly Associates, Inc.
Trafftc Engineering/Transportation Planning
copyright © 2002 By DX. All rights reserved. K:\571\571NT2.DW
2.3.4 VEHICLE SPEEDS
Speed measurements were taken by a standard traffic engineering procedure called the
"floating car method." Vehicle speeds were measured by means of an observation car
traveling through the study area at a speed consistent with the flow of traffic on the
roadway.
A limited number of these observations were made over the field inventory period along
Route 114 adjacent to the site. The limited number of speed observations were
obtained to gain a meaningful value of an average and typical vehicle traveling through
the area. The results of the speed measurements are summarized in Table 2-2. As
shown, the average speed varied along Route 114 with speeds recorded in the range of
45 to 55 mph in both the northbound and southbound directions. The posted speed limit
is 45 mph along Route 114.
mph = miles per hour.
2.4 FUTURE TRAFFIC VOLUME CONDITIONS
This section of the report determines the future traffic volume levels along the study area
roadways and intersection. To determine the impact of site -generated traffic volumes on
the roadway network under future conditions, the existing traffic volumes in the study
area were projected to the year 2007 to be consistent with Massachusetts State
guidelines for Traffic Impact Assessments. Traffic volumes on the roadway network at
that time will include all existing traffic, background traffic growth, and the site -generated
traffic volumes.
2.4.1 BACKGROUND TRAFFIC GROWTH
Traffic growth on area roadways is a function of.the expected land development in the
immediate area as well as the surrounding region. Several methods can be used to
estimate this growth. A procedure frequently employed is to identify the location and
type of new developments planned to occur during the designated planning horizon,
571-ENF2
2-5
Copyright @ 2002 DJK. All rights reserved.
TABLE 2-2
OBSERVED ROADWAY SPEED SUMMARY
Location/
Posted/Official
Observed
Direction
Speed
Travel
of Travel
i
Limit (mph)
Speed (mph)
Route 114 adjacent
to the Project Site:
Northbound
45
45 to 55
Southbound
45
45 to 55
mph = miles per hour.
2.4 FUTURE TRAFFIC VOLUME CONDITIONS
This section of the report determines the future traffic volume levels along the study area
roadways and intersection. To determine the impact of site -generated traffic volumes on
the roadway network under future conditions, the existing traffic volumes in the study
area were projected to the year 2007 to be consistent with Massachusetts State
guidelines for Traffic Impact Assessments. Traffic volumes on the roadway network at
that time will include all existing traffic, background traffic growth, and the site -generated
traffic volumes.
2.4.1 BACKGROUND TRAFFIC GROWTH
Traffic growth on area roadways is a function of.the expected land development in the
immediate area as well as the surrounding region. Several methods can be used to
estimate this growth. A procedure frequently employed is to identify the location and
type of new developments planned to occur during the designated planning horizon,
571-ENF2
2-5
Copyright @ 2002 DJK. All rights reserved.
estimate the traffic to be generated and assign it to the area roadway network. This
method usually produces a realistic estimate of growth for local traffic.
The Planning Office for the Town of North Andover was consulted during the data
collection phase of this Study to identify existing and projected development projects
anticipated to occur by 2007. Based on this information and other background
information, it was assumed for traffic planning purposes that the following projects are
constructed and operational by 2007:
79 residential condominiums to be located along Route 114 opposite Johnson
Street (Boston Hill)
95 single-family homes located along Route 114 opposite the site (Forest View);
and
66,700 square foot retail facility located along Route 114 north of the site.
In addition to the development projects noted above, existing traffic volumes were
increased by 1% per year up through 2007 to account for background traffic growth
which may occur from other development projects not anticipated at this time.
Figures 2-4 and 2-5 graphically present the 2007 No Build weekday morning and
evening peak -hour traffic volumes.
2.4.2 VEHICLE -TRIP GENERATION
Traffic volumes generated by residential developments normally follow well-established
patterns with respect. to magnitude and temporal distribution. Measurements of
numerous such developments conducted by the Institute of Transportation Engineers
(ITE) have established trip generation rates, which have been standardized for analysis
purposes. The rates at which residential projects generate vehicle -trips depend on the
type of residential project; i.e., single-family units versus condominiums. Accordingly,
the ITE Trip Generation Manual was researched with the appropriate vehicle -trip
generation characteristics applied to the proposed project.
Based on the ITE trip generation rates, it is anticipated that the proposed residential
development project would generate an average of approximately 1,514 vehicle -trips per
day. This daily volume would be split evenly with 757 vehicle -trips entering and 757
vehicle -trips exiting the site over the course of the entire 24-hour day.
More importantly, during the weekday morning peak hour, the entire residential
development project would generate on average a total of 112 vehicle -trips with 19
vehicle -trips entering and 93 vehicle -trips exiting the project site. Similarly, during the
evening peak hour, it is anticipated that on average 140 vehicle -trips would be
generated. The 140 vehicle -trips would consist of 94 vehicle -trips entering and 46
vehicle -trips exiting the development during the peak 60 -minute period. The remaining
vehicle -trips would occur over the course of the day.
Table 2-3 summarizes the peak -hour and daily project -generated traffic volumes for the
proposed residential development project.
2-6
571-ENF2
Copyright @ 2002 DJK. All rights reserved.
Figure 2-4: 2007 No—Build
Weekday Morning
Peak Hour Traffic Volumes
Schematic Note: • m Estimob
Dermot J. Kelly Associates, Inc.
DJKTraffic Engineering/Transportation Planning
V. \ icr\ r.71 N7'S,I
Figure 2-5: 2007 No—Build
Weekday Evening j
Peak Hour Traffic Volumes
Schematic Note. • = Estimated
DJKDermot J. Kelly Associates, Inc.
Traffic Engineering/Transportation Planning
1t \571\57tNT4.DVN
Copyright © 2002 9y DJK. All rights reserved.
Time Period/
Direction of Travel
WEEKDAY
Morning Peak Hour:
Entering (vph)a
Exiting (vph)
Total (vph)
Evening Peak Hour*
Entering (vph)
Exiting (vph)
Total (vph)
TABLE 2-3
VEHICLE -TRIP GENERATION SUMMARY
270
Condominiums
19
93
112
94
46
140
Daily Traffic: 757
Entering (vpd)b 757
Exiting (vpd) 1,514
Total (vpd)
v� vehicle -trips per hour.
bvpd = vehicle -trips per day.
2.4.3 TRAFFIC DISTRIBUTION/ASSIGNMENT
Directional distribution of generated trips to and from the proposed development is
expected to follow existing traffic patterns which, in turn, is a function of population
densities, shopping opportunities, areas of employment and recreational activities.
Accordingly, the directional split of the new trips originating from, or destined to, the
development was based on existing traffic patterns as observed for this study.
The site -generated traffic volumes were superimposed onto the 2007 No Build traffic
volume networks creating the 2007 Build traffic volume networks. Figures 2-6 and 2-7
graphically present the 2007 Build weekday morning and evening peak -hour traffic
volume networks.
2.5 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:
• 2002 Existing Traffic Volume Conditions
• 2007 No Build Traffic Volume Conditions
• 2007 Build Traffic Volume Conditions without Mitigation
• 2007 Build Traffic Volume Conditions with Mitigation
2-7
571-ENF2
Copyright @ 2002 DJK. All rights reserved.
Figure 2-6: 2007 Build
Weekday Morning
Peak Hour Traffic Volumes
Legend:
xx Total Vehicle Trips
(x) Site Generated Trips only
Schematic Note: • a Estimated
Neg. — Negiigibl
DJKDermot J.. Kelly Associates, Inc.
Traffic Engineering/Transportation Planning
L Copyright 0 2002 By DJC. All rights reserved. K:\571\571NT5.DW
k
Elm
Figure 2-7: 2007 Build
Weekday Evening
Peak Hour Traffic Volumes
Legend:
xx Total Vehicle Trips
(x) Site Generated Trips only
9, 0RrX3'0��
s
Schematic "°tom ' _ �t°tom
Neg. — Negligibl
Dermot J. Kelly Associates, Inc.
Do/KTraffic Engineering/Transportation Planning
Copyright p 2002 By DJK. All rlghte reeaved. K:\571\571NT6.D*
i
The Capacity Analysis will provide an indication of how well the roadway facilities serve
the traffic demands placed upon them.
2.5.1 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, convenience, and safety.
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.
Since the level of service of a traffic facility is a function of the traffic flows placed upon
it, such a facility may operate at a wide range of levels of service, depending on the time
of day, day of week, or period of year.
Unsignalized Intersections
The levels of service for unsignalized intersections are determined by application of a
procedure described in the 2000 Highway Capacity ManuaL2 The procedure accounts
for lane configuration on both the minor and major approaches, conflicting traffic stream
volumes, and type of intersection control (STOP versus YIELD). First, theoretical
maximum or capacity flow of vehicles for each minor approach lane is calculated. The
capacities are then compared to the demand at the respective minor approaches. The
delay is then estimated based on the relationship between the service rate and the
degree of saturation. Table 2-4 summarizes the relationship between level of service
and expected delay to minor street traffic.
Highway Capacity Manual (HCM 2000): Transportation Research Board, Washington, DC, 2000
2Highway Capacity Manual (HCM 2000): Transportation Research Board, Washington, DC, 2000.
2-8
571-ENF2
Copyright @ 2002 DJK. All rights reserved.
I
TABLE 2-4
LEVEL -OF -SERVICE CRITERIA
FOR UNSIGNALIZED INTERSECTIONSa
Level Average
of Control Delay
Service (SecondsNehicle
A 0-10
B >10 - 15
C >15=25
D >25 - 35
E >35 - 50
F >50
Source: Highway Capacity Manual, (HCM 2000): Transportation Research Board, Washington, DC, 2000.
2.5.2 TRAFFIC ANALYSIS RESULTS
Capacity analyses have been conducted at the study area intersections. Results of this
analysis are summarized below by intersection and tabulated in Table 2-5.
Route 114 at the Proposed North Site Drive and Sharpner's Pond Road
Under 2007 Build with mitigation and development traffic volume conditions, the left- and
right -turn exiting movements would operate at LOS D or better and the left -tum entering
movement would operate at LOS A. On Sharpner's Pond Road the left and right turns
would deteriorate to LOS E. Under Build conditions and without mitigation the LOS
would further deteriorate to LOS F. Under 2007 Build conditions with mitigation the LOS
would improve to LOS D or better. Mitigation includes the construction of a right -turn
lane along Sharpner's Pond Road.
Route 114 at the South Site Drive and Industrial Drive
Under 2007 Build with development traffic volume conditions, the left- and right -turn
exiting movements from Industrial Drive would operate at LOS C or better up through
2007. The left- and right-tums exiting the Proposed South Site Drive would operate at
LOS C. The left -turn movements from Route 114 would operate at LOS A.
2-9
571-ENF2
Copyright @ 2002 DJK. All rights reserved.
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2.6 SIGHT DISTANCE
In the vicinity of the proposed project site, Route 114 approaches the Site over a
generally level/tangent alignment. Detailed Sight Distance measurements were
conducted with respect to the Route 114 approaches to the proposed intersections to
identify any potential mitigation measures, which would enhance the available Sight
Distance.
Sight Distance considerations are basically divided into two criteria: (1) Stopping Sight
Distance (SSD) and (2) Intersection Sight Distance (ISD).
2.6.1 STOPp1NG SIGHT DISTANCE (SSD)
SSD is the distance required for an approaching vehicle to perceive and react
accordingly to an exiting or entering vehicle. The values are based upon a perception
and reaction time of 2.5 seconds and a braking distance calculated for wet level
pavement. When the roadway is either on an upgrade or downgrade, grade correction
factors are applied.
2.6.2 INTERSECTION SIGHT DISTANCE (ISD)
ISD is based upon a perception and reaction time and the time required to complete a
desired exiting maneuver after the decision to do so has been made. Values for ISD
represent the time required to: (1) turn left or right and to accelerate to the operating
speed of the street without causing approaching vehicles to reduce speed by more than
70% of the initial speed and (2) upon turning left, or crossing the major roadway, to clear
the roadway without causingapproaching
exists vehicles
roadway or when larger speedredu0ction
the initial speed. When a grad
values are acceptable, correction factors are applied.
SSD is far more important as it represents the minimum distance required for stopping,
while the ISD criteria is based only upon acceptable speed reductions to the
approaching traffic stream.
Table 2-6 compares the measured SSD with the minimum SSD requirements for both
the observed vehicle speeds as well as the posted speed limit along Route 114 in the
vicinity of the site. As can be seen in Table 2-6,
the available SSD exceeds the
minimum SSD requirements for the posted speed limit of 45 mph and the observed
speed of up to 55 Posted S eed of 45 mph as well asble ISD exceeds the the observed peed of 55mph minimum
requirement for the Po p
2-11
571-ENF2
Copyright @ 2002 DJK. Ail rights reserved.
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MASSHIGHWAY ACCESS PERMIT
SITE ROADWAY AND ENTRANCE DRIVE (CURB CUT) PERMIT (4-2004-0154)
Mar -18-04 05:12P
Miff Romney Kerry Hwky DwW A GraWaskaa John Copliano
saroe►or U. smmar sweaty commnslofW
PERMIT - NORTH ANDOVER
Permit 0: 4-2004-0154
Subject to all the terms, conditions, and restrictions printed or written below, permission
Is hereby granted to MEADOWS REALTY TRUST to enter upon the State Highway
known as ROUTE 114 (TURNPIKE STREET) for the purpose of constructing two
driveway approacbes. The first between stations 255+52 and 255+76 at the southerly
location line and flaring to stations 255+22 and 256+06 at the edge of roadway. The
second between stations 258+53 and 259+15 at the southerly location line and flaring to
stations 258+30 and 259+38 at the edge of roadway. For the sccoud driveway approach,
the Grantee shall construct a deceleration/taper lane between stations 256+50 and 258+30
and an acceleratioa/taper lane between stations 2$9+38 and 261+18 at the edge of
roadway. Also, to close an existing driveway between stations 261+18 and 261+56.
Grantee shall convert the existing catch basin (CB) is the driveway approach at station
259+00 to a malbole (MH) and will install 12 -inch reinforced concrete pipe (RCP) to
connect to a newly installed catch basin at the proposed curb live at station 259+15.
Grantee shall install thermoplastic pavement markings to provide a dual left turn center
lane between stations 252+00 and 264+00. All as shown on the plan submitted and
attached by Dermot J. Kelly Associates, Inc. dated 6/19/03 with a revised date of 3/8/04
and entitled "Curbeut permit Plan, Alternative 1, Turnpike Street (Route 114) at
Proposed Site Drives".
The utility pole in the proposed driveway approach at approximate station 259+20 shall
be removed and reset by others under a separate permit prior to opening the driveway to
the general public.
WORK HOURS: 9:00 A.M. thru 3:00 P.M. Monday thru Friday.
The driveldrives shall be surfaced with Bituminous Concrete, Type 1 and shall be
comprised of a 3" Class i Bituminous Concrete Rase Course and two (2)1 1/2" courses of
Class I Bituminous Concrete Pavement for a total depth of 6" with it foundation of at least
6" of compacted gravel. The finished surface shall butt into mad not overlap the existing
highway grade at the road edge.
The drive/drives shall be graded so that no water shall eater the State Highway layout nor
pond or collect thereon, including the roadway.
Bituminous concrete removed from within the proposed driveway limits shall be disposed
of outside the State Highway location lines.
The part or the drive/drives located within the limits of the State Highway shall be
Pepe 1 of e
Massachusetts Highway Department • District 4.519 Appleton Sheet, Arlington, MA 02476 • (781) 641-8300
0
P.02
Mar -18-04 05_12P - P-03
maintained by the Crantee, at his own expense and to the satisfaction of the District
Highway Director or his representative.
The Grantee shall notify the District Permit Engineer or his Representative at (781) 641-
8451, two (2) daps prior to the start of work. No work shall be authorized without sold
notification.
The Grantee shall make contact with the Area Contract Specialist III via Pager (7:30 AM
to 4:00 PM Monday through Friday ONLY) Pager Number (781) 387-0255, forty-eight
hours prior to the start of work.
A copy of this permit mast be'ou the job site at all times for inspection. Failure to have
this permit available will result in suspension of the rights granted by this permit.
The Completion of Work Form shall be sent to the Grantor via certified mail as soon as
possible after the completion of the physical work.
Provisions shall be made for the safety and protection of Pedestrian Traffic during the
construction period.
it shall be the responsibility of the Grantee to provide access to the property of residents and
business owners during progress of the proposed work.
The Grantee shall exercise this permit subject to all the rules and regulations made from time to
time by the said Massacfiusetts Highway Department. Nothing in the permit shall be construed
as authorizing any installation or maintenance thereof except in strict conformity with all
Federal, State and Municipal laws, ordinances and regulations.
The work will be performed as per plans on file at the Massachusetts Highway Department
District Four Pemaits Office.
The Grantee shall notify Dig -Safe at 1-888-344-7233 at least 72 hours prior to the start of work
for the purpose of identifying the location of underground utilities.
Dig -Safe # To be obtained prior to the commencement of work.
Hand digging shall he required around the roots of trees.
No trees shalt be cut or removed under this permit.
All work shall be in compliance with the 1988 Edition of the "Massachusetts Highway
Department Starulard Specifications for Highways and Bridges", and Supplemental
Pape 2 of 6
Mar -18-04 05:12P P.04
Specifications Dated December 11, 2002_
No cquipmcnt, trucks, etc. shall occupy any part of the traveled way except between the hours
of 9:00 A.M. and 3:00 P.M.
No work shall be done under the terms of this permit on Saturdays, Sundays or Holidays.
No work will be performed on the day before or the day after a long weekend which involves a
holiday on any highway, roadway or property under the control of the Massachusetts Highway
Department or in areas whore the work would adversely impact the normal flow of traffic on the
State Highway System, without permission of the District Highway Director or his
Representative.
Uniformed Police Officers shall be in attendance at all tinges while work is being done under
this permit.
All personnel who arc working on the traveled way or breakdown lanes shall wear safety vests
and hard hats.
The furnishing and erecting of all required signs and traffic safety devices shall be the
responsibility of the Grantee.
All signs and devices shall conform to the 2000 edition of the Manual on Uniform Traffic
Control Devices (MLTTCD) with the Commonwealth of Massachusetts Amendments_
Cones and non-reflecting warning devices shall not be left in operating position on the highway
when the daytime operations have ceased. If it becomes necessary for this Dopartment to
remove any consttvetion warning devices or their appurtenances from the project due to
negligence by the Grantee all costs for this work will be charged to the Grantee.
Flashing arrow boards will be used at all times when operations occupy the roadway and shall
be available for cure at all times.
All warning devices shall be subject to removal, replacement and repositioning by the Grantee
as often as deemed necessary by the Engineer.
Sighs must be installed so that the visibility of any existing signs remains unobstructed.
Free flow of traffic shall be maintained at all times.
At any time during the operation when a traffic delay of over twelve (12) minutes occurs and
the situation is worsening, the Grantee will begin to suspend operations.
Papp 3 of 6
Mar -18-04 05:12P
Two way traffic shall be maintained at all times.
When in the opinion of the Engineer, this operation constitutes a hazard to traffic in any arca,
the Grantee may be required to suspend operations during certain hours and to remove his
equipment from the roadway.
Care shall be exercised so as not to disturb any existing State Highway Traffic Duct Systems or
any underground structures that exist. If said system is disturbed, it shall be restored
immediately to its original condition. Also any damaged Traffic lines shall be restored to their
original condition. All expenses for restoring conditions shall be charged to the Grantee.
The Grantee will be responsible for any damage caused by his operation to curbing, structures,
roadway, etc.
The Grantee shall be responsible for any settlement which may occur as a result of the work
done under this permit.
The Grantee shall be responsible for any ponding of water which may develop within the State
Highway Layout, caused by this work.
When a snow or ice condition exists during the progress of this work, the Grantee shall keep the
highway well sanded to a point not less than two hundred (200) feet beyond the limits of the
barriers and signs.
No work shall be authorized during snow, sleet, or ice storms and subsequent snow removal
operations.
No bituminous concrete shall be iostalled between November 15th and April 15th.
The Highway surface shall he kept clean of debris at all times and shall be thoroughly cleaned at
the completion of this permit.
At the completion of this permit, all disturbed areas shall be restored to a condition equal or
similar to that which existed prior to the work.
All utility companies whose services are located within or adjacent to the proposed installation
areas shall be no0iied in writing of the proposed installation at least 48 hours prior to the start
of any excavation in said areas. This is independent of the required dig safe notification.
Any grass areas disturbed within the State Highway Layout shall be graded. loamed to a depth
of 4" and seeded.
It shall be the responsibility of the Grantee to replace all pavement markings which have been
Paps 4 ore
P.05
Mar -18-04 05:13P
Completion of Work
You may proceed with the work described within this Permit which has been issued to
you by the Massachusetts Highway Department (MassHighway).
Your attention is nailed to the time frame allowed for completion of said work. if an
extension of time is required or alterations to any of the permit conditions becomes
necessary, application for such changes should be made as soon as possible to the
District Highway Director.
Upon completion of the work, please fill out this forrn and forward it to: Massachusetts
Highway Department, District Four, 519 Appleton Street, Arlington, MA 02476.
By Authority of the Massachusetts Highway Department District Four Highway Director.
Dear sir.
I hereby notify you that tha. work outlined and authorized under the terms and conditions
of MHD Permit No. has been Completed in accordance with
all requirements of Massflighway. The date of completion:
Permit Gontee:
Signed:
City/ Town.
Date: --
P.06
Massachusetts Highway Department. District 4.519 Appleton Street, Arlington, MA 02476. (781) 641-8300
Mar -18-04 05:13P
Deecmbcr 21100
Table 6H--3. Meaning or Letter Codes on
Typical Application Diagrams
Pagt 6H-5
Road Type
Distance Between Signs"
A
S
C
Urban (iow speed)'
30 (100)
30 (100)
30 (100)
Urban (high speed)'
100 (350)
100 (350)
100 (350)
Rural
150 (500)
150 (500)
150 (500)
Fxpressway / Freeway
300 (1,000)
450(l.500)
800 (2.640)
Speed cgwgM to be determined by highway agency.
•' DiMemis are shown in meters (feet). The Cdumn headlnps A, 5, and C are the dimensions
shown in Figures 6H-1 through 61-146. The A dimension Is the distance from the transition of
pard of restriction to the first sign. The S dot+ is the distance between the first and second
signs. The C dimenslal is the distance between the second end third sons. (Thu third sign is the
first one in a throe -sign series ermurilered by a driver approxhirV a temporary W21fiic control
zone.)
'Formulas for L are as follows:
For speed lirrlitt: of 60 IaNh (40 mph) or less:
L= W-2 (L60
c 2)
For speed limits of TO kmM (46 trio) or greater.
L-21— (L ■ WS)
Where: L a taper length in meters (feet)
W r width of *Asst in meters (teat)
S :i posted speed GmH, or off-paak
65th percentile speed prior to work starft,
or the anticipated operating Speed in itmlh (mph)
Sea. 61401
P-07
M,av-18-04 05:13P
December 2000
Figure 6H -j. Work on Shoulders (TA -3)
i
END
x 1 s�Ilw x vas
( ROAD WORK
Hao>w tav4a Y
MUMS
... or
aMUMS
a
T T
A
i
113 L
113 L
T
A
Page 6H•11
1/3 L
�o�► aval �,. �" .
a1�A
ML
B
Sas rabies mi -2 and 6H-3
i.
ivr the meaning of the OR
symbob, and/or letter
codas used in this ligure. Typical Application 3
Sera. 61{.01
P.08
i
MAv-18-04 05:13P
Par 6H-25
I)CCernbcr 2000
Fj9rjre tH-10. Lane Closure on Two -Lane Road Using Nagger$ (TA -10)
OF1
NOW. See TableS 61-1-2 and SH .3
for 010 meanim of the
symbols Orwar letter
co0ss used in this Rqu ,.
Typ
1s�
A.
464
I Application 10
30 m
floo ft)
MAXIMUM
One Lane Two -Way !YTTaper
BUILDING CODE SUMMARY - Meadows—Oakridge Village and Maplewood Reserve, North Andover Massachusetts
Prepared November 16, 2004 and based on the 6th edition of the Massachusetts State Building Code (780CMR).
General Building Description
Oakridge Village
Building 1,& 2 _- . - -)
Three-story wood framed fiber -cement sided multi -family residential building.
Wood framed roof.
The gross area of the building is approximately 8,000 square feet
Building T.
L Four-story;wood framed and fiber cement sided multi -family residential building with 40 stall garage.
Wood framed roof. `
The gross area of the building is approximately"64,000 square feet including the garage.1
( Building 4 �
Four -story -wood framed and fiber cement sided multi -family residential building with a garage and a
basement garage below grade.
Wood framed roof
The gross area of the building is approximately_174,000 square feet J
Building'5
4 -{ One story wood framed and fiber cement sided community building.
} Wood framed.roof..,j _
The gross are of the building is approximately 5;100 square feet
;Maplewood Reservel
Townhouses
Fourteen clusters of attached three-story wood -framed and fiber -cement -sided single family residential units:.
Clusters vary -in the number of units, from three to twelve units per cluster. Units referred to as Unit A have .
an attached garage. -
.Wood framed roof.. ,
The gross area of all of the units not including attached garages is approximately 143,000 square feet.
Detached Garagesi
One story, wood -framed ',and fiber -cement -sided garages foF three to six parking stalls:- ..
The gross area of all of the detached_carports, is approximately 10,000 square feet.
%wilding 21;
One story woo -'framed and wood shingle and fiber cement sided community building.
L� Wood framed roof.
The gross are of the building is approximately�750 square feet .'
Use/Occupancy
Oakridge Village
Building 1 & 2: R-2 Multi -family residential
Building 3: Mixed Use, Separated R-2 (multi -family residential) & S-2 (public garage -low hazard)
Building 4:, Mixed Use, Separated R-2 Multi -family residential & S-2 (public garage -low hazard)
Building 5: Assembly, Semi-public pool community room
Maplewood Reserve_ 1
Townhouses: R-3 Mutiple single family residential
Detached Garages: Use Group U, utility, miscellaneous
Building 21 Assembly, Semi-public pool & community room .�i
General Building Limitations
Oakridge Village
The height and area limitations are determined by table 503. All buildings shall have an automatic sprinkler system
throughout.
Buildings 1 & 2 (Construction Type 5A)
R-2: Allowable Height: --nlones, 40'
Allowable Height modification with sprinklers (780 CMR 504.2): 1 story, 20'
Total allowable height: 4 stories, 60'
Height provided: 3 stories, 42'
Allowable Area: 10,200 sflflr
Allowable Area modification w/ sprinklers (780 CMR 506.3): +100%
Area building reduction for 3 stories: -20%
Total allowable area: 16,320 sf/flr
r�Area provided_ 6,32 sflfl ; ='
Building 3 (Construction Type 5A)
Building is separated, mixed use, with S-2 garage at the ground floor and R-2 residential at floors 1-3. There
is a 1 hour separation between the ground floor and the first floor as per 780 CMR 313.1.2.
R-2: Allowable Height -3 stories; 40'
Allowable Height modification with sprinklers (780 CMR 504.2): 1 story, 20'
Total allowable height: 4 stories, 60'. ,
Height provided: 4 -stories'; 51' _ Y
'Allowable Area ;�I0,200 sflflr. a
Allowable Area modification w/ sprinklers (780 CMR 506.3):+100%
Area building reduction for 4 stories: -20%
Total allowable area:_16,320.sf/flr
Area provided: 16,320 fl_r
S-2: Allowable Height: 3_stories;=40',
Allowable Height modification with sprinklers (780 CMR 504.2): 1 story, 20'
Total allowable height: 4 stories, 60'
cHeight provided : -4 stories;.51'-�
Allowable Area: 15,300 sf/flr
Allowable Area modification w/ sprinklers (780 CMR 506.3):+100%
Area building reduction for 4 stories: -20%
Total allowable area: 24,480 sflflr
( Area provided: , 20 sflflr
Building 4 (Construction Type 5A)
The building foot print exceeds the allowable area for R-2 use in type 5A construction and will therefore be
separated with a 2 -hr fire wall as per780 CMR 313.1.3. Building 4 will therefore be considered two buildings,
hereby designated Building 4 North and Building 4South. Both buildings are separated, mixed use, with S-2
garage at the ground and basement floors and R-2 residential at the first through third floors. There is a 1 -
hour separation between the ground floor and the first floor as per 780 CMR 313.1.2.
Building 4 North:
R-2: Allowable Height: 3 stories, 40'
Allowable Height modification with sprinklers (780 CMR 504.2): 1 story, 20'
Total allowable height: 4 stories, 60'
Height provided: 4 stories, 51'
Allowable Area: 10,200 sf/flr
Allowable Area modification w/ sprinklers (780 CMR 506.3):+100%
Area building reduction for 4 stories: -20%
Total allowable area: 16,320 sf/fir
Area provided: 14,200 sflflr
S-2: Allowable Height: 3 stories, 40'
Allowable Height modification with sprinklers (780 CMR 504.2): 1 story, 20'
Total allowable height: 4 stories, 60'
Height provided: 4 stories, 51'
Allowable Area: 15,300 sf/flr
Allowable Area modification w/ sprinklers (780 CMR 506.3):+100%
Area building reduction for 4 stories: -20%
Total allowable area: 24,480 sf/fir
Area provided: 14,200 sflflr
Building 4 South:
Building 4 South has a basement level garage which is not counted as a story above grade per 780 CMR
503.3.
R-2 Allowable Height: 3 stories, 40'
Allowable Height modification with sprinklers (780 CMR 504.2): 1 story, 20'
Total allowable height: 4 stories, 60'
Height provided: 4 stories, 52'
Allowable Area: 10,200 sf/flr
Allowable Area increase for street frontage (780 CMR 506.2): +90% excess open street frontage
(Total perimeter = 784'; Total open perimeter = 559'; Percent open perimeter = 559' / 784' = 71 %;
Excess perimeter = 71% - 25% = 46% open x 2 = 92%)
Allowable Area modification w/ sprinklers (780 CMR 506.3): +100%
Area building reduction for 4 stories (780 CMR 506.4): -20%
Total allowable area: 23,827 sf/flr
10,200sf + (10,200sf * 92%) =19,584 sf
19,584 sf + 10,200 = 29,784 sf
29,784 sf * 20% = 5,957sf
29,784 sf — 5,957 = 23,827 sf
Area provided: 23,800 sf/fir
S-2: Allowable Height: 3 stories, 40'
Allowable Height modification with sprinklers (780 CMR 504.2): 1 story, 20'
Total allowable height: 4 stories, 60'
Height provided: 4 stories, 51'
Allowable Area: 15,300 sf/flr
Allowable Area modification w/ sprinklers (780 CMR 506.3):+100%
Area building reduction for 4 stories: -20%
Total allowable_ _ f/flr
_ -Area provide 23;800 sflflr
,Building.5;(Construction
Building is A-3 with a semi-public indoor swimming pool.
A-3: Allowable Height: 1 story, 20'
Allowable Height modification with sprinklers (780 CMR 504.2): 1 story, 20'
Total allowable height: 2 stories, 40'
Height provided: t1 stories, 23'
Allowable Area: 4,200 sf/flr
Allowable Area modification w/ sprinklers (780 CMR 506.3):+200%
Total allowable 0 sf/flr
Area provide5,550 sf/fl-
Maplewood Reserve
The height and area limitations are determined by table 503. All buildings shall have an automatic sprinkler system
throughout.
Townhouses* (Construction Type 5A)
Allowable Height: 3 stories, 40'
Allowable Height modification with sprinklers (780 CMR 504.2): 1 story, 20'
Total allowable height: 4 stories, 60'
Height provided -'3 stories, 35' maximum
Allowable Area: 10,200 sf/flr
Allowable Area modification w/ sprinklers (780 CMR 506.3): +100%
Area building reduction for 3 stories (780 CMR 506.4): -20%
�Total:allowable:area:_16,320
CArea provided (maximum): ,00 s /flr,
.._. - —
Building 21 (Construction Type 5B)
Building is A-3.
A-3: Allowable Height:1 story, 20'
Allowable Height modification with sprinklers (780 CMR 504.2): 1 story, 20'
Total allowable height:,2 stories, 40'
Height provided, 1_stories,_16 j
Allowable Area: 4,200 sf/flr
Allowable Area modification w/ sprinklers (780 CMR 506.3):+200%
Total allowable flr
Area provided: 1,750 sf/flr
*calculations are based on the largest cluster, with twelve units and therefore meet the requirements for all clusters
with less than twelve units.
Detached garages are accessory structures as per 780 CMR 312.0.
Construction Type
Fire resistance ratings based on table 780 CMR Table 602.
Oakridge Village
Buildings 1— 4 (Type,5A, combustible, protected)
Exterior Walls(load bearing) : 1 hr
Fire Wall/Party Walls: 2 hrs
Exit Enclosures: 2 hrs
Shafts & Hoistways:1 hr
Mixed Use & Fire Area Separations: 2 hrs (see 780 CMR table 313.1.2)
Other Separation Assemblies: 1 hr
Exit Access Corridors: '/z hr (see 780 CMR 1011.4)
Tenant Spaces Separations: 1 hr
Dwelling Unit Separations:1 hr
Smoke Barriers: 1 hr
Interior load-bearing wall, cols, etc.: 1 hr
Structural Members supporting walls: not less than rating of wall supported
Floor Construction: 1 hr
Roof Construction: 1 hr
Maplewood Reserve
Townhouses (Type 5A-, combustible, protected)
Exterior Walls(load bearing) : 1 hr
Fire Wall/Party Walls: 2 hrs
Exit Enclosures: 0 hrs (see 780 CMR 1014.11 exception 2)
Shafts & Hoistways: 1 hr
Mixed Use & Fire Area Separations: 2 hrs (see 780 CMR table 313.1.2)
Other Separation Assemblies: 1 hr
Exit Access Corridors: 0 hrs (see 780 CMR 1011.4)
Tenant Spaces Separations: 1 hr
Dwelling Unit Separations: 1 hr
Smoke Barriers: 1 hr
Other nonloadbearing partitions: 0 hrs
Interior load-bearing wall, cols, etc.: 1 hr
Structural Members supporting walls: not less than rating of wall supported
Floor Construction: 1 hr
Roof Construction: 1 hr
Means of Egress
Oakridge Village
Length of Exit Access Travel (780 CMR Table 1006.5)
Use Group R with sprinkler system = 250 feet
Occupant Load (780 CMR table 1008.1.2)
Residential = 200 gross s.f. per occupant
Parking Garage = 200 gross s.f. per occupant
Mechanical = 300 gross s.f. per occupant
Buildings 1 & 2:
Mechanical = 800 sf/ 300 = 3 occupants
Typical floor =16,320 s.f. / 200 = 82 occupants
Building 3:
Garage =16,000 s.f. / 200 = 80 occupants
Mechanical = 320 sf/ 300 =1 occupants
Typical floor =16,320 s.f. / 200 = 82 occupants
Building 4*:
Garage = 20,000 s.f. / 200 =100 occupants
Mechanical = 3000 sf/ 300 =10 occupants
Typical floor = 23,800 s.f. / 200 =119 occupants
*calculated for larger half of separated area of building.
Building 5:
Pool area = 65 occupants (max bather load, 105 CMR 435.27)
Community Room = 750 sf / 15 = 50
Exercise Room = 20 occupants (1 occupant per machine)
Mechanical = 250 sf / 300 =1
Total occupants =136
Building 21:
Community Room = 700 sf / 15 = 47
Mechanical = 290 sf / 300 =1
Total occupants = 48
Stair Width (780 CMR table 1009.2)
Buildings 1 & 2:
Typical floor = 85 occupants x 0.2" =17"
Width by occupant load less than minimum (780 CMR 1014.3). Min. = 44"
Building 3:
Garage & Mechanical level = 82 occupants x 0.2" =16.4"
Typical floor = 83 occupants x 0.2" =16.6"
Width by occupant load less than minimum (780 CMR 1014.3). Min. = 44"
Building 4*:
Garage & Mechanical level =110 occupants x 0.2" = 22"
Typical floor =119 occupants x 0.2" = 23.8"
Width by occupant load less than minimum (780 CMR 1014.3). Min. = 44"
*calculated for larger half of separated area of building.
Door & Corridor Width (780 CMR table 1009.2)
Buildings 1 & 2:
Typical floor = 85 occupants x 0.15" =12.75"
Door width determined by occupant load less than minimum (780 CMR 1017.3). Min. = 32"
Corridor width determined by occupant load less than minimum (780 CMR 1011.3). Min. = 44"
Building 3:
Garage & Mechanical level = 82 occupants x 0.15"'-- 12.3"
Typical floor = 83 occupants x 0.15" =12.5"
Door width determined by occupant load less than minimum (780 CMR 1017.3). Min. = 32"
Corridor width determined by occupant load less than minimum (780 CMR 1011.3). Min. = 44"
Building 4*:
Garage & Mechanical level =110 occupants x 0.15" =16.5"
Typical floor =119 occupants x 0.15" =17.85"
Door width determined by occupant load less than minimum (780 CMR 1017.3). Min. = 32"
Corridor width determined by occupant load less than minimum (780 CMR 1011.3). Min. = 44"
*calculated for larger half of separated area of building.
Buildings 5:
Ground Floor =136 occupants x 0.15" = 20.4"
Door width determined by occupant load less than minimum (780 CMR 1017.3). Min. = 32"
Corridor width determined by occupant load less than minimum (780 CMR 1011.3). Min. = 44"
Buildings 21:
Ground Floor = 48 occupants x 0.15' = 7.2"
Door width determined by occupant load less than minimum (780 CMR 1017.3). Min. = 32"
Corridor width determined by occupant load less than minimum (780 CMR 1011.3). Min. = 44"
Minimum Number of Exits for Occupant Load (780 CMR 1010.2)
Buildings 1 & 2:
258 total occupants.
Mininum number of exits = 2
Number of exits provided = 2
Building 3:
332 total occupants
Minimum number of exits required = 2
Number of exits provided = 2
Building 4:
872 total occupants
Minimum number of exits required = 3
Number of exits provided = 3
Building 5:
136 total occupants
Minimum number of exits required = 2
Number of exits provided = 2
Building 21:
48 total occupants
Minimum number of exits required = 2
Number of exits provided = 2
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ice'
May 26, 2005
Building Inspector
400 Osgood Street
North Andover, MA 01845
Attention: Building Inspector
Subject: Sign Permit
Enclosed please find o sign permit application for The Meadows, located a. 2357 Turnpike St eet. We
are requesting a permit to install (3) Identification Signs to existing Fence. The Signs will be 18" x 72" x
V (9 square Feet), and are constructed of Sign Foam and Polyurethane Acrylic Paint.
I believe I have enclosed all the support materials required for this process. Enclosed you will find the
sign application, drawings of the proposed signs, a check in the amount of $35, and the plot plan. If you
find any part incomplete please contact me and I will be happy to send you additional information.
I appreciate your help with this project, and if you have any questions or concerns regarding this project
please call me at 978-372-3721.
Thank you for your time,
Audrey Peterson
Project Coordinator
The Sign Center Inc
www.thesigncenter.com 40 Orchard Street Haverhill, MAO] 830 978.372.3721
Zoning Bylaw Denial
Town Of North Andover Building Department
4O0 St. North Andover, MA. 01845
aas
Phone 9784884545 Fax 9764884442
dapiLo
ti
kpplicant r h
Date: I6 " i _ e'kation is
please be advised that after review of your Application and Plans that your Appy
DENIED for the following Zoning Bylaw reasons:
Zoning 1- 7
!levant
A Lot Area
1 Lot area Insuffident
2 Lot Area PreeAsfinq
3 Lot Area Cornplies
4 Insufficient Information
B Use
1 Allowed
Notes
� �
r4
F
1
2
3
4
5
G
hem
Frontage
Frontage insufficient
Frontage CO(nplies
PrOWdsfinG frontage
Insufficient Information
No access over Frontage
Contiguous Building Ana
Notes
A
IV A
2
Not Allowed
Lot Area Variance
1
Insufficient Area
Congregate Homing Special Permit
3
Use Preexisting
Special Permits Zoning Board
2
Complies
Large Estate Condo S Permit
4
Special Pemnit Required
Speciad Permit Use not listed but Similar
3
Preexisting CBA
R-8 Danaft SpeciW Permit
5
Insufficient inforrnation
4
Insuffident Infornation
C
Setback
JV A-
H
Building Height
L-
1
All setbacks corm
1
Height Exceeds Maximum
2
Front Insuifident
2
Complies
3
Left Side Insufficient
3
Preexisting M
4
Right Side Insufficient
4
Insuffident Information
5
Rear Insufficient
I
Building Coverage
/+
6
Preexisfi setbacks
1
Coverage exceeds maximum
7
Insufficient Information
2
Coverage Complies
D
Watershed
/i/ ,q
3
Coverage Preexisting
1
I Not in Watershed
4
Insufficient Inforrnation
2
In Watershed
j
Sign
3
Lot 1xior to 1 Q124M
1
Sign not allowed
'e 5
4
Zone to be Determined
2
Sign Com les
5
E
Insufficient
Histone District
<N A
3
K
1 Insufficient Information
Parking
1
In District review required
1
More Parking Required
2
Not in district
2
Parking Complies
3
Insufficient Information
3
Insufficient Infornation
4
Pre-exisfing Parking
Item f SPecial Permits Planning Board Item *
Variance
Site Plan Review Spscial Permit
Setback Variance
Access other than Frontage Special Permit
Parldng Variance
Frontage E=plion Lot Special Permit
Lot Area Variance
Common Ddywpy SWM Permit
Height Variance
Congregate Homing Special Permit
Variance for Sign
Continuing Care Retirement SpwW Permit
Special Permits Zoning Board
IndePendent Elderly Homing Permit
spwW Permit Non -Conforming Use ZBA
Large Estate Condo S Permit
Earth Removal Spedal Permit ZBA
Planned DwWqWdmt District Specad Permit
Speciad Permit Use not listed but Similar
Planned Residential Special Permit
Spacial Permit for Sign
R-8 Danaft SpeciW Permit
Special Permit preadsting nonconforming
Watershed Special Permit
T'hs above review and s11 ' ' alaristiorr of such Is based on th plans and infonraft . No definitive review and
or advice ehall be brad on verbal ainplariak ban the appicanrt nor shay such verbal sirplanistirrs by the appicant am to
provide dafiMiw rrawre b tls above raasoris roan DENIAL Any isoaaaciss, nilaadip iManiown n, or odw oubasquont
Chagas to the kftm tion aubmirad by Ors applied shall be giamda for thla ravkw to be vdM at the dlacratiori of the
Bird ft Deprtnwt The Wm*W d==ank Mad OFW Ravim NrrafiW shay be atiachad haralo and inoorpaais 1 harm
by refarenw..The 6Aftdepsrbrrar I M Main d plans and dooutrMn to for ttr above ft. You menet ft a new buil N
PlIft aPPICIft toren and begin the prg process.
.,n"'441 -�_ .5- a os 6 S
Building Department Official Signature Application Kaosived Applketion Denied
Plan Review Narrative
The following narrative Is provided to further explain the reasons for denial for the application/
permit for the property indicated on the reverse side:
Rafm Tet
Fire
zo A,;
/
A r -v c
-/" Zoning Elmd
/A goy o /�
/0 (/VVc? ! i1/ e a U e ju 0 ti"
/10C P 16 •e fioA) C e
r 1-
O r` v L;
—Other
BUILDING DEPT
Rafm Tet
Fire
I Haab
Police
-/" Zoning Elmd
Consmation
Dombnent. of Public Waft
Planning
Historical Commission
—Other
BUILDING DEPT