HomeMy WebLinkAbout1995-04-05 Project Change Traffic Impact Study 2/26/95 i
i
TRAFFIC IMPA C ' STUDY
The Crossroads
North Andover, Massachusetts
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v 'CT CHANGE
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M1"J.;^}s �♦ _�;. ..1M11!nt_ +}'r:cy yry`.- �.
'pal 02
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PBJ Develo nnent cor oratio x
rf�p f�i e Road
.SbS
prerprrr'rlri by,
_ �y?��Tavid J. briendf
otre Dame
l eclo� l, Adrr,:sr�c ���ssts
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Norrcp of P:'ojec6 C;rrMtge Vie Crossroads
TABLE OF CONTENTi
Project Description .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . „ �
Site Trip Gellcr nion and Design Year Traffic Volunw., . . . . . . . . • . . • . . . . . . . . . . . • . . i
FslimatcdThilyVckide ,I-rips . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
PJM Peak T-lourN1chic€eTfip'. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
itc Traffic Distribution and Assignment zo Shu Drivcs . . - . . . . . • . . • 3
E r't(Cle Vexlnrrses . . . . . . . . . . . . . .
�'st`r�nate.d 1998 Design Iiot3r �
irntcrsect[nn Capacity Analyses . - . . . . . . . • • • • • • S
Summary and C.olld"sio l's . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . 7
CC{>Er3 men dati[][l5 . . . . . . . . . . . . . . . . . . . . - . . . . . . . - . . . . . . . . . . . . . .
Appeyrd{x A Workshceis for intersttotion Capacity Analyses
List of Tables
Table .I Trip Gcneration € fiLCS for 'Ille Crossroads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . �
Table 2. l)aiiy Gild 1}A4 Pe:11, HOUr VC11WE Trips Camuaied by The Crossmads . . . . . . . . . . . . . . 2
Table 3 {3' Nsscr-By Vehicic Trips . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
Tablc 4 €rc-ctsung1 DistrobmILan and Assignment of 132M Peak I-lour Traffic
to the Site Drives aL The C Tugsroacls - . . . . . . . . • • , . . , . . . . • . . . . . . . . . 4
Talk S CFapacily AEIa€ysis Suluillaary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , , . . 6
I r x
I
I
Nal. ce of Project Cbange The crossroads
This report describes the impact on traffic 4f the f0110101% progustd ch;inge in the land rases ro be
associatcd with T1Je Crossroads--a rctad devclopment project proposed oil a 3.99 acre site adjaccnt to
Roure 114 (Salem Turnpike) in As dm,er-, M&
ProjecE Description
M dcstribcd in the Environinent81 isfotification Form (ENF) submitred on January 3 i, 1995, The
Crossroads was expected to consist of the folk wilig land use types and Siz s;
F mcl Use `a'Y-pe Amuiinc of E}I
l„pRk'{r3kunCt ilf r€Ce 2,000 SF
`['ire Store 5,000 SE
Sir-Down Rfstaurant (High Turnover) 5,000 SF~`
Fast-Food Restaurant withour Drive-thru 2,000 SF
Retai€ shops (Miscellancuus) l{},000 SF
Total 24,000 SF
A fast-food restaurant without c1J-iVC-thru is tics lodger under Considc-ration fr)r inclusioll aal dlis center, As a
result, the mix of kind Ilse types a1,d sizes is now anticipated to be as follows:
T.'an 1 Use Tyt�c Amount of �pace
colivellience Market 2,000 SF
Tire Store 5,000 SF
Sit-Dnwii Resrakkrant (Nigh Turnover) 5,000 SF
Retail Shops (Miscellaneous) l2,000 SF
Total 24,000 SF
Site TiiI3 Ccn ratiuii and Dusien Ye.ir Traffic��n�4i�ttes
The number of daily and peak period traffic volumes xssocialed Nvrth the revised devr1opmCl,t project Wlll
be considerably less t€ra13 those rstimatcd for the uriKinall development prolcc- in the Traffic Impact Study
submitted with Cite I NF,
As now proposed, rhC mix of land use nctivities anticipated ;lt J be { vssroad -. qualifics dic project as a
"small shDpping cmitcr." T€te daily and PIM [leak hour vdiiele trip gC1,CTaIi 3k? MLCS 01:11 apply to a
Shopping center of this. size :,re contained ill 'Table I. Easing the trip gel3erAQ11 rites Shown al,d the
arltici pared 5iYe of the Cckiter, the 11tlT'llber of ve€lICI e tries' expccEed to cli wr and exit The C'ro�isroads ['fail}'
Mid durin rile PXI peak hour are estimated and pravidcd helot iii Table 2.
k A E6€3 is defined as a olio-way ve€liclu rrBC11emerli to or from a Site. One velure enreidng and leaving
a site. colistitutes two vehicle trips.
Page 1,
TABLE ?. Trip Gcrterataott Rates for, Thc Crossroads
f Yi fj.(;enere�Yiorr Rate.:
Total W4141 clad LG'rakcltty
PM Peak Hurrr'¢
•e> s:
>r.
Ibe. rvssrodrfs.`:::: trte/iciciif.;lxsriq{�!e`. °' v : ';l�t'..,.t: b,rt' 7ata1 ::lrr' Ortt
Retail S;xot+J+ix{� Gerr,rr 100 SF Gross Lemabie:Irara 60935 60-35 1?0,7V .S,5s 5.51 11.02.
Sources: Rrpresen:x av€rage wcckda; v€his:!c crij) ra:cr
6 Rcpresencs tiLc avera�r€ vcnidc trip rarc foc sccce� ., peak ho;w of 3Jjq'L"::succt ua`fic, ov€ dour bc-VCO: �I -b 1' -
` 115StiiILGC of'l':aiSspo:tation L:3rincc s, r+; Cexrxrrrlio a,Sth tdition anuan :99i)' !An([ Usc 920 fSlioppirl# rater, iAw, ti4u;Sf0,000 SP GLA), n. 123 Auumcs
dirccuoru: distribution of 50%47L4r4 61r, $ €xitiilS based oLL xTL• data,
a iLLstitut€ of Trana],oc[a t:t�n I esl,irlrrrs, Trr;r Grurrrrfia�.,5t17 c4lition (Jan tl;LKy ;4)))}, ;land Usc $20 (S hopl+iirg C',VE i:r. LEA L3:t:s Ct0U,000 SF C,]A), ]5. J - 1�$ 11 n1€3
dirfic.iptLai disrribu:iuu o:3 G?v entcr:;s}, $i,$;j exlLi;SS based On xTE alata,
TABLE I Daily and PM Peak, 14our Vcbicic Trips Gmarated by The Crossroads
ri
Tolrrf 17f ro k'dc7y Wr=hd ay I'Al Peak l-lour
-r :.': � ."*.....:.I7�d .: 5'L'::.:.,:..".`.... :: :JTtt e:e% fa£
a ;�
24,000 Sr Ratail Shops 1,44� 1544 2,898 13Z 132 264
Notice of Froiect C h"?)r F be Crc Broads
Esfimared Daily Vdb{rlp Trips
A% shown in T,,ible 2, it is estimated that )'lrz Crossroads wiR generate approxllnatciy 2,898 ve€ude trips
ela;'l . Importantly, not all of these trips svi€l ire new vehicle €rips on the adjacent street systen', M-111y Of
the trips gencrated by retail €mivit1es arc we€tic€es already on the adjacent street whic11 91TnplY stop at t€le
estah1is11mcE>t wltett passing by (so-called "passer-hy" traffics.
Table 3 indicates the percentage of trips Ehat are lypically attracted frnm P.Ming traffic by a sinall:
shoppirkg center of this sire. Using this aISSU P6011, it k CStimated that Tbd (,r-o5srvads will gencrate
approximmely 1,623 itcw ve€tic€e trips daily (2,899 minus I,27.5). if it is assimnod that 25 permit of the
site traffic will be passer-by trips--as assumption sibs€ed by I.OFr11ECYI- gnidel;nes for the analysis of
retail activities--thuru would be an estimaiecl 2,174 ntw vehicic trips d.;ily.
TABLE 3. Vo Passer-By Trips
ryG�r�erfftffi.vT:;:.�
..:.� .....
�4,000 SI�Sl�o#�ttfg f6,41>4}-25,400$}"L'.1.e4 �iA9fa
i'eoGrer SSsogpillg{'enter L
$$ Nissrr-b)- trips (Or smal} cevtrxS jSrrlp recoil crn[rrS) is ealc;5ERcc1 as 45.1 !]-b�'k5 * SFGLVI,000,
See ]"E F. i'%'r;V F11g�933d {-E4r{1111CIr, Septe AtS'IM9
PM I'eak'Hoar VeNcle Trips
As s€sn sFko wn in Table 23 at is :T11€icipatcd that an average of 132 vehicles v,-M eater 'Fire Crossroads duving
t€te 11IM pcappk I,our of weekday traffic, with 113proximately 132 ve€ticlP.9 also exiting t€ P site du611g that
period. 'File direction of 8pproafil3 and use of the nve avadablc site drives will depend upon a
Ilumber of conditions, describcd below.
s;i e Traffic f}i4iribmzion and As5r`g:r,rrerrt to ebe Side T)rlves. 'I%lle d€rcction in whicf: the above peak hour
traffic will nppi-ciac h and depart the Situ)Vi�I depclld 1)POil S11Ch !Si te-yeekfic cariditions as t€le type alit! TT1iX
of devel01)mCtit, t€3e time of day, the proxj ill ity ()f maior e111pic)yinc1,t gen en;rors, and preva111ng Cnncli6ons.
01J the CKiSC111g Strett SySt 'm. Si1T1llarlY, the ikte dr1Ve- that iS �HccLed For Us{' N%,1,mi Cc§ItriLIg .111d CXiti Ely, the
site will depend upon the direction of gppl maTc€l, €€1e. travf4ff's final destimition %vithin €he sirf', and
prcva lil,� conditions oil the cxis[ing strcfi€ system. The as';k E ptiolIS trladr ill CStiarlR611g the dh'ectiC M-t
d•sstr•sbiktiOn of VC-hirlc trips to and from The, Crossroads, and in assigning zhcsc trips to the two avaii€ ible
--ite drives, are suit m nixed in Table 4.
Two important design-related asstmptiolls were male i33 Issigi-Ling vchide trips to the site drives. First, it
w,ts assutt3eci that the eXiSteliCe of aliened vchiCles ill the mc{lia, lak3e waiting tea tun, €efr onto Hillside
jtCM.Ld Will &SCOUrage ttlOtQ6AS fro n using Site Orive #2 for cgrcw5 from the site during the PM peak
ltoesr.`I'o eliminate this pmentia€ conflier, a chailtte€iaillg island will be con3strumd at this site drive ro
Pro€1ibit left-twill egress Maneuvers. Sccontl, the chaniielizing island at this site drive will also be
Constructed So t€l(tt i;o mororlst %vi€€ he -3hlc try u6li?e 1t to e?:fr:r the site From the nc)rt€3 as well. All
Vehic€es cljtcring the site From dju nortli will have to use Sitc Drive ##1,
page 3,
Not ice of Pro jer.L Change The Cirrrssroad[{s
FABLE 4. Directional Distr'ibufioir amd Assignment of Pr'v# Peak Hoerr Traffic
to the Site Drives at The Crossmads
A. Entering Vehicles D rectiv)wl Distl'lbtrtion Assignment to Site Drive
:I}ireC ".. 9f cTi : ':,$'a : ef���f�.T`�-i�s : j►fcri�ei�erl# :k.'::. ....... efii��� Tt�fis:
Frcim Nurth S{}' 666 Ena er Site Drive #1 100` 66
Eatu Sat! Drive #2 0 0
From sokll� 50 66 Diter Site Drive ##1 60" 40
Em r Site Drive #2, 40 26
B. F-V ti rg VeNcfes Directional Distribtttiwl Assigunzent to Site !]rive
brrecEro�a o :"
eh I'1 d s . . .:'::'::. ' o +erorcnt: .;30:'..
De ar'ltt� .. '
. .
TO Narth 50� 66e Exii Siie Drive #1 60' 40
i--uit Site Drive #2 40 26
'J'o 50 66 Exit Site Drive #Jf 1 1009 66
Exit Site Drive it.2 0 0
KEY; NUP-1111S LEt E11e C�3YCct;051 r5FthC R13LEir II1J 01.1CC 1'?3 Intmrs€ctiols-
Swelli is Irl the dircctiaDn Of 13i11sitle RkadL
Site Drive #7 is all:d[iNcway closest to tEte RULER I I1j1zn11te 12; 111tCF3CCtL051,
bite !!Dritte 92 is the driveway etosm co Hillside krmd-
[t is€xpected EhaI a subs law iaE number of the VChielt trip$gelscYaEcrf by Tim C+-assrvatJs Will i 4)Ay be:011 R011le 114 2eLd mcrc'y
crop 9t St5 CS#d1a11311111C1]tX 44'�l�sl 9+ass;es by (i-C,, 1335SCr-by traffic). Givc,1 iil LS CO3ldltiOLL, it i3 aS5UMkL.Lt E11.�E 1tsC LlilC{"I]{J71 of
app oA5 and kit pXfT41:te file the VC111C1e tii ps�,nlet aced Ely Ilie rlcv 1opmeal#IN-ill bC prr3jIL)F[i011�l1 fo TI[e dire el fort of jicnk imiir
traffic 13E1 RCLItC 114L DwILF1g IlIC Pad pCaf€ hour, approxiMOLEdy 51)% of T114 tFafFc pflssillg t11€ Site is haves 331, narltlbUkiI t, SO44)
3outtsbLA13d,
1 1}'tSCd 013 t5lt LlLln11.3L'r U(Nrrft!rr'aJg vehicle triP's€St11112tCd in Z-db1C 2.
{ Ueca r Site Drive llas bMl{1r5ig:5Cd tO R110W rig[L[-ta71) [EL0YM{' U il; 'LL1il alLLt MAY, all of 1ne vt:ttidef,:317pCO:icbi3l�' Il1C Sire
Front 01r north 333USt use Si {- t)Eive ,s3 (chc &il`C CiUSCst to tSLt dirtrti J13 of a}1}1roaClll, M CI1ter The CetltCf-
'� Et LS.1S3u111Cd that 3330M.isrs approadl111g, frDm the 3flut13 45"113 ust tlm ell ITa114N 4lnscst to rlic por1S hag Spaces that wilt Seirvt: Ilse
sture(5) 01€)? i11t€l3d 1u pdIx011i2e, {ilvell die prolici {i locatiofi i]f park-mg SpA4IeS on The tirf=, ei is assmmcd that app-&xinlawlr 403G
of all veliicics appraaChing €rora [lac Ko4u 1 wtiA me Sim Drive #2,, d3e Frnlai1li11g RM will cllrer Vi.1 Site 1]riV[! 41.
Based On the numb€r of eLvi irrK 4'6ido Erijls cu;Marcd in Table 2.
r la is dS$IIEEICEt thin r UCkriRM cxiiitsg xhe site to chr north will use Elie EEri4'4.'Wfty CEnsCsc SO Eh€ }}3Fk1U] Sparc !h€Y l'3c.1tCL Givt-11 dic-
1o€atsn11 n(]%§1Y1E111g Sj.'Lccs 013 the Site, it is aasttmt:d Ella[ ftly(oximarcly 6119b Of the ex1[311,Vehicles NOM ust! Siw DriVe I; 13sc
rerEtaislin 40%3VM exit via Site DSaaC #2.
All ti elliclr3 turniu tt E.frWEL 113e CAST so pros€€d M11th Oil ROUCC 114 will rsit ale crmct from yitc Drive #i-
page 4.
Notice of Project ChLan;e The 0-os.roads
b;stiwalad 199R 11es+�m Hoafr Traffic llolmnes.To avoid unliecessary dtlpllca6on of effort, the 1598 PINI
Deask hour traffic volumes expectcd if) exist on Rmitc 114 for this analysis wcue dcrived fey simply
subtvacting the peak hmir vchide traps R5';0CL{L1Cd A'lth the 26,SGO SF retail center frUTTt tite "1998 EVetling
Build Peak Hour" traffic aolunucs that were estimated in the 0sco I nig traffic study.' Using zhis
approach, and the d3rectronal distrib0tiOlt atTd R5SigII317t11t 2ti5L1t17f]EI[�155 Sl][t][t2ai'IZec� 113 �L�]�C , tam ir:TFFic
conch 6orlN Fill e}turf 1)dow arc LIOW estisnated io exist at thu Inzmrsmioa of the nvo ssTc drives and Route
114 in dic 1999 PLM pmk huur.
J Route 114
1+00
s ra Nordil
HW-5 de Rd Rte 125
Site Drive 2 Site Drive >f# 1
y
f kiterscc�ion CapacUy Atxalyrc5 1 ��[[
To assess the "quility of traffic flow," rapaciry 2nalyscs werc: performed ae tl:e tt4'fl �ItC di"iVC-s LE11€er the
estilttated 1999 bEtiIdou� conditions- "f he rem iIts of the analyses are stamin arsfcd in Table 5 The fiEidiags
cot}tattied 1n To 5 xvcrc nhraincd Li si:Eig C'.I CIP, a inicromllp4rtcr asna lysis progran) that applies rite
capa'lcity mmlyw.s methods ill Ch'tpter.s � aLid 10 of the 1985 Highmay Capacity MatTtral."
lbid., p, 21. Itzterestillgly, the 1993 PM peak hottr traffic cuuss[s tllat were 4TI-ed Itt the Cisco 1}fLkg
Siore traffic study had approxrrt atcly 1,2% %,chicks traveting souiBoulld on Route 11i in the vicinity of
the proposcri sstc; api roximaiely 1,260 vehicles were estii:mmed to be traveling northbound. Due to the
importrtnct; of these baselkie rtalffic coents in arriving at Frojeuled 1999 traffic vohmlcs, a Elekv two-clay
traFftc cou[it )vas tike.rt ar-t Itc}[ttc I14 in frolii of iht proposed site an Mons ay-TuPi slay, Nov cra b r 2.1-2.2,
M4. This nlos� mccnr traffic cOLML showed 1,027 vehicles tt-ave[ing Soutl3L}ound on Route 114 and 1,2.44
rravmllllf,, Il01'd1 b011Vf] (la[raslg Ehc P-M puak liuur. This new maFfic data suggest that there has b crL .111
€ vcn111 10 Jecrease in traffic. on Route 11,1 ciurlllg the mast ycar. DL!Lpitc Ihis rccerlt &E:t, E11e Itigller
traffic vol uines esiilll;sred From the 05CO I]r1lU study 1,Ue used LE1 the analyses per for LTTed for this StT1dy-
a [,a�):Tcity of !t ltes 5ef'ti€xns= (JPS' 1-ifC:iM Program WjIS detre€aped by the Cenmal Transport.-Mon
1'1A3)Ili 11g StafF. ,file 31305t recellt ftliti(311 ED1 1111C JIM arrt, C IL C1I P1as +version 2-14-92, w-1s Used to
pErform the -.m lyses.
Transportation Research B1 atrd, Hi lAvay Cal2ac:iq Mrrfrrrad, .rrpccial RcP{}rt 209, Washington, D.C.;
TRB, I 5-
rage S.
1 odice of Project Change The Crossroads
TaNe 5. CapacifyAnaiysis Summary
1998 AW Peak Hour
:12esetwe
Ecf; C11rn from 1213 k) Dun to tfu:1113M.ffirial VDkU111C of tnor.[tboLtcsd
Rmire 114 LrafSi4'wi Raum 114, vchides lurning lcf; into Site
Drivt #I fruo: the median lane may rx poi k-woe
1011N JdAys nccasiOLfa€ty. It Will 1101 be 4t;§C0111L110]3
to fi11d sts1cr21 Vclli€JCS queurd itt the tLir:dl:4n latic
Sife Drive u2i1111g to make thr lrft tutus i3110 rile silc-
#1 C:o Aflo,15 waaM be inTroved 3 k[5 mMiliollat
gaps provided by the insullAtion of a tww traffic
sigmil xr Mili Road
Left[urn frunl 5iw -71 1: DUE! LO Else st11)Msssi1t v0113nle of n0rtt1bou3sd
T}rile #1 traffic ols Rowe 114, Sub3t311tial gl1t!UCX Of VENCtCs
dray dcvclop vrL•aite AS Silm 1}tire 41-0011di[ions
woutd be impiomf wilt€ ncc instal€ation of s uew
MdrEC signal ac MM Road and Lhe A4l�lif21>Ilily of
adtliti031M gaps in t€LL:scream Of[hrOugh rfa[Ee
itiglsl rttril frOM 161 V VChICICS CXi6335�ligllf ffOrLl Sitc Drive 91 n12y
Site Drive #t eYlacriejlCe some delays,11131 will be 11clptd by IIle
asailaWity of A11 esclusivt rigtlt-turn €mle
Site Drive All mcvetu-W5 f0114 U,562.r WMSt case condifiOns, we[sicles rxFting the
Site Drive r a :ife fram Site Drive #2 may expe6ellcc fame delay
bw Workshcee s (or cap.jt:ity ana€}°ses arfi ca[tmined In Appendix A.
Page �.
J of ce of Project Cliange !'ire Cros:rL ��c s
liiaimar}' ��1r� �."notic�tLSLCril9
It is proposed tha4 24,000 square feet of mixed retail stores be congructccl oii a 3,89 acre skte located On
Routc 114 in € rth Anduvcf, Mamachuscurs. As currently designr-d, access to ncc 5itc would be provided
via two access Drives oll Foote 114. Sitc Drive #I wnuld be lacatcd un the �%, `stcrn portion €>•f the site and
be siivated approximately 400 feet south of the existing inzt rsection of Route- 114 with Route 125.
Exclusive right- and left-�Lkril f-LileS %Vonld l)e provide.d at fljfs site drive to facilitate ehke kt-kaveirtekjks of
cxitil,g traffic. Site Drixrr. #Z wntll€i be locas,-d on the eas;trn portion of the Skk'e in a location
a1ps)r€X.LMatCly 1.50 (eet '1t'cst 11f Hillside Road, A channf-Iiaing island kvouId lrc cowrstrkic cd at t1)is site drive
-tL[r[1 ikk'Fess alld lfift tt[ril egress maneuvers.proftibit Icft
Traffic aLkalyses perforated for Conditions Urly to exist in the. €3csign year of 1993 support tllc follu wing
C011 fusions.
A Neerl for ,State H ghivay Acc" Permit
'lie proposcd duvclnpmcnt plar[ for 7YJp Crossroads will generate an estiill;tted 2,S5S total ae€7iele trips
daily to die site; of these trips, 1,623 will be ::eru aehielc trips nri the adjacenr street network. 1n addition,
the pr❑€,Hind plan calls for the existing westerL3rTtose access drive on dse site to I,C rclucatcd approximardy
120' west: of its cxi-ting locatioa, Due. to the dnt ipated VCsIktrtie. Of TIM 5rejtiele trips per day IFIJ this
.TlteraLi€ ,a of t11e }}1}'steal features of the exisdag driveway, a curb cut or highway atcccss perlFLit will he
required froLn the M.issachusetts 1ligh�vay Department (MIM).
Z Need for F;M under MEPA
The Crcrosro€df development pcolect does not satisfy aaay ref die tMrty-two (32) c€editions listed i11 l•1El'A
regul tit ions 301 CoWR 11.2.5: Revreru Thresholds. Categorical hicfrrsiors. ` herefore, it is cunclndcd that
althokigh aa; E E TrLust lee SU omitted to A-fFPA, an Environmental Impact report (E1R) is riot required.
a Safety at tiro Site Drives
TO evaluate t€xulitins3s at the site i-irivcs, it was estlinated that approximately 132 vehicles would
enter and exit The Crossroads' dLtriRg the most heiiv€ly maveled hour of the day (PAS! pen[ ). Recognizing
the veh-Ecular conflict that traffic cxsting the cite from Site Drive #2 (site drive closest to HillsideRoad)
i116g'ht Nave %YiIll ve Ili c€cs €IueLued in Ihc: median Ianc to turn €eft onto HiIIside Road, it was decided t h a;
Ieft-tui'r1 i11&ress and egress ill aRleuvers from t€it site xvoilId 1)c prohi1)itcd from Site Drive. #2. All m Oro rists
seeking; io exit tic site to tsavcl southhomia on Route 1.14 will have to utilize Sitc Drive #1 (site drive
closest to Route 123 hiLcrscciion).
Truffoc Conditions on iho Site. By requiring that all left-ruril exiting movements be made frurn Site Drive
#1, when coinbiPied witIl the eery kigli pi!ak hux,r %,{hire-,s o€traffic already on haute 114, significant
quCLles or If.-A'T Tri3tC3I,' exiEin; velflc;leS will vcc�Lsionally devclnp on thct site ar Site Drive ff-1. This CUndition
Will prccipatare periodic. vehicular, parkilig xlid pedestrian conflicts lvithin t1w Sire. However, such on-Site
Cok:ditions art Pl-Cferred to the 1)atential€y havar€ous ccmdidon3s that wokild otherwise result all Route 114
it, the viciiiii.y o Bloc Drive #Z if it ivere made available for Pert-lure UL11 1710Veme115.
To lessen the length of the possible clucue and the exte[Tt of potL7316.l un-site col,flicts at Site Drive #1, aii
exclusive left-skid right-turn Sane has been provided at this site drive, In addkion, it can be reasonably
assumcd thgt the Of a new traffic signal (Summer 1996) at the intcrsectian of Route 114 acid
MM road south of the proposed site will Create additional gaps in the flow of northbound vehick3 Last
t€ie site. A]though the it1ipact of this new light on the avaiIabiIity of gaps in Route 114 traffic cannot l.)c
page 7.
Notice of 11'rojea Cfraylge !'fie roscroar s
determined at this time, it sh ouId akkow for easier I eft-turn egress from Sire D H v e #1 and also Iessen zhe
extent Of €lutuing on Elie Site,
Traffic, Conditions on Roode 114. %V1ii1c the prohibition of left-[term cgress from Sire Drive #2 will
cl.in-inate one paten fia] point cif ve-hictilar conflict on route 114, a secoiid area of vehiculaav con F11ct
rema€ns on IRazlte 114 iii the vicinity of Site Drive #1. Ur}rlet cL}rrcnt plans, Size Drive ifi 1 to Tire
Crossroads will be offset from the proposed single Osco site drive by approxiinatcky 70 rcez, Than lotiation
of these site drives, in combination with thu anticipated volume of p cak hour traffic that would seeks to
turn left from Routc 114 into each of Elie developments, }silk crearc nvo major unsafe, vehicular conflicts.
HT-sr, vehicles trra-nilig left ilito the site (an csrhnatcd 30 vehicles during the 111M lloui-) NV-sll be
COTTIVetilrg for the mine median larzE aid spacc as vehicles (approxirrlately 50 durilig the pcalk hour)
1 "Intillg to turn left from Raute 114 inn) The CrossroexeL
Second, velliicles tttirrting left from TThc C-os rocrcl io proceed sauthbound on Routc 114 would typically
t11f11 i11to the In 1'(fi;M left-turit I I n U alid the11 proceed to merge "vi;h zraffic in the suu th bound thraugh lane
ordy NYhCIt iL \%-as safe Lo do so. The prese.ace of Osco traffic in the uyo-way 511ediaa lane wall effective€y
make it LtMavaLlahle to C'rossroa€ks Irazffic. Aternatively, w1iez left-turning vchicIcs that hair exitedTile
Q-ossroacfs occupy the median lone, it would be unaiva,lable for use by Cisco traffic, The above conditions
Creasc the pntcnr`sa[ for hcad-on vAicu3axr conflicts at tltis Iccation that ill Iist he cons`sdcrcd signi(E call t.
RC4_%Uillxoo*L11412 t!on3
1-11e aPP1iCant has respandcd zo the highly congested Era€fic conditions that exist €m Route 114, :Tnd the
potclitial vchici)lar conflicts that result Wherever a mo-way median lanc cx ass, by prohibiting left-Lurn
egress M0Verrl ell ts froin Site Drive #-2. While rkzis wi11 1)roiridc for safcr con diiiOtis s)3z Rorite 114,
putcntially Ursa le: ccuiditions will stall exist in the vicinity of Sitc Drive #1.
TO address this sa€cty problern, it is recummended rhgt Dsco Drug be rerjuired by bnth the 'E`own of
North Andover and the Massachusetts Highway Ocpartlncnt to rcloeaze its proposed access driveway such
that it is direcrly opposite Sltc Drive #1 to The Crossroads. Unfortunately, doe to Its prof}eked location tin
the cxrrtlnc ,x cstcrLt cdk e of the property, it is riot possible to relocate Site Driya #1 {m this pr€iperty 10
accompli-A the L"Ime ofatective. By aligning the intersections, the head-oa conflicts that }tic}sal€1 resLolt fsuTn
left-tum vchiclis coinpetilig with arse another for the median hale. can he dimillatrd.
page 8,
Not ice n(J'rojett C irarrK The Crossroads
APPENDIX .A
CINCH PLUS VERSION 2-14-92 LAST DRTA SET
1985 RCX Chapter 10 : Unsignalized 3 Approaches volume.
Analysis bg:Da id T. Friead Ceom:
Hate: 02- 7-1995 Time: 11: 12 . 44
Inn: site Drive ,#1 sheet i of 2
Alt: 1998 PM Peak Hour
GENERA, CHARACTERISTICS KEY: A- -B
POPULATION GREATER THAN 50 f 000 : YES
CONTROLS:: FROK C: STOP �
PREVAILING SPEED: 10 MPH `
MAIN STREET # OF LANES: 2 LMES
MAIN STREET APPROACH A - EXCLUSIVE RIGHT TURN LAME: NO
MINOR STREET LANES APPROACH: C
SNARED TURN LANE: NO
LARGE RIGHT TURN RADIUS OR SHALLOW RIGHT TTURN ANGLE: NO
RIGHT TURD ACCELERATION LANE ON MAJOR: NO
SIGHT DISTANCE RESTRICTIONS (in seconds)
APPROACH A: Rte 114 NB H: Rte 114 SB C -. Site Dr #1
LEFTS 0 . 00 0 . 00 0 . 00
THUS 0 . 00 0 . 00 0 . 00
RIGHTS 0 . 00 0 . 00 0 . 00
VOLUMES
APPROACH ek: Rte 114 US 5: Rte 114 SB C: Site. Dr #1
TH RT LT TH LT TV
VOLUME- 1399 40 66 1400 66 40
PHF 0 . 95 0 . 95 1 . 00
A0,T VOLUME 1473 42 69 1474 66 40
PERCENT GRADE 0 . 00 0 . 00 0 . 00
PASS CAR/HR 76 73 44
EgMEAR7 0r LEVEL Or SERVICZ 5Y MOVEMENT .
MOVEMENT DEMAND CAPACITY RESERVE LOS AVG DEL (SEC) AVG 0
LT FROM S: 76 256 180 D 15 . 47 0 . 44
£I FROM C: 73 1 -71 f
%27150 . 369140625 18 . 86
RT FROM C: 44 205 161 D 18 . 73 0 . 57
.. %
CI»c£ PLUS VnSION 2-14-92 LAST DATA SET
1985 HCX chapter 10 : UnSig=aliZe2 2 App=oach■s volume:
Analysis b7:David J. Friend Geoa;
Date: 02-27-1995 Time: 11 ■ 12 : 44
Int= bite Dive #1 Sheet 2 of 2
Alt: 1998 PM Peak Hoe£
CALCULATIONS
STEP l RIGHT TURNS FROM C: site Dr /l
CONFLICTING FLOWS 1494
CRITICAL GAPS 5 . 0
CAPACITY 205
CAPACITY USED 215,1
IMPEDANCE FACTOR 0 . 85
ACTUAL CAPACITY 205
STEP 2 LEFT TURNS FROM 5:ate 114 SB
CONFLICTING FLOWS 1515
CRITICAL GAPS 4 . 5
CAPACITY 666
CAPACITY USED 30$
IMPEDANCE FACTOR 0 . 77
ACTUAL CAPACITY 666
. STEP & LEFT TURNS FROM C: site D= /I
CONFLICTING FLOWS 3037
CRITICAL GAPS 6 . 0
CAPACITY 2
ACTUAL CAPACITY l
CINCH PLUS VERSION 2-14-92 LAST DATA SET
1985 HCM Chapter 10: Unsiignajj ed 3 Approaches volume:
+AUalysis by:David J. Fz lend team:
Date: 0 - 4-1995 Time: ; G: 54
Tnt: Site Drive >#2 Sheet 1 of
Alt: 1998 PM Peak Hour
GENERAL C ARACTBRI TIC KEY; ,Ak-- -S
POPULATION CREATER THAN 50 f 0 0 0 : YES
CONTROLS: FROM O: STOP
PREVAILIN SPEED: 30 MPH
MAIN STREET # OF LANES: 2 LANES
MAIN STREET APPROACH A - EXCLUSIVE RIGHT 'TURN LANE: NO
MINOR STREET LZ, NES APPROACH: C
SHARED TURN LANE: YES
LARGE RIGHT TURN RADIIJS OR SHALLOP; RIGHT TURN ANGLE: NO
RIGHT TURN ACCELERATION LANE ON MAJOR: NO
SIGHT DISTANCE RESTRICTIONS (gin seconds)
APPROACH A: Rte 114 N5 8: Rte 114 SB C. Site Or 02
LEFTS 0. 00 0 . 00 0. 00
THUS 0. 00 0 . 00 0. 00
RjaHTS 0. 00 0 . 00 0. 00
VOLUMES
,APF'ROACH A: Rte 114 NB B: Rte 114 SB O: Site Dr
TH RT L`r' TH LT TH
VOLUME 1413 26 0 14-66 0 26
PHF 0 . 95 0 . 95 1. 00
ADJ VOLUME 1487 27 0 1543 0 26
PERCENT GRADE 0 . 00 0 . 00 0 . 00
PASS CAR/HR 0 0 29
SUKLARY OF LEVEL OF SERVICE BY MOVEMENT
MOVEMENT DE14AN-D CAPACITY RESERVE LOS A G DEL (SEC) AVG �
ALL MOVES FROM 9 203 174 D 18 . 47 0 . 19
CIGCH 'PLJS VERSION 2-14-92 LAST DATA SEt
19a5 HCM Chapter 10; UnSignali&G2 3 Approaches Volume:
Analysis b7:David J. Friend Geom.
Date: 02-24-1995 Time: 22 : 26 : 54
Int: Site Drive #2 sheet 2 of 2
Alt: 1998 PM Peak Hour
CALCULATIONS
STEP l RIGHT TURNS FROM C: Site Or #2
CONFLICTING FLOWS 1501
CRITICAL GAPS 5 . 0
CAPACITY 203
CAPACITY USED . 14%
IMPEDANCE FACTO£ 0 . 91
ACTUAL CAPACITY 203
STEP 2 LEFT TURNS FROM B:Rte 114 SB
CONFLICTING FLOWS 1515
CRITICAL GAPS 4 . 5
CAPACITY 256
CAPACITY USED O%
IMPEDANCE FACTOR 1 . 00
ACTUAL CAPACITY 256
STEP a LEFT TURNS FROM C: Site O£ /2
CONFLICTING FLOWS 3044
CRITICAL GAPS E. o
C"ACITY 1
ACTUAL CAPACITY l