HomeMy WebLinkAbout2003-12-04 Traffic Analysis SPR i
DJKDermot J. Kelly Associates, Inc.
Traffic EngineeringlTrensportaticn
planting
280 Main Street, Suite 204
rth leading, NSA 01864-1300
Office: 978-664-2205
Fax: 97M64-2444
REF. 616
September 6, 2003
Mr. James K. Richards, GPA
Little Professionals, Inc_ r
Laconia Circle
North Andover, MA 0184
RE: Little Professionals, forth Andover, MA
Dear Jinn:
This letter is DJK Associates, Inc. (DJ ) response to VHB September 6, 2003 letter. The
queuing analysts was presented in the April 2003 Traffic Impact & Access Study and again
summarized in the September 2, 2006 Response to Comment Report. The 2008 Build
morning peak hour queue caloulated to be 117 feet while the evening queue calculated to be
2 with the proposed mitigation. Without the proposed mitigation the calculated queue would
be 198 and 74 feet, respectively. The centerline of the Day Care Center's main driveway is
281 feet from the edge of Route 114. The centerline of the bus entrance is 155 feet frorn
Route 114_ Without the proposed mitigation the bus only entrance may on occasion be
biocked for westbound entering traffic. However, the main driveway is not anticipated to be
blocked. More importantly, the Gurrent driveway location is the most appropriate location
compared to alternative locations such as along Route 114.
On July 28, 2003 we submitted a Highway Access Permit application to widened Sharpness
Pond Road to provide two approach lanes, if the Massachusetts Highway Department does
not allow the proponent to widen harpner's Pond Roach there is nothing the proponent can
do.
Upon your review of this letter, please do not hesitate to call me if you have any questions
and/or comments,
Sincerely,
iDJK ASSOCIATES, INC,
Dermot J. Kelly, PE, PTOE
President
cc: Karl Dubay, A+1HF Design
File
Traffic act
Ac cess Study
Proposed Chfldrem's.
Days Center
North Andover, MA
'i
ProponentLITTLE PROFESSIONALS,
pv_` //q■NA N
C.
Ixt'.33k' '.u'.'i[7i-1 l€'.;G- Inc.
TRAFFIC IMPACT AND ACCESS STUDY
PROPOSED CHILDREN'S DAY CARE CENTER
North Andover, Massachusetts
Proponent
)
�
` Little Professionals, hic.
` } Nomh �dov@r, Massachusetts
April 2 3
prepared by
De not J. Km¥Asp ciao% I c;.
amcEng|lie erin§7mns po rtatonma nn mg
0 M m n 9 Veet S uil 4
NQRh Rey m m MA018 64-13GO
978-664-2205 Fax, B a -2 4
1+ OF CONTENTS
NT
EfcIJTIVE sUMMARY.............................. ........................,,.,............. .----.......,.,.3
................... ...................... ,,..,,,.-..--.-_3
AI_TERNAT€VES TO THE- PROJECT...............................................................- .....----
STUDY AREA . .---.....:.................... ......... 4
r I 1-I€ G CONDITID .....................................
SIT E=rOI--NERATED T RAF FI C VOlrE-ME S........................
t
TRAFFI C CAPA ITY AN ALY I S............ .....................................................................4
Roue 114 at E wpner's Pond Road........................ ........ ................—......
,..
harper's Fond Road at the ProPos d bite DrFve,- 5
MITIGATIONMEASURES ......... .........—.,......................,...--,.,,..,...,...-„----.-..-,.,,,........ 5
M EXISTING CONDITIONS------•-----------------•------- .-,.......,.------.- —.,..-- .--,.,,.,..,..........,,--.,..7
'FIE€D-SURVE
- OEONIETRI ................... .........................................................................................I
� f
Sharpner's Pond Road ........ .....................:......--------................................................8
- y
TRAFFIC VOLUMES..............................--------.................. -- -....------.,..................------.8
i
VEHICLESPEEDS .............- .- .........,,,,,..,..,.-.-----..........---.-,...,..,.-----------•-------.----1. 9
r. FUTURE TRAFFIC VOLUME CONDITION .. 11
t
BACKGROUND TRAFFIC € OWTH ....................................... ............................... I I
VEHICLE-TRIPGENERATION.....
TRAFFIC DISTRIBUTION/ASSIGNMENT .....,.,,.-„.................................................... 13
TRAFFIC OPERATION ANALYSIS ...----, .........................................................--- 14
METHODOLOGY............................. ........ ................................................................ 14
Levs€ of ScrvicQ..................... .................................. ............................. . . ............ 12'.
4
} CiS 7a47
Umigrtalh-,ed Intersections...................................................................
TRAFFIC ANALYSIS RESULTS ------.-„..................................................... 15
Route 114 at harpnet-'s Pond Road........................ ............ .-----.---................ 15
ShHrpner's Pond Road at the Proposed Site Dtive................................................. 15
SIGHT € ISTAN E....................... ..... 17
APPENDICES...... 20
x
ii
E ECUTWE SUMMARY
OVERVIEW
Dermot J. Kelly Associalo lc�c:, {DJK) has conducted a Tfaf�Ec ir�lp�lct 7E1d A�:cess
Study for o proposed Little Professionals hildren's Day Care Genter to be loc: ted
adjacent to Raute 114 northeast of the Route 1-1 JSharpner's Pond Road intersection in
North Andover, [Oas3a(J1kJset€ - 1=igilfe 1 graphically illustrates the project site location
in relation to the IocaI and regional roadway system,
This report identifies existing traffic operation pararnetors cin the" adjacent roadway
system, evaluates the antioipated kaffrc vo€ume Increases as a result of the proposed
project, acid analyz>;s Qil 3 site-generated traffic-related impacts_
Presently, the proponent, tittle Professionals, Inc,, is proposing to construct a day ram.
center with a capacity of rep to 175 children- The proposed acc e,ss to and egress from
the site would consist of two cuf-b cuts alone Sharpncr's Pond Road_
AI_TERNATIVES TO THE PROJECT
For the ptirposes of this report, the folkWng aIternalives were evaluated:
No-Build - Tho No-Build alieT-flative was examined to e toblE�3h: the 2003 MselEr7�
traffic-volume condlitions_ The inurr €imental impacts of the propix3ed project may bc.
determined by mar Ing cornpadsolis Eo the Flo-Build alternative, The Flo-Build
alteFna€five assumes that the p€ojed h3 not built.
Build - The Build all {native includes the doveloprn nt of the proposed- project. The
Build alterrralive is evaluated in this :-epGrt and is compared to tllu N -SLfild analysis
condF Lion, TM. Build con di1;nn r�presents the increase in traffic fron3 the p rev our ;
conditlon to th-1: ;proposer? cor.3itioll (i_e,, €he defla imp-act).
C.-.: .,A, 1.'1-;l il_.n ..ri.
Figure 1 Site i ocatioD Map
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STUDY AREA
The study arua includes Route 114 and Sharpner's Pond Road adjacent to flle3 project
parcc€ as well as the of Route 114 at SharpripCs Pond Road and
Sharpner's Pofld Road at the N-oposcd Site Drive.
E X ISTJ ING CO NDfTl0NS
Aiu:ilysis of the recent traffic counts indicates that app-ox[mately 20,514 vpd (vcxhE€e-,
per day) traveled along Route 114 adjac eTil to the site during the traffic volume inventory
period. D4lr6(J tho Mo peak ti-avel der-nand periods, which occurred belwe.en 7:00 and
9-00 A€k+€ and between 4.00 arrd 6:00 PM, an average of approximately 1,980 arA 1,804
vph (vehicles per hOUF) were- obsewPd a€orrg Route 114 during the weekday morning
and eveilirig po2k hours, respectively-
StYE-C;E=NERATED TRAF FTC VO LU WES
Based on observations at two existing Little Professional facilities, It is antacipat d tklat
the proposed day care center deve.lopment project would: generate appmArnately 512
vehicle-taps per day, This daily volume would be split evaNy with 256 vehicle-trips
entering and 256 vehicle-trips e itIng the site ovor tho course cif ffi(i en[ife 4-hour day.
Mare irnpoF[2ntly, during the weekday morriing peals hour, the. entire development
project would generate a total of 188 vehicle-4rips with 75 vehlcic-trips o-Nerincg and 63
vehicle-trips exiting the project site. Similady, during the evening peak hour, it is
anticipated that 106 vehido-trip% wciuid be generated. The 108 vehicle-t®rp"S € uld
consist of 49 vehicle-trips entering and 59 vehicle-trips exiting the development during
the peak 60-minute period, The remaining vchkAe-trips would fo ur over the course of
thc: day-
TRAFFIC CAPAC1'rY ANALYSIS
Unstgnallzed intersection capacity analysis was p rrorrfled for the study area
intersections. The capa6ty analysis is sur ma- rized be)1ow by €ocation-
Ravt� 114 at Sharprier's Pond Road
Under 2008 Build with mitigation and with development traffic volume candilions, 1ho
loft- and right-turn on Sharpner's Pond Rofsd would operate at LOS i* and D during the
morning and everting peals hours with a L:elay of 97.5 and 25.4 se odds per vehicle,
respectively. f5llit`goflon lncludo3 the conStructEon of a right-turn fade along harpr7er 3
Pond Road.
4
Sharpner's Porsd Road.A the Prow>sed Sito Drive
Under 2008 Bufld with development traffic V(*lFTH- conditions, the le.R- and right-turn
exiting mcwe- ents from €h.c site wot,[d operate at I_OS A up through 2008- The left-
turns entering the Proposed Site Dilve v,ruin d 0[)e.F,-]1e at LOS A.
MITIGATtON MEASURES
The: final phase or the. analysis process is to identify the mitigation. n Gat;ureS necessary
to minimize the impact of the pi-olect ork the frarrsportakiorn system. The proponent will
implement all mitigabora measures listed below prior to buifrling o x:upanc-y subject to the
pfioject moving forward and the proponent receiving all necessary pt rmils and
approvals:
The Proposed Pilmary Site Drive is suggested to be located as far as €ossible from
Route 114. CuFrent project planning h��is the primary Site Drive approximatery 280
feet from Route 114. A secondary egress only drive is suggested to be luc:ate:d
south of tone primary €firive €0 provide bus only ergress to thr: site,
a The Proposed Site Drive 3s suggested to be a minimum hvernty- ive feet wide with
one 1 ' -foot entrance lane and one -foot Qxit I rr 3. Int�r�ectior€ corrre€ radii ar c.
suggested to be 5 to 30 feet.
• Egress movements ago suggested to be plaf.Qd tinder step sign control and painted
stop lines- Entei-ing and oac!tirtg movements. a3-e suggested to fb�: eparated by a
double yeflow center lane line- Overhead street lighting Is suggested to be
considered at the Proposed Site Drive intersections with Sharprier's Pond Road,
To enhance the overall sight distance at the inkersection of the Proposed Site Drive,
it is recommended that rcadside vegetaticin, topographic ground elevations,
landscaping, signage, if any, etc-, adjacent to the accesslegress delve ays be
maintained such that Sufficient safety sight fine,-, are provided in both direction',',
throughout [lie life of the proje�A. This tram ular area should eylond 14.4 feet (4.4
meters) to 'f 7-8 feet (5.4 meters) lack from the existing edge of the roadway
(n-epresefnting an existing vehicle) and Pxtend to a rna irnum possible location (500
feet miniirniim) in each dii-ec€€on along Sharpnei's Pond Road (i-epresenling all
{ approaching vehicle).
lr.# :rsec:ioii. advanced arming signs are suggested to be placed along harpner's
Pond Road in advance of the accesslegress driveway,
4 In order €o improve tha t_OS operation condition along S€.arpner's Pond Roan at the
Route 114 intersection., tho proponent is willing to widen harpnec is Fond Road to
accommodate an addition 1 -fool wide approach lames for a distance of 100 feet
From Route 114, [rwe Shai-pner'3 Pond Road intersects with Route 114, a
1 as Highway ovened roadway, I-AassHighway approval will be required Irr ardor tQ
construct the I00-foot leng fa110. Additionally, fho p ro pone nts of The, Meadows arc.
also willing to wider€ harpner's Panel Road for 100 feet- Conscqueflffy, it is
suggested that the pmpia nent for f-itt!e ProfesE�onals 41c. coordinate this isskie, arrd
widen Sharpiier's Pond Road for 100 feet e€thei-with the proponent of The € cl -]dl}w:i
or prior to Tlic Mo idows or afIcr Tht� Meaidows. I rid epe,ndc:Ki1 of F)roject sequencing.
with both projects harp3Ier's Pored Road should be lengthened for a tolal 200 feet.
In anticipation of a possiblu fuitjrr: traffic sic r1W at the Sharpiler's Pond Road
intersection with Route 114, the proponent will provide a conduit corinec€i4rm across
harpner's Pored Road with u plill pox located at each end of the condu€t.
3
EXISTING ts£}NDITION
HELD SURVIE
mprehensive field inventory of the adjacent roadway s stc:rr was raG u €erl rl��rirsg
t=ebruary and 0cfober 2 00 2, The field inventory induded collection of existing roadway
geometries, traffic Volumes, vehica steeds, and safely data for the roadways in the
vicinity of the site-
Traffic volumes were measured by means of automatic t€-aff€c recorder (ATR) courit
and suhstanEi�)tad by manual intersection turning-movernerit and vehicle-classification
counts (TNIC). Safety inventories included vehicle, specd observations and a detailed
evaluation of the safety sight lines at the proposed driveways located along harpr�ar's
Pond Road.
GEOMETRICS
Route '114
Route 114 is qen rally a three-lane ro8dway with one through lane for each direction at
traveE and a dual use center left-turn lane looted rrorlttf the site- ofh of the site
Roue 114 is a two-lane roadway with ore-lane provided for each direction of travel,
The travel lames are generally 12 fee€ wide with an 8-foot to 10-foot gravel shoulder an
each side of the roadway- Route 114 }provides accesslegress to nurr€erous adjacent
highway eomcneT-Oallretail and residontlal land uses along its er€#€re length.
Roui.� 114 consists of birtu€nino.us concrete paverrient in fair coridition with no major
pavainent break-up of edge raveling noted during the field inventory period- Horizontal
and vertical alignmmts are fair along Route 114 with the roadway passing the site
driveway over relatively levelltangenI Agnment. Vehicular movements along RotlELa 114
€n the vi6nity of the site are genera Hy r€nco€strolled with side �5tree,s and driveways unde7
STOP control.
I
I
har� f id Road
harpner's Porld Road is a two
b€ direr#io3 al mad way 24 feet wide_ The
hi r pnc�-'s fond Read approw h to the R )ute 114 intE-rsecticn is under stop sigri €:oriVol
With opposing € ;�ffic rnovements separated by a double yellow centeriirre. The 1-0adway
i.} € astcd foi-40 miles pee 110Ur,
TRAFFIC VOLUMES
E>E-;fing traffic vo€u:nes were recorded mcch2nieally by an automatic traffic � rc�rcf
(ATE) and were substantiated by actual manual intersection turning rnovernent and
vehicle cfassificafion c.c LM S {Tl4#C}_ These (Faffic volumes Wee fevie. ed to determine
avemge daily grid peak-hour- traffic volumes on (tie study area roadways. Table 1
summarizes the ATf tF, fir volume Plata collected long Route 114. figure 2 graphically
present the resr,fts of the: manuol ir�ters�� fior� Wrrrin rr�c�v�fn���€ couf�t�,
Anaiysis of the recent traffic counts indicates that approximately rately 0,514 vpd (vehlides
per day) traveled along Route 114 south of harpner's Pond Road during the traffic
volume inveriWry period_ During the two p ak tfavfM derr nd periods, which generally
occur be€wnn T 00 and .00 AM and between 4-00 and 6-00 PM, appm lmate ly 1,380
and 1,8 4 vph {vef ides per hoof} were observed along Raute 114 during the weekday
morning and evening p", k hours, respEa. , ivefy.
8
61GTI,7
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i
TABLE I
EXISTING TRAFFIC VOLUME SUMMARY
Y
. .
ba[!y lf-afi;[c Peak-Hour
Louatlonf (24 hour) Peak 'traffic Volume K
Time Period (vpd)� Hour (Vplt)h Factor"
Route 114 South of
h arpner's Pond Roast-
€hur..day 20.365 7'15-#"15 AM 2,010 £3.5f°In
February 5,2fJU;' 4_45-6:4,5 PM #,I;i;a 8.6%
Friday 2Q,{iG:i 7.10-8.30 AM IC.950 9.4%
February 6,2002 5,00-6;00 Nil 1,353 9-1%
Avurage 20,514 Morning Peak 1,980 #),I°!o
til vr-kc3ay Evertiriq Peak 1,804 B.6%
harpner's PorEd Road
North of Floute I14:
Wed resftay 1,9#3fi l;4r-8:41 AAA 164 8 3%
October 8.2002 5;99-6;00 PM 214 10.8%
T€ uFF ay 1.843 715.E=15 AM 17'f 9.6%
k Octobcpr11, .7 02 4,N-5,.iO PM 171 9-3010
Fdday ,OfW 7AM5 45 AM 194 UA%
Oi-,a ur 10, 2002 4,45-;:45 PM 102 9-3010
Average 1.965 Morning Peak 178 UOL
t
Weukday Evening Ptak 992
Vrharles ppr day-
aVPhic!es per hoar-
cPcrcent of daily tra[f[c occuuirlcg during the pea3,hoar,
VEHICLE SPEEDS
Speed measurements were taken by a standard traffic engincering procc-dure called the
"floating oar rm�-:thoti " Vchlcle speeds were measured by means of an obsel-Vat€or€ car
traveling through the study area at a speed cone;isient with Ef)t� flaw of traffic on the
roadway.
A limNA nu€nber of these observations were made over the field inventory period along
h rpner`s Pond Road ad3acent to the site. The limited number of speed observations
were obtained to gain a meaningful valuo of an average and typical vehicle traveling
through the area. The resulks of the speed rneasurplincnts are s€;Immarb_red in Table 2.
As shown, the average speed varkid along Sharpner's Pond Road with speeds recfx-de.d
in the ran'pe of 40 to 4 niph its the woMbound direction %.%,ith vehicles slowing clown as
Ve€licles _�praach the Route 114 intersection. Casibouna vehicle speed is im'3ac3ed by
tier± turning movement fror[-[ Route 114 onto Sha rpm r's Pond Ro�.(1, whir:h krr-,.:s vehicle
speed to the 10 to 20 mph r�:,riqe.The posted speed I€a, Ef is 40 mph alortg
Pond Road,
B
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, . .
, Figure 2: 2003 fxlati l! £
@euk Hour Traffic Voluincs
W7x A-Dk\ M§£N IC PEAK I OUR
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. 7r 2K-2]Z #V')Vj RG ££wN HOUR
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TABLE2
OBSERVED ROADWAY SPEED SUMMARY
Lockmni PostedlOff 1cfal Observed
Direction Speed Travel
of Travel Limit (m;h) Speed (mph)
Shari % Pond Road
i adjacent to the Project Qm:
Wesibound 40 4O to45
EaGtbound 40 40 5 20
. � m =U6«r¥a
�0
mm w,
FUTURE TRN-FIC VOLUME CONDITIONS
This scction of the report detem-iiTies the future traffic volume levels atanq ttrf? s€udy
area roadways. and intersection. To determine the impact of site-generated traffic:
volumes an the roadway nf;�€work under f JuTe conditions, the existing traffic volumes In
the turfy area were projected to the year 2008 to Eye c:onsi, t(emt with [Aa9sachusetts
tato guidelines for Traffic Impact Assessments_ Traffic volumes are tine coadmy
network at that time will ire *ide all existing traffic, background traffic growth, and the
site-generated traffic volumes_
Traffic qfo th on area rozid ays is, 8 function: of the expected iaod development in the
immediate area as wc1l as the surrounding region. Sevorat €r Ahods can be used to
estimate this growth. A procedure frequently employed is to identify the location and
type of new devatopments planned to occur during the designated planning horizon,
E�stimat €€ e fra€fic to be generated and assign it to the area roadway network- This
method usually produces a €-ea€ist€c es#iniate of 9cowth for loc&al tr8ffic_
The Plavring Offices for the towns of oath Andover and Middleton vie€-e consul€, t
d€ ing the data collection phase of thii tUdy to identify existing and projected
diovelopme_nt projects arittcipated to occ€sr by 2008. Based on this, information and other
background information, it was assumed fog- traffic planning purposes that the folio ing
projects are construct�:d and operaHonat by 2008,
108 resident€a€ condominiums to be laca(ed along Rmite i 1 4 opposite .€ahnson
Street (Boston Hill)
5 single4;_im€ly homes located al:onc9 Route 114 opposite the site (F(_}rest View);
6 ,700 s:1.:inre 1 -)ot off." .e Idinq Iocr;1c d a I u n y ; ' 1EE3 1 1.1 nni'th of the i site; and
f:l li
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270 condon-inium ur€its located along RGLAE' 114 opposite S harprrer's Pond Road_
In addition (n the development projects rioted ahove, existing traffic voiumes were
increased b 11/. per yer-ir iiF) ihr{ u�1tl 20G6 to accourft for backg10 nd traFtic r�rovrth
which may occu [fora othcr development projects fact anticipated at this lime.
Figure 3 graphically present the 200B No Build weekday adorning and evening peak-
ttout' traffic volume cunditions_
Traffic volumes dimes aced by day care developments normally follow we[Ve,stablished
patt(�rtls will) respect to magnitude and temporal dis;Erjbutiori. Mcasurernents at two
existing Little Day Care f. 61Ri8s have established trip generation rates,
which have been standardized for analysis pur-poses. The at day
proiccts generate vehicle-trips depand on tho operational characteristics and the
capacity of the facility_ Accordingly, the operational characteristics of the existing tittle
ProtesionIs lay Care #acilitiesvere applied to the propasec facility- Tho ar-tw)l trip
tables for the existing aria pfOP030d facilities are reproduced in the appendix of this
report.
It is anticipated that the proposed day care center would generate are average of
approximately 512 vehicle-trips per day. This daily volume would be split PVRTIIy with
256 veNcle-trips entering and 256 vehicle-trips exiting the site over the course of the
ankire 24-lie ur day.
More importantly, during the weekday morning peak. hour, the entire day care
development project would generate on average a total of 138 veh€cle-trips voith 76
vehicle-trips entering and 63 vehicle-trip,, exiting tiro project site_ Similany, daring the
evening peak troth, it is anticipated that on average 108 vehicie-trips WOUld be
generated. The 108 vehicle-trips world consist of 49 vehicle-trips cntciir1g any# 59
vc-_fiicle-trips exiting the development during the peak 60-minute period_ The remrjiNng
vehicle-trips would ocour over the co -se of the day.
Table 3 summaries the peak-hour and daily project-generr)(ed traffic vo€urr3'-s for the
proposed day care developj'nc�nt project_
G;{TI�1
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Figure ]: 20138 No Huila
Pcak Boer Traffic Voli es
13 £K)x Me£MNr FEAK HOUR
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TABLE 3
VEHICLE-TRIP GENERATION SUMMARY
Time Periodl Little Professionals
Direction of Trayi-1 Day Care Center
WEEKDAY
Morning Peak Hour
Erituring (vph)2' T
Fxitin(I (vph) 63
Total (vph) 135
Evening Peak Maur_
Entering (vph) 49
Total (vph) 10B
Daffy Traffic;
Entering (vpd)fi 256
E ifing vDd _256
To € (vpd) 51
- -- -----
frarfi;a;Prieratioa rmefi ar(q etas;rE uar a)l)gervatiVras at two existfrrg Little Professional;facil;tics witil tNo Hk-'Lm9 grit}
faUrs rr produacd in ilia app ndix of rEltac,at_�,dr vehicle trips per#your_
apii =vehicle-trips pof hour.
Cpd=veNcle-trips,er day-
TRAFFIC, DISTRIBUTIONIASSIGNMENT
Direction, distribution of generated trips to and from [Fie ��r«posed develaptncl�t is
expected to follow exi frog tra-nk: patterns which, in turn, is a function (}# population
densities, shopping opportunities, ui'L�as of employment and recreational antfvities.
Accordingly, the directional split of the new trips origiflaling from, or destined to, the.
d volepmfznt were based € n existing traffic patterns as odscrved for this s51udy.
The site-generated traffic volumes were superimposed onto the 2008 No Build traffic
volume networks creating the 2008 Bole# ![W ie volume net ofks. Figure 4 graphiciAy
present the 2008 Btjifd weekday rrtoming and evening pea# -I)OUF traffic valLunle
net orks_
1:3
I
-
Fig ute 4: 2 G)B Build
Peak Hums! Traffic ¥0 eS
Wiz! yZ A£ MORN+J 179J a0Vz
��e
. i z SITE
G 3 �
2 Out {}
� T a ,a
2 \ ��.
� \� r � . . �
}
THE
yEADOWS
�
WEEKDA Y E I I N+r 23]If «0 P£
�0
j
�
2 a J 7£
J4® ~ t _
/\ m
J {
&
+
q£
� ..�.. _
k! Total hide Trips;
R Schein,
�) site �nry:d 'a)� �� »
J. EcE7 AssocicLLcsj %e.
E 1 §c Su22weg» �?tied«+>DHR, 9yune:7
c �� G » • t « � v a w ... mv a,»r�-
TRAFFIC; OPERATION ANALYSIS
To nse:ss quality of flow long the study area ro�.�duvays af1d Intersections, an
[r to-section Capacity Analysis was conducted under the following analysis corrriitia���;
• 003 Existing Traffic Volume Canditions
r - 2008 No Build Traffic. Vulum�;i Conditions
• 0p8 Build Traffic Volume onditironswi€€ out Mifigaljofl
Q 2008 Build Traffic VoIume Condifions With hiitigatiorl
The Capacity Arrays"i5 will provide are indication of how well the roadway facilities serve
the Eraific demands p€aced upon them,
METHODOLOGY
Level; of Service
The primary result of capacity analysis is the assignment of level of service to a traffic
fac€iitics under various traffic-f low conditions-I The concept of €eve[ of service Is defined
as a qualitative measure describing operational conditions within � traffic slFeam and
their perception by moforist apd/or passengers- A level-cf-service definitio l provides
arl i nd E"X to gU21Ity of traffic f€ow in to3-nis of SUch factors as speed, €rave€ #ime, f'o-edom
to maneuver, traffic interruptions, comfort, convenience, and safety.
Sic levels of service are defined for each type of facility. They are givon 4A[er
do!signations from A to F, with level-of-scrvic:e (LOS) A represeriting the best operating
cordiit€ores and LOS F the worst.
Since the, k vel of service of a traff€c fauility is a funCion of the traffic flows placed tlpon
it, a facility may operate at a wide rang n: [eves of service, deponding o:t the time
of day, day of week, or Period of ye,
1Ffr.,fm'v y Cvp;r.-;A. OCI Beard,%'�_e :-gton, DC, 20DO.
K ,
Gs!• 'I�i
Unsignalized Intersections
The, kavcls of service for unsignalized intersections are determined by appllcaiion of
procccluTe described in the 2000 NrgJ34Vay Capacity Mantjaj.2 The procedure accounts
for €arse configuration on bot h the minor anti major approaches, cc)ntlicting tfaffic strearrt
VIALIE'ntvs, and type of intersection control (STOP versus Yl`LD)- 1 n'st, t�rr�r�reE'rc:�l
maximum or capacity tiow a vehk,:les for each: minor approach Iane is calculated- The
capacilies are then compared to the der n� rld at the. respective rrlillor approaches. The
dewy is then estimated based ors the relationship behveen the sc�vice r2kq Hrid 111(a
degree of saturation, Table 4 S[jrrl1T1arl7P4 the relationship between level of service and
exp(3dE.�d del8y to minor street kaffic-
TABLE 4
LEVEL-OF-SERVICE CRITERIA
FOR UNSIGNALEZE D INTE;R ECTtONSa
Level Average
of Control Delay
Service ( cuori&[Vehicte)
A - 10
B >10 - 15
C >15 -25
€? > 5 -35
E >35 - 50
F =t5Q
Source: Hrghivay Capacrry Marruaf, {HGM 2064)-Transpor3atiorr Rk�surrcrr F34mrd, Lk�yltiai�rta�n, I)C' 2000.
TRAFFIC ANALYSIS E ULT
Capacity an alp-es have been Conducted at the study area intersections. h exults of this
analysis arc summarized below by intcrs cljon and tabulated in Table 5-
Rotate 114 at S harpner's Pored Roast
Under 2008 Build with mifigation and with deveiopment traffic volume corldili€ mn ;, the
left- atld right-turns on harpner's Pond Road vvQul l operate at LOS F and D during the
morning and awmirtg pe8k (tours wi(h a delay o: 97-5 and 5-4 seconds 3 per- vehicle,
respecilvely- Mitigation includes the construction of a right-turn lane along ShaFpneT's
Pond Road-
haroer's Pond Road at the Proposed Site Urivo
Under 2008 Build with development traffic volume conditions, the left- and right-turn
:Acting movements frarrt the site would operate at LOS A up through 008- The Icft-
v._--ns entering ltia PFoposed Site DFiVe would operate at L0 S A,
2Higtr�v } Gop_,vity f?anual{ !;l �U :]};'Ir�msportation sir s<a�c:t� f u,i:.I.Lis:¢whi,l r(MI, 1x".:?im')-
15
616-TI 7
Ta8EE5
UNSIGNAUZED |NTERMO ON LEVEL-OF- SERVE E SUMMARY
-- — ..... ..._ ..__.�
3BBSuk m« B&d
L»,WP 4�vRmv 2 m 200BN,a&d w hnap¢Ei a t i o&_ hMi 6cn
._. ...
— r g nt 'a D a%% _ LOS�ACD [Demand_ LOS D wrnna LOS D mmd
Ro u,o 114 a I S barpn &
e orl U Ro igd& The mead v:
s c u.n.d AIM A m±ns!
r1 miq PenkH5a . D M J 33 E 4y5 3 E 43z 33
amp PmkHour - — — c ]EB ]e C !ia 16 C 15» ;;
w 6,Do Lind yommen%
ebmB; Peak Hour O 27.4 85 O 32J 89 F 316-0 1�-2 F §a5 142
eni q Peak Hour c 22.9 53 C 1§2 56 F 66.3 56 r 2GIA 106
No hiound Lit
Turns tring
Bema) Peak Hour _ A C2 3 A 02 & 02 a
Rgan§ nkHour - — — A oa 17 & CB 17 A ea ;7
i bound W,
armsE-t
Morning ek Hour B 10.2 ]a B ]Bg 14 B 11a 4e B x» 4a
,mn w Hour B 10.2 28 B ]BJ 29 B ]t] 50 e x] BB
pond aU m
«e qR9&
mcrth Bum» L13I-& Right-
Ia» E::
Morning PeakHour - . _ A 9.7 58 A 9.3 ea
ern. Aeak Hour . — . A $< 54 A 24
we r bound U b#! 72
yDma) Peak Hce . — - — — A 2G 12 A EG 12
ern q Peak Hour — — - — — A M 3 A 0. a
� .. .. . .. . . . . .. . . .. . . .. .. .�._
®a« 7 aye Rc» 5�R 3a AE6
16
,a ! .w !resc ad.
i
SIGHT DISTANCE
In the vicinity of the proposed project site, Route 114 approaches the Site Over n
genera€Iy le vel/ta r tg on t Edi9rin1;-)nt wi01 f o(Ae 114 located approximate€y 2 80 feet to th0
west, Det2ifed Sight Distance measuro-:rift)€s wim-, conducUAd wilh respect to the
Sharpner's Bond [load approaches to the proposed intersection to Ucntify any potential
mifi atron, measures, whiCh would enhance the avai[ab€e Sight Distance.
Sight Distance considerations are basfcafly divided into two t�dlcn-la' (1) Stopping Sight
Distance ( D) and ( ) lntersection Sight Distance (ISID).
TOPPING SIGHT DISTANCE (SS€ )
SD is the distance required for an approaching vehicle to perceive and react
accardingfy to art exiting} ar en1cring vehicle. The values are based upon a perception
8nd rear€€on time of _5 seconds and a broking distance calculated for vet level
pavement_ When the roadway fs either on an upgrade or downgrade in excess of 3%
grave correctiOn facto3's are: aPpli�-d_
INTERSECT€ON SIGHT € IST NNE (I D.
€SD is based upon a perception and reaction tirne and the time required to cGmplate a
d4-sired exifing maneuver after the decision to do so has been made. Values for €SD
rr,present tho time required to. (1) turr) I0ft or right and to acc ek-rate to the operating
speed of the street without causing approaching vLNc les to reduce speed by M(X-e than
70% of the initia€ speed and (2) upon turning left, or crossirig the major roadway, to cioal.
the roadway without causing approaching vehicles to reduce speed by :none bran 70%
of -Liie initta€ s!-ie:ed. Whenr a grade exists in Ui1� roadway or when Inrgc.;, speed reduction
tllue�s are acceptable, correction factors ar-e appIled.
17
I i'? slti5
C: •:;ghl{_.rG;:C.Il.P,
SSD €s far more important as it represen s the minimum d staince reclOred for stapping,
while the f D criter4-) is bascd only (4)on 8c.cept8b10 speed i-eductions. to t€ (--
approaching tr�iff€c stream.
Table 6 compares €h�3 mcasur-ed SSD w1th th 3 minirntim SSA] requirements fog both the
obscrw d vehicle speeds as well as the posted speed limit along harpner's Pond Road
in the viciFky o� the situ_ As can bo s(-:cgfi in Tahl(s Ei th<-: ava€lablc SS€? of €E)a
Fropused Site rive exceeds the minimum SSD requirements for the Pasted Speed
Limit of 40 mph as wpM as the ohE >E-rued speed of up to 45 mph, Additionally, the
available i D e,�ist of Ule Proposed Sit-: [Drive exQEe ds the mink'num rf-)quirprrie rt ln}- (tie,
Post�d Speed of 40 mph as well as the observed speed of 45 mph_ West of (lie
Proposed Site Qr€ve vekiicle pen dzs 'a3'a conVo€led by fhe, turning movement from Route
114 unto Sf arpner's Pond Road and rango bctwcen 10 to 20 miles por hour, Ttic3
available SSD and €Sid exceed the minimum requirement vest of the Proposed Site
Drive.
.f
�8
TABLES
SUMMARY OF STOPPING SIGHT DISTANCE ANALYSIS _
SSD 5D
P »aRequirements Requirements
spi2ud Obsorved Measured (feet)for for
L;Sa do m Limit Spja Rd Speed Condor ! Speed C A ddo\
m @coon d r w . ph ' (mph) . (feet) mph 40 mph 45 mph 20 mph. 40 mph 45 mph
RO Q R 114 a 11 m(3 .!)p CS Pi
SilLODrive:
=s//U
29Bngd e -m
h DBApproaching
L:B p 2h 40 4045 -�5 00 -- 305 360 — 85 50 3C
v t w§ A Exitino
L o g NDlh 40 4-0 45 m — 300 MO 85 50 :c
'r6Ke
Rom ter Site Drive
VerȤA U q
of ng South 40 B&o ±8c 115 — 2 l 95
Vehicte E apm chi
Locking Ncrth 40 10-20 4280 115 — —
� ......,�.
a; rour.
o ewaD e one occurred cp Febnjary 9, 202 maw of r ndaee e Alain«a.c,.-(
» iA Poi,icv or. .)m & qlO(.«Z2#J2 % AM wy Awe Q, ya as Ze4T gj::c e, Cf.a 7A *! 2 &% 2 g.
2 A m ; a % + eAa, W,y b a ya6 e ms. � a @Ka @:4""E,�. 52.
a=+9 Nr+l q %@mdyy=m9'or o9§yV.;fir . ym
]O
>,:
: « =2,=e« !mom d
APPENDIGES
APPENDIX A - TRAFFIC VOLUME DATA
APPE14DIX B -TRIP TABLES
APPENDIX C - CAPACITY ANALYSIS
YSI
k F
'f
20
lilfi71: '
APPENDIX A - TRArric VOLOME DATA
3
L,«; -,„
TDC -.....-
Trans ortation Data Corporation
I/S: TUrnpike Strcui (Rouce. 114) Offi12 W,I el 3 1 J.'N.)4.4!0.f.fY PJ if,k.�L OA IJ T P�O Filc NUT11C 0187 3A
r�: f6 I� Fax:500-85 1-�Mt
Sh- '�i I �Etc Codc 00000571
'LLplicr -lond Ro'ld
('ky, Siacc. North }1ndover, MA SiarE. 02/05/2002
................
...... 6 "0uao P.'��'�N�wI R�N I TL1131pikt
u
l 3L t
fpvn E;int From Ikuth
St3ri TlW i Iligm Thri 'pp' 11 LTrr _4a ptxr% kpp-
R�Rhi Thstl Let Pt� Al'F" Ind. TOLA] Tn', I'L
i.rcxlr Ffom 07,00 ALI do DUA 5 APA Pc;jlc I d I
IFIIO[Secdors OY:15 AM
Volume 0 �)24 13 0 947 4� 42 0 135 1 17 979 C) � i 2028
Pvrocnt 0.0 OFS-6 1-4 11.0 50-6 0.0 49.4 0-0 1 1.1 ijB_3 0-0 0-0
07:30 Voritnia 0 255 2 U 257 f 1 0 12 2.3 2 (A f) G
Peak FaNOF 11
Hfgh Ertl. 07:30 AM I O.W AM G7:30 AM
voluallho 0 255 2 0 257 1 0 9 0 26 2 2713 0 U 280
Pcak Fac T o.850 G.8n
Chd kj TM l
m7 1CAMI
lair WL ftds I
L
....... - ----------
t 0
mxlh
rrcOD2
6.0000 RA
k'
it
Ci�fq
TiLk,.ks;
7Nij Peels
1E1721
OA $I Tceg
2
% .... .............
7ransporiagion Data Corporation
-1YJLd' '.MA 0 1 ASO P2 M SIM04. OR MWC�
-'4/s: Tun1pikc stl:ccc �Routc 114) M?0 Rq);.508-�'35 1 2lY Fill, Name 01873A
ha cp 1 c r's Poild Road SAC Code = 000005,71
L-,JL(C, N SERrt DRte. 02/05/2002
o c H-, A,idtw u r, N-L%
licllf-. D-)K/1), Kelly
_Gs ps,!,Li.rsLed-Cars-Truc-B
Turn 4
F-nxn NENth frwh F71%'I I-rcwri u-'u"!I'i ........I
T6&T-ir'nc--j ...........
--12 01 3 TctF. u A52
G7:CH)AM 0 9
07:1-5 AM 247 1 0 8 0 12 f) C, 217 u 491
0 --3G AM 4) 255 2 is 11 0 12 0 2 278 G 560
07:45 AM 222 ........
3 23 F3 1)
0 46"' j 16 1990
0 �62 1 11
L14:(10 AM Cl 210 3 f) I 16 6 246 0 o I 4-90
)
AM G 213 8 0 14 0 H 223 -D (
68:31)AM 0 1135 3 0 9 0 10 0 7 258 :0 () I 462
013A 5 AM 194 8 0 10 0 0 i 6
--T 1495
42. 0
B17 ��tl G-
Grand ToJaE V ID 33 0 iD2 G 87 cl 1 43 1861 0 J 3B85
Appfrh Y. O.ij !DT3.�, -E-8 10.0 4a.", O-G 51-5 C1.() 2.3 97-7 0-15 0-01
'Total% G.G 45-8 0.0 0.0 2-1 O-G 2.2 0-61 1-1 rw 0-0
TLIMIJ:IWECPc,e—t TR�aula 114)
3fraqpncrs Purid RvKI: Tumpiku V24-44 Ozfjute 1
From NtN Ili
1'JOftL 1'3&.l ['Pcwn South
—FStart F3n c RicF114 I ibfu I LdL fedf;
RKJht Thrks 1.1n PFX; TineL e I leds Arip.
Ert Td.4
TvIol , TU T ![P,.ZLR I i[Ael rrecu 07:100 ApdiF2 LUNA 6 AM-P,s&-1 43r t
li.LterseOinn 0715 AM
924 13 a 94-1 1 1
V(34LUTP
- I 4a U 4:� 0 85 1 17 R71� 0 996
�2
Percent Q.0 43a.6 1-4 0,0 I 50.6 0.13 �;9.4 0.01 1.7 9k3.3 [].0 13.D
0730 Vz)lrjrre- 93 5 55 2 0 257 11 G 12 23 2 27& f] 28D !-J6f)
P22k FaGtOf
FNh rnL 07:30 AM 06:00 AM 67:30 AM
Vol'urrK3 U "t� 2 0 257 = 16 0 9 0 25 j 2 278 0 0 280
Peak F.L� Or
Transportation Data Corporation
I p Vvillolif 51,cN.Po Narick.AIA of 760
I/S. 'I'LunpikeStccet (Rolitcl 14) J,,,:,5fj?r-fj!0-?229 3'i1c. Name 01873A
Sh,upticu- Pond Road Site Code 00000571
City, Stntc_ North Andova, NIA Start Date 02/05/2002
'fient. L)J-K/D- Ndly Pagc. No 'I
............ ...............
T13rrq0ktt Sire~_A(rit�kJili 1 SN;rpnors fland Road 1 71.14 IlFleklt M14N![(RRAHr 114)
E'rom NorLb Frum Dist F
..........SuvtT "Rds 07-00 AM 0 8 0 11 a
07:15 AM 0 240 1 0 i a 0 12 0 6 216 u V i 469
01:34 AM 0 2#a 7 2 & I -[1 0 11 0 2 273 0 5io
07:45AM 0 7 C? 7 0 7 0 3 2M 1) 4'16
0 95G 1:1 4 I 34 0 4 E 0 16 902 0 C[
OaUi AM 0 209 a o I 15 a 9 O I 6 240 0 a 481
08:15 AM 1) 212 7 o lo 0 13 a II i1;1 6 I 462
08:30 AM 0 1138 a iD 13 0 10 cl i I NG 0 0 I 462
Oa-45 AM IRI 6 0 1 8� 0 7 0 6 212 0
Toka4 0 911
Grand Tout ij 175FJ 11� 75 a 130 01 41 1813 0 0 379'f
Apprrh% 0.3 08.2 1.8 (].o, J3 0.4 0.0 51.6 2.2 97.8 ().0 0.0
Tf),A[4N, 0-0 46-2 0.8 au 1, �.0 0.0 2.1 fl.o 1.1 4T t).n 0.0
t W'el RCULE 1 14} 3hisipnceG Pond O&iid I 1;k,I'JI 0 rZf&1 1
Fmr,n fto1131 F fulu Rom
fh4%F L CrtL T3tal
F
R�3114 T�14;h 11 .
E3�-ut Tfme- R;qhl -1 131fu Leit PadsFU t Lrf(I Pc4s J I u os 0 F ledL TOLZ
Peak Marc Frum OT-W AM 0 LAA 5 AM-Pmk 4 43f I
IrLiprsmFon 07:15 AM
D 921 13 U f) 39 o f3o i 16 `w 0 0 ING 1996
Percent 0.0 W-0 1.4 13-0 0.0 48-8 0-0 I I.G �123-4 O-Q 0.0
07-.3 G V o lit me 0 251 G 2!-33 11 D I 1 0 221 2 273 0 0 27� 650
Peak Far-tor f1.qO7
Hiqh Int. 07:30 AM i 08:00 AM 07:30 AM
11o3t1ra ID 251 2 0 r3 0 14 2 273 0 0 275
Peak EiGtor 33 0.897
.J
TDC
Transportation Data Co,rppr-ation
pa LIMbirit MroO, 05 NWLk,MA 01 7W
Vile N Ai i te 0 187 3A
pike 'Streat (Route 1,11) Offic&:509-55 T& 0 f-i?x--500-4351 7229
�Itc Codr. 00000571
City, Suirr�, Nooli Anclovcr, NIA Start Bate = 02/05/2002
I<Clly PLgc No I
(51`131-111�Peirmed Trua's
E umpike Slrl art�Rfju4L 114 t I.Impiku
Truill Ncolh �:mi East .... FEEKFL :QUI IL E5- 1414 1
1: r
12;1,3 ' ,t I ed s Ri P-&ri�, i�i6EL-f Thru
---—---------
0 1
07:15 AM
G 0 0
07:30 AM 4 0 G" 0 1 0 1 5 0 0 6
1 0 2
07:45 AM
ToU Q 6 4 1) 116 0
AM 0 1 G o 1 1 0 11 0; 1 6 0
08:15 AM 0 01 0 1 G 1 1 f) 1)
08:30 AM f) 7 0 cl i 1 0 0 01 0 12 0 01 20
-45 AM 3 G a 2 0 1) 4 G
TataE G... 17-—-----1 01 3 0 2 32 01 1
01 7 a 0 748 0 G � 88
Oq4id Total 4) 23 1 G.� G 0 0
A5400k% 0-0 95.E 4-2 0.0 1 0-0 50.0 O- 4- 9F3.0 (3- -0
E).O 26-1 1-1 0-0 t1.0 (LEI B-0 u.0 1 2.3 54-5 0.u 0-0
c;I m,peer Pand Road TUMgIk (R4113W 1 14i
I urnpike Street(Ruwb!114)
Frcm E&�c F14N is:3131.ikh
Rom HufLh -App.]I T' .p.L..Od A
------ App: Ris.r,,E 1.�hrLl J_�� 11 p�dS 4 I.L TO-11
I SiOnTime --:R� P&AS TOIA 1,43LPJ R ight
I _ . ... . . .......... .........
I.................. I . I . . ..
�zslk r R+jr F34AII fri:UG APA to OM 5 AM 94'.'sk 1 1
tntefsecUoii 07:45 AM
Vf3jjjfIjk? 4 15 1 0 16 I 4 0 3 0 7 j 2 Y, 0 0 37
"(.1 5-4 94-6 0-0 Q,0
Percent 0.11 93-8 T3.�5 G-G 5 0-0 42-9 0.10
0 8:3f)VaWrne 11 7 0 71 1 0 G 0 1 0 12 0 0 12 ' 20
Peak Factor 0-75f)
I iigh Int. 08-15 AM 07:45 AM 08:311 AM
Voiullw! 0 6 1 0 0 2 0 3 12 0 Q 121
Peak Factfir G.571 rJ."n 0-771
TDC--
Trawsporlaho?s Data Curponotion
ick T v wabwr Sireer. b 9 Mw .MA 0 J 700 File Narne 01873AA
Offica:Wtr-6,5 rii To r t,4:5f?U Wi I-f 220
%j�u Code 00000571
Shnq)slci�s Poild Road
City, Stare, Norrh Andovex, MA
[-)Jj</D eliv Page No I
Limp
rljmpl
Fmil;K Ms FMM SCHAII
AFIP- Pisu L'C'fl Pexh,;-, 141C TC;�,.,
Ma Right M113 Left FIcd s Tl�;11
15 -------
Pm"! 11PP.
vt�rLj t,'
It
I'M-W 06 45 Pr-1 P4?2k 1
liitezk�eution 04:4 5 I'M % f .1862
Vf)1u1q)& 804 28 832 21 0 32 0 1 17 909 0 47
G-G 96-5 3.4 G.0 O.f) 60-4 0.0 1.Y 138.3 0.0 0.G i
O
B 13 2107 r.:1 6 VdL;rTw 0 6 0 270
Pink Factuq
04--45 PM 05:15 I'M
Hfgh Int. 05:01)PM
Volume 1) 211 7 0 ;?121, 9 0 7 0
flea Foutor 0-95A 0-8243 0.9131) 1
s,,
00 ki T04
�4 I.
E- 3131
I hru LLA R Is;
North IN
wtv"2 aaco I,M
mro
iff
TDB..................
Transportation Data Corporation
f2 W;fewf Sfioc% 01) Wjk,A'A 0 1760
File MUTIC 0 1 K13 A A
pi 1 S trect (R c)uE c 114) T131 e;IN:jm l r5!r7--11,29
s all-mices 3.h. lcm it] Road S to Code 00000571
City, Statc, Nortln Andums, j'.%-IA :AarL L)jLtC 02/05 -002
I ig(- No 1
-licni.: DjK/D- KvIly
O U.
rLX113&Plilddhi -ld; k
'I umpike Stice(R4xde 11 L) r
shmippoes slond ftwd
FjiAfl HLAH F-2zni Last frcwn�*melh
I. S9T—T-El,, T bw 1 Leii'l
P11 N
birU
't Ti
b i-00 Pm 155 3 0 7 fF 5 179
04:15 PM fl -175 Cl
1k4:10 Pm 0 182 a 195 0 D 402
04:45 PM 0 196 1 7 11 1 o 23 !—'V 7DO 0
213 0 G 11M
--- , b�,
05-M Fm 0 211 7 0 5 0 11 Ck 4 219 0 0 i -157
05:15 13M 0 1 .1 269 11 0
05:3G I.-IM 198 1 0 i 1 8 U 1 f 2rr4 G 0 483
C16:45 PM Q 181 f 7 0) 4 225 0 426
769 3i 0 19 0 29 13 -E9 967 G 1454
C-Wi4FId 1) 1497 5A (1 42 Ll 11 9 G 11 C) 1,ibz 0 01 3435
O-G 46-2 0-0 ,3-3 O.G 0 2.0 � .1) (m) 0.0
TeAgi 0-0 43.Fi 1-6 O-G 1-4 1.0 51-1 0.0 0-0
.'b3rpners fond Road i(RYA�-114)
.... .......... ........
�T -jd
Turnpike S13={Rlmle 1
FrUph Nw4h Fmcn Ea54 ream;3[Wffi
T11hl
A L. N14 Th'R, DA 'rLL
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Sitc Code 00000571
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Sorr Datc : 02/05/2002
City, State: Nordi Aikdovcr, lLNlA
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Site Code 00000571
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Start Dare. V/05/2007
Ciq, State; Noj,th Andovcr, NIA
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00Ai, 2°}c 0 0°! 3 0 2 i 1 I 2 0 3
10:15 AP,". 1 1°l 0 0% 2 I 0 1 0 1 0 1 5 i 4 :0
1-3:20 ANI 1 1°l 0 0°c 2 0 1 1 1 1 0 7 5 1
1-0:45 A-M 0% I 0 0% 0 1, 0 0 0 0 0 i C. 0 8 4 11
' 1 -::00 Ard 2 2% 0 0% 3 ' 0 2 0 2 0 2 � 2 5 � 10
1 1:15 AlV': 0°la 0 Ode Q ! 0 0 0 0 0 I u 4 � 3 S
i
1:3 .`,'; 0 0% 0 0% 0 4 0 0 I 0 ! C 0 2 2 4
' 1:45 Am 0% I 0 I 0% 0 0 0 C' 0 0 0 0 2 2 4
-2;0,' 'fir', ,2°0 0y �0�o �3y /055 �� G 0 �2}} � �2y +2y +2 �;
�I 'i 2-}'� Pm t 7 0 0% 2 0 1 ! 1 0 I 2 1 4 I 3 8
1 2.45 P M i 0 0111^ 0 0�7 w Q 0 I 4� I li {l E � � 4 3
1-00 P9; 0 0% 0 0fv 0 0 0 Q 0 I: a ;' 1 3
1 '3 P v;-!. 1 1°l 0 0°I 2 0 0 1 -
i. ��55 �y / r1 �1 f �5 f5 f5 I r05 1 � � 21
tali 0 Ud/^.. 0 aCA 0 0 k, I V V 0 L�} u' � I
- :,!5 P PVi`r T 1 1°rw1 0 0°l 0 I 0 1 0 4
C;,D-':Q-:, Exce:-.6`6 Little Profe5s'ora's'',DJ<Traffiy ter. jeG'; rSS "'.-43,x1s -1412C-03
1)j i;7.j : . " ='a 6'c S, d C.
L"�'J P l 0 ID V 0% 1 0 V 0 V U •l D 0 I L i 2 4
2'15 PM 0 0% d 0 0°rb 0
.7::o IPyM• �} �y% 0 0°/4 /3� ray �} 1 /G 4 � 3 8
2,45-r Mi 0 0Q15 I 1 I 1% 0 I L 1 0 I 0 I I 4 I �
3=U 0 pP h it �05 /0°lf �I I{ ifs 0 'y9 1 f 01 0i 1 '6 19 19 3�
3:30 FM 0 0°la 5 5% 0 $ 5 0 I 5 2 5 i 7 23 29 52
3:45 PkI 0 0% 3 3% 0 5 3 0 3 0 3 3 25 31 ! �6
'0'} Prw'! 0 13 9 0 2 9 11 22 26 48 i
41A .-P?MI*EZ 0.2� r °1n i`s<; L=:1 wi Q°o." �"_;;' ;.:4 % "'_ 'rt'� `�1.n s 1,.,, 1
+y�5 f _ Y'y _ 15 - Qr" _17•:;', ."":1 ,. <��, .. .. . .r.,.. ,;�j.� •:w., 'r,1:1�'�' 28 ; 32 6
v^. d.-I'L �r-kl.� - :3w, „r.r 0 _ _ r-: _�.�u:� ' - /
lfo- _ =14� 1 .1 ;rn; '::� l;1: ,:::,; y J°: ;y� ;;':: ¢,.= 5"" i ' p,,. 38 4u
.:00,P,M ' y; i 4// ��yy - - _ �,%iie`"{r� i� r� :;."o-}, ... - .i .• . .1�5 p
f4. 'V { :.. FJ. ._VY '�P=i'=:.... .J� +i `.i ..4'� .tt 'r,•.'. :.�f:{�`... IUU -.:r..
�_15 P%'I o 0°4 7 7% 12 8 0 r 8 0 S S �46
5; 0 PM. 0 Cola i S 1 8°la 0 1 9 4 9 1 c 12 1 3G 47 87
I` ,45 M; 0 0°l--_' I 7Io 0 f 72 3 0 8 0 8 8 37 I 45 82 it
6:oo Pm 6 0% 0 8 5 0 5 7 1 5 12 1 K 40
� I
l'Tw,�l 104 10 A 104 1 OLD% 175 175 8 28 2 $ 8 2 25
o Jr Little Profess ion 8ls - Typ=cal sar ipre week NDverrber i 8-21, 20 2, The occupancy rats vras deterrrl base on tie fallo-W.-Ig:
2% of the ch:.drer arrive and depart v.a four van or traps; 34% o, �4hu chi'dren arrive and depart as a aair ;sI41;nc�J it ore v-hicle; and
44% arrive anti depart i a sins-ie vehicle {( 2-+34-i- 44).(4+1 r+44)=1,54-}, rvl isaellarecus traps to and from t,rre site such as saes, sarrl a and
deIiveria�; a p prox i rn atel y range `rorn 5 to 10 vehicIDs-;ri r> pe' cry.
',D K%Jct, Exne: 6"C5 Life Fro`es5:0.1als'DjKTraMnP.,Oj5ctic�s4-'1-O3.xIS 2 ;1 2C0
API}ENDI X C - C APACITY AN ALY T
}
Fji{�-7#a 1
rAI0 ".. Jil u!.,:l .�I
DJK Associates, Inc-
200.3 Lzxi:;ting MOMiNg Pe-,Ik
3 SharpneT-s Pond Drive & Routo 114 4114r2.003
A
w W.. L� "N R �q
T
Lane Gonfigur-atioris
311-con i rol
.--Stop Fro v r 60-
Grade 0% 01% 0%
43. 9 79 -f-1 - '13 934
Peak Ho-uf Factor 1-00 1_Uo 1-00 1.00 1,00 1.00
� 6 '43 '-979 io ijy flow.rate (vahlh): 42 934'
Ped estriaw;
Vvalkiiig Sperud (ft/s)
P(rGe nt-13 lockage,
Right turn flare (veh) 1
MEsa6ii'ly, e.:, NOrte
Medlari storzqc vch)
C014 Mitlq.V01UTTIC 19 : tat;ti BOG..
VC1, stage I �-rmlf Val
yq2 stage 2.c a n f.vbj
tc, single (3) 6A 6.2 4-1
tC.- 2 stafp (s)
c
pO queLif-5 free
rfwl oapac;fty(vehih) 71 303 703
TXWr-5 T I .E .
TkLq1 LI A
§[3
Volume Tolal 85 '996: 934
Vo1'U1T1U'Le- k' Q 0 13 0
vow, lit 0
csH 244 1700 703 1700
Volume to ap.,c ''ac'Ry :0.59. ,
Quetj e I ei�gl 11 (f t) 2F3 0
P44
(i(Altro'I D
Lane LOS D B
Appro'a c'h' 1)efay'. 2764 6r0
Approarh LC)S D
3 7 x.
Averr;�grc� Delay 1-2
lnit��ec't i O'.FC 4Fa-'G ffV.Qfi I i i at 1`0 n 62 6 0% ICU Uivill Of service 13
CADJ KV 3)ertcb ro 5-ft 16 Littl c Pr f, if)ri��l W Ai 1 duvcA200 E x;i r it)A!, sy(-' F, .,-;e 1
i
i
003 Lxisting Evening Peak D,JK Associates, Inc.
L: fi r r rs Pond Drive & Rou e 1 � � �. 4141412003
' �.
Lanc�Ca�E��t�r�fl43sl;
fMrxl. S#off k=ree Free :. .
Grade _ 0% 0% 0%
4�ea�c k Eou r € actor 1"Q[} €"{74 1-Of) 1-00 1_uO 1-00
i�{as�rly#��vi E��ke.{velti�t�}�..�.�� 32 ' .:• .� �°°.��36�i :. •.` �7. � ��. 28. � 80�€ ' � ���. ::� ���'� : � ..�. ...:.. �... ' ..�.... . :.. �. .
f'��c�esiriar�s
Lane Width (R) `.
Walking Speed (ftls)
Per{ ei�t
€fight turn flare (vc€ ) 9
mbdiaE t r e none :.
Median storage veh}
v -+corrfl, -Lhij voiurE e: '.A U26 .... 96t3
v 1, t�#'ac'f- '€ Conf vot
tO, single (s) GA 6-2 4.1
tF (s) 3.5 3.3 2.2
- -
qu
Cm uafjoGily(VPhA1) ..." 82 310 714
.L702�:�.,��::1-
V*1661e Total ::. :.' '''S3 8.77. ,:28: '804
o€un'lee Left 32 0 28 8
US'E4 2%54 1700 714 1700
1fCsfl#�7�e�€�. a
C �eue t.er7gt€7 (ft) IS 0 2 8
Lane LOS � [�
rc�acf� i7eEa.. .,. ., , .... - - -
.ApO
Approach LOS
r.*r.. .xt r''t�-'r "•�r-'- �. t_ �� ,r.f,— _'f:% :S:_^: M,r•4. r"'�^ET.."E� rr_F ryr-r.'�} fc.- t. _. :.,-- ;4.f_,..-_#.�s-se�fao�E=� a •:�.", ,...,�;.:z,. _ �{ti.. LLB.:.
fJfx7FE7 ,� _.,�., ;i-�?� t.r=ti'. :.,-;' :'r:b5��:f��'�3.���:�.�,�*�!'•_�,v'�r:'7:` =��. ;:'/,s:..
Average €]eliy 4-3
€,Ite ser, ft ap c ty U#i#3Zef14Dti <".:;.,:. r1.B° ; :IOLJ Lev i of e'rvico i . . -..
_1[3 F{1 }r�chro i" 1616 Li#i€c }'acsfessio�� Es, E' Ai1duvcrl2f)03 Edsting i'M-sy6 P��ge 1
-ning Peak without M itigation
2008 No Build Mor DJK Associates, Inc.
e s Pf) 1 d D riv e &�R c)�i I e 114 4/1412003
B E E$,T "N N a T" f 4 i �
Laric
I�
Fro� fee Nqn ( 6"'ntro'l 1.
0%
. '
0 6 .'44.--... 0 1,4, A010
Peak k 511 I-- ac lar 1-00 1-00 1-00 1-00 1.00 1.00 1.,00 11.0{)
'gym A E3 1 4 .1019 3
W fU )al Lng pcod ( s
Right kij'n I�are (veh) 1 5
p4 ed jali,EYp ': 7: .
N
I.'I'eji;aFt-storage w."h)
vC,.co '
9) 1jCtji1 VQIESme 194 2.186 2178 .. 2173 11.17--.'--. E 022 1 12b
VC1, stage I Corif Vol
yC2, 5
IC, sirlgle 7,1 6.5 6.2 7-1 G IS 6-2 4-1 4-1
tF (S) 3-5 4.0 363 3.5 Co 363 2.2 2-2
.36 109 --94 82 -:1(10
Ci%,1 cap ac�€j(ve h1h) 27 45 290 31 46 2�'5 887 628
Vol u me.Total -'.'.'33 .1.129 : 1()22
1 olurrie Loft l7 44 3 14 0
ig
G5H 182 220 687 G28 1700
apac 0-4 6 :-::.0"66 -6,0 -0,60 -Vo I U-'m'....e''to i�� ii�
Queue Lcigth (R) 12 35 0 1 0
I D 13 A B
bA
2,() -2.
PPTO-
Approach LOS D 1)
Average Delay 198
76- 1 C U Level of Service
C--lL)J KLSyncchro 5-MG IS 6 Ufl?,P Pro fes s loi,.al s, N And ove rW N F AM IvI M
2008 No Build Evening Po without MitigaUon DJK Associate-, Inc-
_Shalmner-s Pand Driv 4114,12003e
<1
Lane Curiligurations
Free
Gradc 0% 011fu 0% 0%
: .1). '.. . -.629- 17
V6,p,�ne 'i 7:vo it - 'S .'34 '0 lb�6 'i . . ....
Peak Hour Factor 1-00 1-00 1.00 1-00 1-OG -1.00 1.OU 1-00 1-00 1.00 1-00 1.00
056. 18 29 qa)
Pedcstriam%.
Lille
Walking, P'Ccd (ftls)
Right Lum ftare (veh)
-0,R-6- 'N
121, ypl� one
Median %tol'agp vell)
'1065
.... .......
vCl. stage 1 curif vol
'0 V6[i:
5 (3-2 7-1 4-1 4-1
lc� Single 7A f) 6-5 G.2
io
6� '6/1 .:, : .
'p qijeup. q
cm-ca'p,acily 33 49 324 36 4 L) 27':3' 't34 657
9 139 N a-,JZ" au 8
VfJ[UFTtU L611 8 34 17 29 0
CS.H - 357 kU 7i4 G 57 1700
VGlurric to Cap�6t OA 8' 6.02 0--04 0.58
Queue 1-Ungth (fo 3 12 1 3 0
"A 6 L. .19.2.'. 0.3
Lane LOS 0 c A 8
0
y
App�oadl Los c c
2 J! L7
Avcrago Dulay 1-2
-�y: idliza t.iod-
CADJ MSpich ro 5-(1\61 6 LAW C P r 01 E-S S i 0 1),�I S. P.: I OV-UhOB N 11 PM W-0 Ml M. YG g& 1
2008 Build Marning Peak without Mitigation UJK Assc�ciates. Inc-
2, �hfir- rears Pond DrNe & Route 114
-enE -• Configuratiorls 44FF
�3fg'n' 6n, ir,61 stop -uo:'
Frei
Grade 0-X, 0
Peak How Fa ctof 1-00 1.00 1-00 -00 yp y tJ66.r ve 1-00 1,00 1-00 1.04) 1.00 1.00 1.00 1.00
(3
H Il - "D '': : 16'' . . . . . . : . 1.10B : -..50 .
.- . ..:... . '. . ,4 mi
. ...
a-te � .
PG&StfiM5S
w fd6
PDF(;Cn slockM
Ri[jh', 1114'n flare (Vph) 1 5
M66;..:ri t. NonEv3 "
Y
Ctlian fc t yell)
liq'ilin' �61 228 8: 22713.:-- 1020 2288.''.--2��53 I'l 33 1022 :g. L]:,.i3. ''stage' C'011fv61:-
to, C;Ingie 7 1 6.5 62 7-1 6-6 6-2 4-1 4-1
stage
IF 3.5 4,C) 3-3 3.5 4.0 3.3 2.2 2.2
j Qo
cM rgp.ac sty(veh1h) 19 37 290 26 39 249 687 611
ZY19791:
"M
`:'1A2'::.r'11 61' 1022 '
'U'rin' e Left 17 70 3 l6 0,
.16 2 V '
126 100 6B7 611 1700
0.26 Q.0U: .60.:..
du,a4j�,- Length'i ' (ft) 19 198 0 5 0
i�o'fl ro -
-t' -Cbela 43.5 '.0.2 0 6
-Y.
LEn - LOS E p A 13
Approao� E O' S E F
V ,
Average Dpfay 19-6
I hLe rs e(,tidn- D fl f-96 w .; ,
1("UCevpl 6f service pacify U AL 11 iZ'2' t i D
C:1DJ 1',%Syn chro 5.0\611 f) i It.1c.- Pro fes s iona€s, W An rkiv(rr\08 8 AM .:-C) M I A SyE-. 1
008 Billki i=voning Peak with Mitigation WK Associates, uric,
�ers poR,I Drive RouIe 114 411412003
.._..___ __-' __ .. YY£/
EffE v :=EBT__-E-kF .__Al fBL :.T1�+,BT..WF3i
Lane Coilfigt rations
ic�rr c 37Ero€ :' Staff. €c�gi. roe
Lsr4ade 0 3 G% 0% O`% .
fr�lu1'n V'411h), . ' #3 :0`, 8 . 5 .. {� 47 17 IbbG 39 .. 50 17
Peak l Cour Fz?,Ooi, 1.00 1.00 1.00 1.00 1,GO 1_tlo 1.00 1.00 1.03 1.00 1.00 1.00
Fl
riteurl}+ #:cur {vcHl1�} :..:: 8 }: fig
o :0._: .. ' 7: ' ' . .17 056: 39 50 2 t'T
. . .._. .
Pedestrians
a€king Speed (f#fs)
FrighI Wrn flare (veh) 1 1
done.
median stor-jgcveh)
vC,.r:c t�€h i ng V l[4f7�e.,:. . 7g:. ' 6 i '.::5 8 142 . 21 0 076_ 9 G .:. . ': :�0.]5 ...
vC1, sage 1 confvoI
# , sifrf#fe (s} 7, 6.5 6.2 7.1 0,5 6.2 4_1 4.1
t F (s} _5 4,0, 3.3 3-5 4-0 3.3 2.2 2,
cj 66 free:°!_:`:.` 9 .' 100. . 98 0. .. y 00 83 "08 ' .
CM capacity (vehf i} ?6 4;3 ;324 :32 44 209. 734 J 645.. .
Ski;'.,R:
Volume Left.. . 8 59 17 50 0
17.:,
c E� 50 281 734 645 1700
Queue Lcncr#h (f#) 3 32 1 5 0
Orstrof Del a}I�s}: �5.8 25,4 "'' :t� g , �.1.1 0_6
far re SOS D A i3
„ .
Approach LOS 0 D
]��-y'�p�.y,�,rp+..y+r..:`-yam[ -I.��.y'.y�}y.+�„J'.p.1'���S
Fntt ._T 46Fi 5�,r7'+�F
Average Delay 2.0
fnterseofian. ap�ic€�}�UIffi7at�on: 90.8`(, ICU. eve€ f e�vioe
_TJKkSyrrr,IIFa UM1G LiE€le Pfofes iomAzi, N kldoveAM 13 PIA w M1A.sy6 Pagf: 1
2008 Build Morning Peak DJK Associates, lnc.
Rd - AM Build & Site Drive 4h4/200.3
ffi�T, 4'E B R-
Lane Cori fig ucatioris
bent rol
rec Frcc,igr� F. . . . Stop.
crad 0% 0"A, 0%
ne C 4
V0101
Weak How: F adoT 0.92 0,92 0,92 0.92 0.92 0.92
H(3 3'1y f16w rate (vcwl 1) 35 70.. 12 97 . . 58 ...1.1
Pedostfiari%
ki,ght"I'u,n,i flare-('veh)
Median� N
Mcdiar) Marager veil)
va-lume 1
VC I, stage I conf vo I
)ni vof
t(,. single 4A 6-4 6 2
tF (s) 2-2 3.5 3,3
.........-M capacity cit_Y" .
c (veh/h 1493 795 9��
104 109 58 11
F. 7
0
Volume Riqht 70 a 0 11
voiur,na to capacity 0-06 0.01 0.07 0-01
Lie
(f
quo
CO n If 01 D elay(S) 0-0 0.9 9-9 8.7
La e.LO
Xp''p"r'o'a'ch"D" -,-,I.s.y. s) 0-0 0.9 9.7
Ap'Rrqa ch:COS- .,-A
.......--------
A�erag' e 2_7'
. :. . dfl 6.4'/a'Interse on Capacity Utilization ICU Level f Oulvice A
7
C, WJ MS ynch m 5.0\616 U f lh P rcjft-F,�Jan I N Ai 1 dovc r�G8 B AM a n d PIA D r_�ycj pisi.je 1
Di KAS SS N.i AL-ST51
10
2008 Build Evening Peak DJK Associates, lnu
j es Pond Rd - PM Build & ,Sito Drivc, W1412003
r r,e,�s Pond I-Id I
Lane Con riqvra t ion s
reF-, stop.,
Grade. .,..._.
-a'd'e, 0% 01,10 0%
"42
Vulwnf� 1h) ... ...
Peak Hour Factor 0-92 0-92 0.92 0.92 0-92 0.92
jio�Ciy flaw "afe (ve11?h) 5 f.'. 443 8 61 54
Pedestrians
a'n e
Walking Speed (fU3)
P
Right turn flafe (veh)
031e.,
Media r) storage veh)
vC' cm jetin g vb ume
vCI, stage i conf vol
tc, Single (S) 4-1 6-4 6.2
tF (s) 2.2 3.5 363
66-t, ire b
q9
CM capacity (Vofilh) 1503 R40 R91
ZL
ULF
Volurne Total 97 68 54 10
-V-6jLjjne '-.- -.",7:.' ---. -'.-'. ". .0 -: -"'8 -.
0
Fr'1'c"R,i!j, if 46 0 0 10
Volume to apa'G,Ry 0.06 0.01 0.06 0.01
Control Delay .0-0 0.9 9.6 8-7
A :':A
Approach belay (s) 060 0.9 9.4
A
AvleFage.Delay:.
1nterscction Capacity Utilization 15-5% ECU Level of Service A
CftlDLIKlSynchTO 5.01616 Little Professiona!-, N Andovep-M B AM and PM Site Dr,s>yG Page I
D,1KASSSNIA1_-ST51