Loading...
HomeMy WebLinkAboutDraft Route 1 Corridor Development Study Technical Memorandum Number 2 Appendix - Volume 4 3/1/1997 U. S. Route 1 Corridor Development Study PIN 8473.08, D008560 Westchester County DRAFT TECHNICAL MEMORANDUM NUMBER 2 APPENDIXES-Volume 4 Appendix J,Appendix K,Appendix L Appendix M & Appendix N March, 1997 U. S. Route 1 Corridor Development Study PIN 8473.08, D008560 Westchester County DRAFT TECHNICAL MEMORANDUM NUMBER 2 APPENDIX J Intersection Sketches March, 1997 Intersection Sketches Table of Contents Loc#. Intersection 1. Spring/Hutchinson Pkwy 2. James/Hutchinson Pkwy 3. Pelhamdale Avenue 4. Pintard Avenue 5. Maple Street 6. Division Street 7. Church Street 8. Lawton Street 9. North Ave/Huguenot 10. North Ave/Main Street 11. Echo Ave/River Street 12. Larchmont Avenue 13. Chatsworth Avenue 14. Alden Road 15. Palmer Road 16. Weaver Street 17. Mamaroneck Avenue 18. North Barry Road 19. Hornidge Road 20. Osborn Street 21. Old Post Road 22. Cross Street 23. Purchase Street 24. Peck Avenue 25. Hillside Road(Ramps I-287/1-95) 26. Grace Church 27 Westchester Avenue 28. Adee Street 29. Willet Avenue 30. Highland Street 31. Mill Street 32. Putnam Avenue I / \ / I \ / C---- :"-------------------------- -- ,o. (..-i i .. I i ' �\ A --Q_-' \ \ \ .I 1 t c0 „ — n 1/ \ //'/ \\\\ \\ 4 I r' I n _ PA LL Nit �` •- -,"1 PP��`aG \\\ \\\ , 1� \\ \ \ / / 41 ... ,, �Q\Ply—' 1 ,.. 1 _, 1 R\S ySL���G \\ \\\ \ l 1 E ® 0 P \\ \ f'I\ -1 I ll'�� % / j C'-• I / / — �lll I / F\ I0 • W�� \ o Q iii l = I °,, GPPS ® . • O o �P o >✓ PPS • A S - S PJ�P \�� / Q `c$ GP y e_ ® cp ° ..),)A06<:; ci,'1.. _.-- _,, . ,'--. 1:0 Cs .• 0\ \� • . It 'N'..\\- slew ES -,!..,:lr .:',,. 4-\\'‘C' \ ,, • Oar Pp��,�� \,\` a U.S. ROUTE 1 CORRIDOR DEVELOPMENT STUDY INTERSECTION DETAILS © T O BOSTON POST RD _ - ` I L ` EL TALLER COLABORATIVO,PC HUTCHINSON PKWY/SPRING ST Architecture . Engineering . Planning - - I L_1 'L_J PIN 8473.08 . Q ,t', P ®\ ...---- e -\\\s\.\ \\:X\ \\:NL`c, r.'..--r"..,..--,...-"-",..• 4'--.-...-.-....--.-.-...,I Q G°♦ :c?-" - '-: s I 2 `� 1 �� ::,_:.40,,,.,,,,,ii. __ S - Q SI�NA . Tim�rJG Q _`�` G A Z Q, 1 " % g R.-r I N S S S 4 '3 I 0 1 , 's o % r \s f• p 1 -� .�}� S 1 N G I 1 .' �` K, • e_, ' 1— (---- ,� ,c., ( t)t `)T -T r. 4 ,--:_-- v:0 C3 C .1 ,y t V O Pw 1 1 of''.-.A , l U.S. ROUTE 1 CORRIDOR DEVELOPMENT STUDY INTERSECTION DETAILS ©pp BOSTON POST RD EL TALLER COLABORAT1VO,PC — @ H UTCH I NSON PKWY/JAMES ST Architech. . Engineering . Manning — -i I::!' °C� ' PIN 8473.08 .a T Arc. c,�oss WA�/ 5 �'S \ . 9' '�' ' '� P IIII::: : \ til \ p°°�S • g iuG f �r :7 /— 4 n • ‘,„\, \ .._, .._ , c At) s_rri lvD/Pi 6 � - - i r 0,4‘4, \I .,,,. ` 0 ,, . .\\ 0. ... ....... ...,:,... _. 0 —N i Co plc()E2L 1 AL v E (i. 2,5 7'0J s S s v,--r o& o • D' N\-/e7.— t)s-- g-TLAN Ili 0 N bit_ C/:-. �, / j• f n'o Tu/UL S !-o% 7KS 0 Lie, Z.STo�S F-47 ifikI‘ 24 , / i I QO 0 © ® .SICONA--�.�111int G - ®,:, ,„- G �� eP P-1– JAn1 ti &L 24 3 53 G • © � ce ,, PO c� • I;T I N1 5 0 33 _. 2 STN 3 r _ _ lop Q S�' Sf� 2A - �p .cc,' 1> FAL.. 1.-:.-:-..!._) f i!i.'J 12-i sec-!-, 1'i R 4�+-:\5�_ ,9...-„,- ��- \ �o u . \ • • \ \\.-7(<<' \ 0‘• \�GF Qe 0 \ . U.S. ROUTE 1 CORRIDOR DEVELOPMENT STUDY INTERSECTION DETAILS ©©O BOSTON POST RD EL TALLER COLABORATIVO,PC E H I ----I @ PELHAMDALE AVE Artja(ae • Engineenng. . Planning --- ". 40 =0 C' =+U' 8 0' PIN 8473.08 ♦ , ooh ® F Zp ..� / `' A, T: < : E._y :/_;;., V ,,l, ,.. __,,,,,,::,,,,,,,,,i_.,,,T,,, c:/...„/„.3„e=c-' / , N /3,* ,' &0 5 51" 3 P . / -‘,, . / o oesr9 / % `0 K_,;\ a�, G o rFp / •9- �I f�N fl t cAP eP��� � ij�/ a /�/, •�, ® SeP°°mss I oeSr9GcrF0 V �/ 4 J�� 67 ' //4 • • j ie / E' dfr / E� QP C..1 > . / .'. eP / / ` ��`i j, %�/ 'le e° v �`r {$ 0�r•'o _5)G1�+A L --rim IN)G d • a`�� 20 °��J d�'oo /// G I 'Q� 0 ® `/ / ���111 ,'gip 4C) 0 `le' P���° �S 1 t�tTP20 7.1 q- �aP a°eS 5 5 e SSP°° I c3 0 3 3~7 007 ,," QPe o� Ao ®® s i®; Q�eO O I 5S �p 3 Z.�' • 0 4i S•4. JPXit>i 0 °05.CJ °0S'` t‘\ -' ... , �is o0s� o --I H H r.. -17, moi' 1 / \ 0 - / t\ / . Iri ' \\ . ?';', \`\ 4 +211 T 7' F. 0o e O ' fi e 7 .le C3 1 /,\C.,'<('. \ e,-, \ \ i \.‘ \ �. \moij16\1.1 ,--'- s,s \ `, \ ', ‘s0 Aillik U.S. ROUTE 1 CORRIDOR DEVELOPMENT STUDY INTERSECTION DETAILS El VO MAIN STREET El TALLER COLABORATIVO,PC � � � J @ PINTARD AVE Architecture . E.rgineerig . Planning "- _ _ _ ;,i� PIN 8473.08 Am.- O / $ ' Z:E:::::! . ...111111111111141W,.,4Y ,/9 .o „N/ � Q S /, g./ 9 /. # , ,;.,'"" • • -4. ,, ', ' . • p300 ,P::::\j'frui,-/& fiiv - CF°� _4- APV ® (4" �g ,' , • oOSo , /Q. \\Spo �� P, ,� Q / ,per V •o o Q / b% • / \ �� 'b '2 0 / c0 \ 1 pP S O, Q °°�cD \ e e S�p00 / ® /,',/ 45 / / 0 SFO ,p / c,'Z'/ /5/ p0S`PJ` S)GIJ1G{--T!M IN<o \ '2 / 4(,, G A !L S� , �b ..o PVC / �°� dose (ib' MqP tti 18 r7 \ b p ///// •' D L0 Vp ' ® 669 . �S a ,i , P'. '''',;c: ip°° J`��° \ P i U.S. ROUTE 1 CORRIDOR DEVELOPMENT STUDY INTERSECTION DETAILS aEll VO MAIN STREET �. '�`'I '_� — @ MAPLE AVE EL TALLER COLABORATIVO,PC , Arches Engineering Planning _ `- !J. b'• PIN 8473.08 1 a 4\ Sy, ;!feap 0 40 0 0+G% ` e G 04.. S OB�9 SL 0O8 • \ STGCTFp © • C v% , 1 � 9�Ff}, N.so.,....egA ..: 0 i``' o / ,, R4\. • • . , • .. / ../ 4 o e g. f,/". >''' ' . / ® 0 `off`' G, Nc7 P1LG $_6Pnl 1-,•1- S 7/ yap 1-°A ;> r 6 Pc,A.ni i i i ✓-D oa *o Doi�� 0 J6y• •( 5 ° �dfr 0,/ / D, t.A P . a/Y. >' / ,,, O O,/ 7�� poop I 1-t2 PILL -6 �(C SUP.i�/,'; 5L.,Q� .e ° • ��0 4e . PD ® Qo+ICo�` yaPo°4S • o0y�a ® %\� ® © QP y c\Co % , ° oc- S I e tJ{4 L 'T i M►6.1 G J . J> 76 4i , , e /� 0 0 0 2H S '1 „,, oto° /2 i j �`' ` oOS��J o0y C: p2. '�`\ dip may S • /, / . O \ 4° ii d Q`*� ...> *0 , O 4 / ze U.S. ROUTE 1 CORRIDOR DEVELOPMENT STUDY INTERSECTION DETAILS al MAIN STREET i I'I @ DIVISION STREET EL TALLER COLABng . Pla O,PC - Architecture . Engineering . Planning - _. -' (_) 2 i PIN 8473.08 1 1 A \\IP:1r' ab` tio 'e o aA, Na �`TArJ N G rir�r�-�l+1+ pet\�O * `ll 1.4 i / 0 f3 . l'! ,.-K) 1V L.: "1; /Ti L e Q °\4., / ✓72 G,-- / G• 1 2 pi(G S- EY �vl\1/t..• 3 .7/7\ 7 ,z'• \z/--t- me\ s. •Q ®• p'/ (, ;:: , o /.• 4 /1J P e Q� 0 0� En ®® A ,,., , 5 �� • ,® . ‘\ ,z fx. /Ce°Q F1s�9 ° /i 9Cy • / 1 %4?, • ,.,s a° °�• Q° / / 4 ./ Cr-, ; !e \- ' \ . . '. . e , /. A ,,, ,. ,, \0717\\ \ \.,, Sa (,)//tiLOc.m' \ � � RI" I O J7 5 �� ` OO / \ , ` ;` QD � Pi /0 -4 Ql a 4 7.5— s �iO aZ' / ( ` /' Oc �� VnluL 1` o e \ - „ \ aC O \\'' O OQ S`O'' `` `� �— �� t O° °�P,,e �' ss I}iwTorJ 2 D 4 7 Go 0 .1 q �� S o Q <, 'EN . • 0 ,,,,‘ ..,, 1 � � S Q� d o 1S o s. / I •/ / `) \ .<4•\`'.<(9' �-� .. ma � oe U.S. ROUTE 1 CORRIDOR DEVELOPMENT STUDY INTERSECTION DETAILS ©vp _ _ MAIN STREET r IN FELT EL TALLER COLABORATtVO,PC lir - - @ CHURCH ST AND LAWTON ST Architecture . Engineering . Planning - - H 0” 80 PIN 8473.08 • • v. c& .-‘., \ �' A - No // \ ts1 of ` ' ` , . xi' '':-: / Ae / 1 .i..,'' Al 65(1:r1-1-:( :PI:N. • ,ke ,.,....•;;;,,,,,. . ,., ® • \\ \ ,, \ \\ \\\� !Oct, I"�u1�� L: \ . PA, p.,._,, N s�� 9� .,, / E . % f�Ais .1�� ji, o / 11) [,' t�`. `;'.;:•-• QJc~ ; \ L.e,,..,-,K, IS \ 1.1:.)� 4-%_ 5. 5S I . 4,0 , ‘,t' , : \., 127 • ./\ \ s c,.c,`.), , ...@ , G' , . EDI:: \\ •I\ / \\ , . 9 tr ,,,.: ED -...) . \\,:<c. I '''',,,.....„ (5' 0 \ \. \ q?'\;`,/ I '(, , ;,,\ e / , '\:09 - (-4 'I' ' i'. \, \\ 0 —4-,.-.T. dr --. a ,.4 'v / ..sec. LT ' .. • / / 14 : _,---. e ��or 5 i .00s\ U.S. ROUTE 1 CORRIDOR DEVELOPMENT STUDY INTERSECTION DETAILS Ell VO ai- IN F F , -T HUGUENOT STREET EL TALLER COLABORATIVO,PC @ NORTH AVE -_- —----— --------- --- — Architecture . Engineering . Planning 4 (_l ,�1 j' Cili Z1(J. C, - 1 PIN 8473.08 f lot? -N [Ac) L7, iA ANI I IV LC A 06 ®r) V, r)o 4, b Al --1 - 4. \4 R;C.`YA ri v-, 7 A -A 4A,"' / `' _ h . tip~ F At &x�Efrf Su( A� ED ED ING A 9:7T I N -74 0 bf�0 Pp)OS I NCP O 6 0 19, tiocro —66 AIIC4 % A Ri 141*r 0 ovo EL TALLER COLABORATWO, PC ArchitKt" . Engineering . Planning U.S. ROUTE 1 CORRIDOR DEVELOPMENT STUDY INTERSECTION DETAILS MAIN STREET (LD NORTH AVE T—PIN 8473.08 z / . 7�.� a tTfi "f U('i� R '�\0�--) ,z,,,./ ,� _ Lha u� t_ "„ ,,. .. \ i.. ® r I?I � „ 0 s,‘.._ � � 4 .‘ A y ._ . `• Q.� Le TT LANA � U`r , s .., s o Iv/ \ , ° \ . s, SSP ti1�. ..,---- 0 / „co_ • m - - �.d, �s6m ® ��ry '`0 <, ��, . % ' ��4' � c P�R�,L b ANS �'� '-!� o m •. 4 ! ( °yds 4 _ 7q � E� / ,=' ;�! ow, 0 Na PA R K� ' ! Jp�• A� Sip° QP��° • o ;::::\ `• _i-,' 0.. '(0 411 ® JCa�..L0/ \y ` y ./ v°-,,° 0NAL TIMING \ �a h o f �. i 9'.-- r� I�JJ %''' o ° -- 0 o �;� °69f• E..t.H a 41 4 S� : = wa 30 4 c.6 O / \ry i c0 �_z,› , \-T- oOs��Jc��° °�� RT � ►) a s I 4 4ti� / . /WI ,/, , * .0 <% c, ..4 Is- ---I st,„ 1---- ,., ,:..c) cz..6 , c- , c„, c'-4 .P• FZ •\ ss, ., ° es 1 cy, .% ,s, „,,•-- 0 ‘ . ):vk ,, -, e N , rot.> / fc., g-r-ir :♦ F ,,,\ skkoolis \o, -,•,.. ,-.: ,\s‘5,,,0,2411k .0 . ' 11.' - ---- ”.-s \c-':45: •s U.S. ROUTE 1 CORRIDOR DEVELOPMENT STUDY INTERSECTION DETAILS © T 0 =_ _ I I i L I_ MAIN STREET EL TALLER COLABORATIVO,PC @ ECHO AVE Armee . Engineering . Planning -i(-) ' n '- 0' T n 0' PIN 8473.08 a Q.:, . . 6,''' if o 0 ., .' . / e A — D �fDEL) ' v:- ' ) (-i ' . \ \ , , . - - ' - /..,....1 • ''9'7,',5.,," yJ& 2J ! Q /a .... 2 h o 3 HAnleAl2 'PA t.krNi 6 h h o °��, �' C} a o p@ST9`'�T C — 01. 6- NO U "PAr L1 kJ h ' o p — 3D YIN VAKK-lk-1 ` / q P STRU i ci \ CTE. ` O J`/' 'Il �/ l I�/ �� ® Nv • �Vi • / p@STS, o.. , 'i �, •' ® -,, f 4 , ' ,: U`TEp , , F NO �AE� - (3 Us STS f , 0 A% ' l''>, / .‘y e ,.... , ,,,A..., ., i, , •-•-•,.., , , 0 <\ 7 I\:.scIt. '' . . , \ Iii I . a 1 - -4 ' ' tO " ��J e� 4 ' Illl�ll S�Q° ; , ex CE T Su N Lt 6n� 40%. 0S t. .s - =� 1111111 ® ' AYS,.\. 7 b �° ® `'ob1 \�„(1) 2ASI - b A�\ W R NSUQP \� \O 0 i Q\��� -TQM I�Co Co P 2 �S v f � `� ® ,yam , ° \\_,�/, ' 40 4- 2.14 Q SSP _ ' o �� 12T1 $ 7 ---c -------„,,,,,I4... c0/ �� c.gRcs+ 2O ¢ 4 Co '74 PO �� oy --7 J ,&, e qv �?� / \-1- -Atli ^� PiJ A Sr N G m ST TF/''' r J _ 1. p RUp ED o ...,_.,10_, CO�., .9 ` `Q�\PP LA O --r 1 \�? o le/sehN ,�.16,, a p? ( RILL {LGr � g / �� 0o y> • A1.L oAT F.M7 of RT ry (32Z2GS) 0 lik- (7 H 0 Z.--- ----_ ,R4/ 1,14/t / \ 0 47 4- 0 .„ > \. .0 1@ T ._., i° \\ ~ U.S. ROUTE 1 CORRIDOR DEVELOPMENT STUDY INTERSECTION DETAILS a©0 : L` BOSTON POST RD EL TALLER COLABORAT1VO,PC r •=11--------------- ---- ---------— -- @ LARCHMONT AVE AtC ib3ct re . Engineering . Planning - } (a' >C) !. 0' PIN 8473.08 • I// ! y0sd,4'oiff , ,/ 12'. / N' _ • • _ a �� l'' A — , �'�K v Q i `O ?` . / / , / U ;:,r_ - i r/, ice . • A'. '- -'--./ -i,',.-- \....... / /, . / • ,=;-,, . �y • 0 ' J..) 1.. / . /' , * „.- . . . -7• : : ..., ,I 1 1_,(./\.; . '. - .; -, . tea; O �•- , N 1/ L O Cif - // , - is...,f %- 6 �OQTy J f i , Gi. 1� e i qy ` �� / i , 4-' , Fy�F / % / ; fid, s0 \ ¢ j , „53 . ., 4ti. -c.--A,, :. . : .. .i,-_, .c,./s,., • may , # a H L L, . (..--. . '. ® iN =®�. `,c. t.� i i Art�,� i t•i d -,"'" : ' NI- -Iikrsk -. -‘,.. �h� I171' J, / ck IA), ,c, , Q o , 4. , ‘ -", /C4 .... 1:\ C: 17A v, . \ -..3,_ is' .,v, / �l , \\„',Mi�4 Q O ry m^ O 0, fT! /° o o o I : /1/Iii. C I V\ o �(”R +» (g.' / g'i �O \ QISI/ i4 \ g_T ( 40 4 31 6$ CO. r' 4 ... �/ ��`�� `` 3°�NoW ALL. f Kr �'NO �/ <2''' y / PJ``�o eSPJC pOS� p ` Q ' P0- '7 % �d Q s U.S. ROUTE 1 CORRIDOR DEVELOPMENT STUDY . INTERSECTION DETAILS ©©O _ _ =LE IN FEET BOSTON POST RD EL TALLER COLABORATIVO,Pct=-1 -- gCHATSWORTH AVE Architecture . Engineering . Planning - ._ -+ — — �-� PIN 8473.08 i 111111 )1111 i l 1 rolerJy� S:9 % , vQ y , A - ND -TVR-1.J CN Vi i) 1 6 _ No �A�KCN � NESE ` D GD fz-lT I / ' l , oBSTR,-,,-.rED -_%` /i G — No I'A v i(�( , Y C' !.. 1 t 4/41414, ::: , 'b../ ," :.. , // `ice I � , . ,%� Lot jII/'///IIII4 =,.. * - ,,E w r , , .,.... ; .,;. 4, � �, PA12.K-I N & A'RI TI c A. • C � o 0 JV Od! r 4 �/ ���� Ste__ \\ ® ` �,' / ,, Q.o • a Jry' 1Joy1 '/�/ 2V a lopt, S9p �,/ o ° • ,/ 0 . v Q 0 Q Q) * / iiii///////////////////Apr , . / j° „ ° 4-7 i ,' 1 . ° '// /' gY A LPJ l U.S. ROUTE 1 CORRIDOR DEVELOPMENT STUDY INTERSECTION DETAILS DV® ' ALE IBOSTON POST RD N FEET @ AON RD EL TALLER COLABORATIVO,PC • I Architecture . Engineering . Planning - - �� �� PIN 8473.08 1 7.1.00......... ....aMMIIIIIIMME11.1.11 -. _....•.•1 ••••= 111•11mI • • • _ (' `. . . \ \ \9 ? ` \ \\ ' \ _ ,\ \ \ j \\ , ,,.. ::, j- \\\\ NAC 0.\,45,, .:: .. _..,-_,_4, 'E ,- .. <%Ps>. x\ <Z) & C ' , , t i \p0 \. \\ \ \ //'' , . \'Fy Tl,M ) rJ G • G A � Q 0 0 AR I N 3/56 30 4- 3Co E �' 4)e) S NI / C a/v o -3° 4 3G A6/) ru'lLic a ..„--77,7--z /'% ,77 U.S. ROUTE 1 CORRIDOR DEVELOPMENT STUDY INTERSECTION DETAILS ©©O _ ii F E.E I _ _ PALMER AVE EL TALLER COLABORATIVO,PC -' @WEAVER ST Archie . EngineeRig . Planning - �� 8 CI PIN 8473.08 .ak y V J 4 6z/ '-.717,,, '-4,„_, • 0-/ '' .'''.7 0 00 ,, 0 , . ys� . , a \--.. ' / N V �� AN1rI• -,,,,.s., 10 ... , -, K.;L eii V... : o o cr Q r-- V_JT- 7 e- <,' . J O /\� Q Q t i 1 -{ % h NiY-J J` y Q //. ;‘, 4 h o p�� °� ® \ �tM`iJG A 2 . &C'•; .1.1 ti-- •• ' '' eQ ^' /s6 / C./ ..,1 .,v.,,/ i�� „`((((���..:1�YNNJJJ�l111 .,cj:11'2/21140 il Q Qoo 4,4 `tom %Ct. r° /'9 6/ �4 R� 25 se�S.At eNt7 c7C--- 15:, �, t7 t•s.../ ).k. i 4 ,- -0_ -_, / 0/.4 .; # a c .•,„ , , 4,„ . ,,, , ,,, • . -,, .., /. . 4,9 „, ,., :...,• ,, 4 ,,, . 0 .:E`s • 40 14''3 -- -,,.. .., , , :.,-7 4:;-4---- / h ., ,,l'T'' '\,,, * 1.(% # ,' i .-- -..._:,..„-**,,,,, .,, ,,,,,::, . �Q ,i o _, 14 a I ? i / °Q 0/ � ; airl1f / / /O /'' // / 1 _ U.S. ROUTE 1 CORRIDOR DEVELOPMENT STUDY INTERSECTION DETAILS ©oO1f`'� E E 1 - BOSTON POST RD _ EL TALLER COLgBORATIVO, PC ---7.=,__=-.7.1._. _-_-__-_ --- @ WEAVER ST _ Architecture ArchitectureEngineervg Punning 1 0' 80' PIN 8473.08 __ _, glair - ..\ , 0 1 lir C,) \.. 7 , . , .. 1._, _ i •o S �S ....____ ,,,,. i 4 o ` < NP° ° A — No `"o1z-N GN ?_ o CJ 2 B — G� 00SjFOcjF • OBSTRUCTED Q� G -- w A SIC.. o rt LL f T + � r °°°t�° 0 Q s -SAO NY 6 '(rzA 0 _____. \ . .C) o r) - LC rc LAI-NIL MuST .�:i \ -* yz•z5 ., �c / ® f(� �k1Z-� V Com. C '(;;'(�'1cam. ) / OBSTRUCTED I 1 O / — '1 'O ___...-.-.... .......2 '\kt' .y, p0S _ SUS 1 N L , . --, ,- 0 . - - • . „, e , el, ,. - /......tro: - ....' '-(:: 1 , , %� ��� ,M- - .f'�H \oo Qpa ., 1 oP :. !�� Ci % CX L�:t' U e'r }' j ` 0 ,\ , ..... 14-50 f Le A ii-it i �� v ,, r s; TO codmw „. 0, _. 04,,,_.v..-; '-s-, \ --. d\ �� �s`o J� Q� ° v� Ioff' - Oi-k `� .;> �� • '--•,.,.. ,/ s1 64 Q4• l9FFT \\ 1 h�q ZA-• Q� �� �!o : - N o FAR1 N , a � e / y / -.:1 r 2J F� QQ . ,, , ., ..., , . . , <,.. , , / 70-4 -Hm e ‘D:1 *-- v ® NAS t 4 G. k, -L -Le , U.S. ROUTE 1 CORRIDOR �� 1— ÷ Q / DEVELOPMENT STUDY 4o -7" G A 2 INTERSECTION DETAILS �73 El V® a A --��^,ala Pb s � (Is.) BOSTON POST RD ELT soRAT1Vo PC se:. W 8 /Z3 @ MAMARO N ECK AV E TALLER COLA ---_- -— Arti+iOachre ErginseRg Planning -. _ '.,I ,�i J; �(`�; tls/v3 LI tO Vic, - _ _ _, PIN 8473.08 .1119r11.111111111111111111.. 11.1.11...1111m7 i 0 _ __ _ _ ____.____ N.. Cf... , \„‘I.KI•is‘. ... ...r\ . , 2-- - ....--._.- --- . .-.-. .- -- , . I . , , . .. • .., \ . ..-- -.)• • •. • 6 -: • , A _ (1 - i . .1. \\t; • , ub D \:,„ NA SEk'l 1 — JOI'lk= If i. f \'\.\ „ ,,:., -, .;••••‘. :..,,,,-_,I,.._, \ \,-.. ,,- -- \\ \\ . -.. ....‹.., ... f• o ?Agx,i r4 6., Ai 4,----- •••, , - . .• , ..„ .,\, • \ ‘, ...---- ,cs, ,, , ..... , -- - ..,--- - ..-- ...„.. ,, \\-.. \ (• ...-- - --------' ..- . ------ .- - ---'----":------- -* \ '7-C) , 1-- "' .-- C.. -- Spce P '2C H \ • ,..-..,--....-- ..----- ,------ . --:"..7.,---- .--- • ___„,..,.. .,,,,,x-i, ,s, p - Pc-r) '2)0 1.1PH ilh,'''. ' .,‘ 4..‘ ....• ....:' 4\ 2 \ , . 1 . - HOU12- PA(2- -1'.•3 \ F c.,,,,,• . -- tic . 1b(f7',-•/ N r) • . N -. • e 4\ 2. . • \ \ •`.----- ,----; ''' ,,, • -9) t.": -- ------- ..----- \ I , \ \ •-- N .',. ../ •'.:, I • g". ! I f ,, ' f Q...: 1 ..'''''..1 =.11Y. - '''''' Q 1 \ 1,, k a WS/ 56 yo 5- 3S . i 4.,--, ,_ \ - vz? ' \- .' \, 1 C..J ,: °J s , ..:, c, E.BA,,/ 30 5— (t S c,..4' ..--"'- —• \ = ••• o-\ .-••-"- • , , • .•?•'"'":„ .9 ,. te''' \\ r." .... ... --• 0 ..'' , , 0 a. ...-- . . ..,...,- ---...:,•. =-"Y 0 0 4,..,.. 1, _F.," - ,.,-- _ ... ,• 4 ‹..., • , ..---- • cie . , 4,"..3.. ..•-3 •, , o ,101 s ss 0 .- /----..'------ .'''''''. ••/<'' ' .7'. . -•- .. ..-",..\> \I 0 0 -. . ',.. • • , d-...''' il ,ta • . ,, ',, -.:-,: 1, -' \ Cee.,..4.:pc 00*0 ) • • AO ' I • 1 , • ,- "v) .,---— -‘q• ' t A 0 - .•. ' 0 li, \\ \ ..- Z N ,. ..,,,\ • , , ,......, .,,,,•<- , U.S. ROUTE 1 CORRIDOR , , , DEVELOPMENT STUDY • INTERSECTION DETAILS EIVO (-_-,I. . LI- ! II FEE I BOSTON POST RD EL TALLER COLABORAT1VO,pc -------- @ NORTH BARRY RD Architecbre . Engineering . Planning . ... - -- 0' (-ri'')0/ ' '1 Iiiii......_ 1 PIN 8473.08 SO. • ‘ Ill\poRja.\9' .skk Illip 11111,, ,, \\Ac, A, is,......) \\� �9s,A , ' * _ A - ITV SpELV 40 V]WI. F;, RW O , ' \ ,00 ' , — Nt 0 7A ., r-I N N • SNp ; o Qp� L �C \ A iy •; t.x 0O l - - GFQS /� {/ � �� /\\ Q [ I I ��.E� A! C IZO Z 11. 4 ' I t © 1.v :\j;,i lC`e V 1nO7 C t f I 5 V c JI 1 i „���UG(E0 ;' ,, S LANG, e Sf c ` ` .*,ss Q ` oi ' I 1.10 `PAgi v QN ® \. .I 11' p -- d 1--7-.,--,0 A� 1-r. ,„‘,‘ X -004 , - r , ....._.- _ .a . \sy,..014 ......._ 1 0 . i; . • 7 --,--,... 4.- -- . ... ,. \ , . ,) , , , ,:... -- - :.,...': - - oot -0 'J' I - ; , '.4%1�4'S� e G RUCTE 1 b ; • D 06ST Q <Q 0 5RUCTE0 \ 01e STRUCED 08hp .K Q {I W`'F RW � � OBSTRUCTED Q i / _ 0 / V 3'w�0 �F�o Q N POST ROP �� ���`� OS s 9 TO / Ge _ it o i (:,_--------- \ 0Sl 1 o .a' e 0 '' b *_ sl9G O 0%5-s°'' OSjRV SEO o o9 C 0 ok 9Gr , T sc `Ck " \ OBSTRUCTED a, n ^\ epj,0 U.S. ROUTE 1 CORRIDOR DEVELOPMENT STUDY INTERSECTION DETAILS il 0V • _ _ - , LL I BOSTON POST RD EL TALLER COLABOIW1VO,PC 7 — _-1-------- - @ H O RN I DG E RD aa,;1,ecb.8 . Engineering . Planning _ _ _ - _ 4 0' 8 0' PIN 8473.08 z. /44r, / / • ' O 0 �J " tieJ A (f-EP Lf ni pA'�,'r_ r' G v. f' 00 ,., ,-; '• / ,,'' . A?: , o0 °y, s / CD ��CC Q c L)Oho S ' 6,o N ' y0 e of ao ', ,, o � �-SO • / , • /D o o i O�� OS1Jo 61 1 BO ` • ��'or' '' / ' ',6 V,&,., i o \ T(!17 1 1� A - — �po •,60 s e AA ' A �~eJ -o 39 C��75 • 0 0 061J 1.2 x../42, •/' . ' �� \\` /'ham ' vo oyes r mo ;l t e,� • neo 5 3°I�3� �$/!o G BO k S g t, ,,V o 0c,> S P L �2) 0 ,1 \\*14 4 gY vik `hyo /\\Q o F. �y N�/`, *, e o Q O tee, // `� E /', "7$/� ! ` �J° 0 ` _i :v._._ .,)\ JO S 2 / :210 \/ 0 0/2� �5 o . Q -ci i _ • �_ O ,Le Q \/\)B / is _ b o ,. ....s_11.,16 �6 t/r\► --i &+-- H 1--- 'CD ,' .Di 4-1N-Ks �kO ..QJ` ®`''� QJ' /® M' • ry_.:.,s,, ,4 \ ���. OBSTRUC eJG o 1 Op`�, j \ O' /'' '' , lgi., •` .\ �i� `J�yl IN o o ii, ''tic\ • `• t, \ C 0�p�_o / / oti t�1 Jc4 / // / ' ,.` .® X60 J'2b 1rig I / / ,' 0 .+,_, ':::„ . ., , ... .. 0e ,' , 0 U.S. ROUTE 1 CORRIDOR DEVELOPMENT STUDY INTERSECTION DETAILS ©©O . •`•_ ii l r L L , BOSTON POST RD EL TALLER COLABORATNO,PC S i @ OSBORN RD Architecture ' Engineering Planning _ _JIL — _ _ _ ~ 0 PIN 8473.08 A f , I II r� ` , o ,- 5�oo ,-oo PO c r 4,/c) `,//A , /�, o '�,�,( ;� 003 , ,oD � • © /�;,\�c, — (i'oP h:�V L r 7. -j� . .per / h. � k' 'r 4 �. '•�s,, o _ MO t A`t—K,t N �,-, .iCO ce a _; F . :, C ON Sill3=16 1D�- _. O 0 © ,:::; t..... .OSP- • \�2 ' .. SNaooy�s J� l�1ruE LE I, 671-4 ftrt. ��E F� a " 0 1 �RN� 1S ' c o \ E�� ,o ' �' % �� eat�o � - 45�3� Q ; , 4 a 0 pL0 P.T. 53 1�7�1'f '¢ t LZ (i 0 se c> O :: „/4'/ , o ,/x"/' 005 0 a , KT I N3 I`iAo 3 a ; ; 1,,,,,,'Ill ®-'-"--- ./ `Q o f4JAS6 11\16 , C7 , O � iJ 2 ii , r Q �Qh , 1 f�0S�Q c. �ro011P� O Tuc, , .771 /' � a 0 p vc-c.vRs o� I.a�•. At��n-e b-a 0 -7 0,2 Post Lif+--Fu U.S. ROUTE 1 CORRIDOR DEVELOPMENT STUDY INTERSECTION DETAILS © T 0 _ ; L li i L L I BOSTON POST RD EL TALLER COLABORATIVO,Pc — — -1 == @ OLD POST RD Architecture - Engineering . 11�, n , ., P "(") PIN 8473.08 T , : , 2 J O tip- . Q. J it ` .' '� \l, C. I I-- P. �. — UN/ ® " i / 4-7 ® 1` 1' ¢ a/ OBSTRUCT o • t - ( 11 ::,- r., C : 0Q fl fl fl til 0 _ 1oI_ ,.- -flIl 01 I/ co l — _ a, 'r/l fl / , \in. ‘?-.C} r, i, v � . f . - ,- •U • ol cy c \ ' ' y ® � • fl r � n \ •'1/4, r /, 1A ` I i U\• CE) I 1� fl fl j -r, c� J`` / <c/ < ;o - - \T „��\o PEAS!NIG l A/ ; ; ' 4, , & f-----..,c, -- - e.'t 9:15 \\'v-'\ . 0 kc CO --I 0.---:4 _ i9 ` ` i� O -„-- X',— ...„- , 4. Tos cc\ r r fl ,—,\ OBS IICTDt' TED ,r ` .. -- << I 3 o' ® / -------_ ;cT-µms ‘.` �f �` �0 AE.— c i_�r l .2cc ar/—tet T (1JIVv+ ' / 4• r RT 1 1 co OP \/ 5c rT �� f;E�Q� 4 Spero RF,p P�fU� U.S. ROUTE 1 CORRIDOR DEVELOPMENT STUDY INTERSECTION DETAILS _ L. i I. , `` BOSTON POST RD 1:3170 - i EL TALLER COLABORATIVO,PC @ CROSS ST i iEectue . Engineering . Planning -1 0' _ --� (-JU PIN 8473.08 _....dibill:_.____ 80"£Li8 Nid ;r i 8 ,C) ;: — eW��d • �„ � - ro IS 3 WHD21 fld — _..---_ Od'OALLHM08Y100 2i3Trol 13 a211SOd NO1SO8 OA U SIIV13(J NO1133S2131N1 Adf1S 1N3WdO13MC 1100I1RIOD I. linos "S"fl -,7,, �II9 , fl fl 1\\ >> 1 o ` r `r m , , • ticsjCr pp y rlo c4p`r - I C) 11118811� � .-- --- - --- - fl �' y�novJ �s rf1 oar] ro s-'as o o �1 d ;: _ \\ r\---11‘10 0 r' -4- iL 4s I 1� to 7�fob _-� Ipi► - = 0 mom cooti:fl /\ a� j c:, .. 1 ti , � „ L� o b 9(� I -lam 0 ; ; fl a Q \ a , :: i r _, ,,, , fl 0p o �� 10 \ ® ` o O 1500 0,,,,lS1S�° B i I p' ;S 1 TA).5 9 fl a~� try a31�nalsao °�i s� tiC np : o-°J \ \� fl fl Q �� • e) �_i\t.1 _�Q % � o� op a ^`;Tori°°�Q c,s° m J` �( o' ® ® til , fl �l�pais° 0 .r, 1 �`� LJ b.. -e5 Ai0 % c: . ,./ ,-_, 1:il 1 , 7 ..)11. i :.I 1 0 '' ''. „ :.,,,,: F s a° msS/ S ^ (yiS J ;� .. G iV tio�a fl m 0 c , � 0 -1\ o fl O O 7,-, i y 0 L `- i • _c•.°-------T. j a ... t -,\ ''1-- - A. - c ORlA ate.r-='"" - - 1. l•V�� - i. ! ♦ i i.�•:,i' - ._:j- - yq-"41%. ^`JS tLl 1)6E'. S \acl-AL ...i- i Un // \ � \-.___-- ,/,' / V' VV-., 4:-.1) / (11(S ,O a 1 - • r 5 _ \-- ---1- . .::::„ .,0 ,,_ ID'5 _----- , \\,1 , --- 1 munnlF+►+��►�� III i ;�. T /c `c°� cS ♦ oma A oss1F11C1E � -r -� i �5�, Ess, __-- uBS1RUCIED "' r' _ __ _- - --_, -\ . ' v oe51�'-'-;=o ma 'rim M 1 t�16 G_ R- \� f --- --r-'',� pe t ec %/ .o- - N s� y 35IZ'z_ � � -- / S • S,pia k �� /, = S I • `; f• 3 - � r' /A ¢ rte- Se1.) .5 1 s 7/, '--o' ' a :: '0 1.-' - 0 1 . ' ..j" ti c1111.3. I 0 (02/4,7 (1...-r EAs-r) p /; / 0/./- -.______I i - . Z;aJ` 4 C,~ :- vq / / �p Oq ,`a , ,, >,/7 / s•=•- ..,,,,, ••;:., ---z „.,,,_./. •••• ,:_z( / ,,. *-','_o / // i / .__. ,:,,,,- i da'� / /O / O Oe' / n / / C U.S. ROUTE 1 CORRIDOR DEVELOPMENT STUDY I INTERSECTION DETAILS ©v® F F 1 BOSTON POST RD EL TALLER COLABORATIVO, PC ' - @ PECK AVE Architecture ' s Planning — PIN 8473.08 ti . , • a ________ ______________ _ 7,,,. .__= , \" i . , ,. .... ,„. \ _-.2_ \ i „•'' ,i / \ \ ,:r_:______7_________T_.__________•____i. ,. ;r `�' r ,f ILL. L.;( r�' ' A ., \ \ 1! ., \ J / \ ,,,,,/ / I/` 1 ,... LI, !C A •./ / 11.1' ' \ \ \ \\, ° _ -._ 1 � :1 I • A/0 /moi � ,/%,_ / 4 \ \ , \ A sks 1.... 7-7 / Sryou Lt�;i- -- ; \ d� IL �� o '""'"/( )° o ��-� it ��l `;,, • \ h� T T 0. \.k„ . (Jn , ., ‘t ,, \ \ 411 .1 . ...- . 1 1 0 „ ,,';J.\ , , / I' / • ,' / 4� I / ,----,._ ' ' j cN)1 v c I // � \s iZ. Sl3 (09/(0 5 II -d� \ \ : / / / 1. Q;�, !:° b / ' ` c� 3I�ZS *\\ `I\ ; ; I / // \vv' t ____ \- \ \ i A / / fj ' ^//0 / ,� / \ 1110114 ik ' / v o o- / d J / , ' y / o o om ® / J. , r,i i 1 \ d S • • U.S. ROUTE 1 CORRIDOR DEVELOPMENT STUDY ___ INTERSECTION DETAILS UV® BOSTON POST RD = l FEE EL TALLER COLABORATIVO,PC — @ HILLSIDE RD & I-287/ 1-95 RAMPS • ArtthiOecnae Engineering Planning _ I I_)' 80' PIN 8473.08 a NYS• -- - r , I.,' •NO' J'.i h -.I ,4� �� , 0 >A, \^ \ �pQ. :�r i--? ;�1 - 7 / / _ \ ).., u, .� '3'' R4`E cy�R�f�.r PUAs aG i�7fbf3 a srp — _L_ P 64-1 ,)1 , —7 .._"‘(2e3' [ •• -1 ,Q, N a T ___.D. 1,— -<' t-- ,, -r -1- G A R 2(I 0 L -T A;2?m.J) z *1\1t3 35 3 5 2 KT KT 1 �e "?lo `f I CIS LT fl 2Row� I Z s m r,Q i._ ci: r 2-4' 3 1 fQR Y WE 20 3 Lf7 U.S. ROUTE 1 CORRIDOR DEVELOPMENT STUDY INTERSECTION DETAILS .. El VC) ,_ ._ MAIN STREET EL TALLERCOLABORATNO,PC , @ GRAEC CHURCH / PURDY AVE ArchitectureEs . Planning — i !. ( ; 1 PIN 8473.08 i •71fi i`_ -�. :I i� j �— C ANI 1 .. I ` _ �; s . _____j I 4I41) . r T\ 4 'i NI a • �j '' '•.„,„. . % -- (.. --\ --A aq;.- 1--- —t$1--- 1 °` PT 1 N • \.. ... . 11M1SJ‘ 6 G._ L N 4S S 4-CP I sra r. L 4,477'V y1�Os y / 7 / 1 / U.S. ROUTE 1 CORRIDOR DEVELOPMENT STUDY INTERSECTION DETAILS ©VC) � r . F F 1 - MAIN STREET Pc ----- __— @ WESTCHESTER AVE EL TALLER COLABORATIVO, ,l' 80' ----------_ __--. _ --_-_--- _ -- - _T , Architecture . Engineering . Planning _ i PIN 8473.08 II i' W 17- PUSH r-r1 D r' ' W K N �. 9.�- � �1' NoTt - CNC �-{ o U r_, PA�-K.c : �= 7?: �, 5' or& ALL_ A t';,;;,-ACl_lGS . 5.1'7 ID . -....- .,:,-:,.. 7 205' i .' 7 - 0 r l - - - �' - NB/se, s v .4 3!0 iy ..i. , A ' 4,', if ‘4 ID, 11.15? 7-1.5 9.1',.. 2 /, r U.S. ROUTE 1 CORRIDOR DEVELOPMENT STUDY INTERSECTION DETAILS . ©©0 , _ , , _- - ,- BOSTON POST RD EL TALLER COLAB . Planning _ ' 0' O i_) PIN 8473.08 glir _________ — --- --amomm.■•• ---_ a -- - 1 V,, 11 1` IV. (l`K '— (o 1` \ 1 0 1 / A i a•51 ( BUS s SOP 1`•� ti 11 \( \',,...„ .•,-•'.• fes!\?:4 �� ----1------ . .1'VV' 67-2- ---1--------------- V111\i-i-1 - 1 -� - . ,�� !I• r , \ 1 ,4• vo-LES pVE 1 ________3.P( .. i 1, ' 6R Icl 67-7 1 Y` W '.,, t-Y Nells6 (, l L( 2S is t )1 \ \ • U.S. ROUTE 1 CORRIDOR DEVELOPMENT STUDY INTERSECTION DETAILS MAIN STREET ©p0 EL TALLER COLABORATIVO,Pc ...-..... --1: _ @ W I L L ET AVE• Architecture . Engineering . Planning — ' --- _ -- — - - - U .(:.,:c{..)• 1 PIN 8473.08 Ii i \ \ \ .....„ , i . I . •.. _ 1 ...., ...., , , ..,„ , , ® I 1i2 PKtw & q_ 6, • z N i I , 1C 1\.'7 l',' -- w VI1\V S` • 0.tib liet.H N.\\ :\ Ii 1, 1 TwD WRY i' Vt 'V` s v.,.• \ HI LAND ST 17'15 y..—r.::: \\ .: NO PAQiciNL* t ,. Y� r•�� ' ti, i ., �,Ne ,,, :i• 9 4 • 1� i.\ 10 fir �`I_i �1 �1 !i U.S. ROUTE 1 CORRIDOR DEVELOPMENT STUDY INTERSECTION DETAILS BOSTON POST RD DY®© LF IN � L f-_ 1— — — @HIGHLAND STREET • EL TALLER COLABORATIVO,PC _ A.hihech+s . Planning __ ---- .------f U PIN 8473.08 • • ?- ,Tl / 444, ...00.' . - % O It�2f'K q- (o \ P ,�., , ,. ... & NO FIV-1 WG o2. S7'/D r of G AMTTi rn� \ \ \ \0 \ y: 90 y� \� - i \. i� \ \� .' .Ez / / ,, \ i-gir i / b `.,� •C /� G A 12 , ir , , ), ..i. ? .. Nbj SS 4 31 . . . \ Is.=‘..N , wb Zs 4- (DI . ID l 0 f y 1a 1 \ . . ''': \ U.S. ROUTE 1 CORRIDOR DEVELOPMENT STUDY INTERSECTION DETAILS © ,i._E IN ELI T MILL STREET 00 _ _ ELTALLER COLABORATIVO,PC @ MILL STREET Architecture . Engineering . Planning - - — - 0PIN 8473.08 a i ! l ( iI l I •I ii i � % i % I rI r� t / L! 15.7s`1u-,I . e ""‘,,,.., / , I :1. '.' / i / 'i, i , st. \ / ;�/, 11, "E„ii17 \ '�\ ,r` / ,,'�.+ elft+• 4j ✓ / ; / ;/ -\\\\j \,,,,, J✓i N"\-IN • h 1\. \ \rJ ;. \ \-v,<'; -;\ z-,C1 Ilk Iii. s��� 7" • Yi STOP �.�" ,ht .r. \ \it -\‘'\° - -Or < ll,i..,,, 1 . 0 t fl, .7 l\)\ --, 7,7 \ve \\ „ \ V, \ '' F_ \ \ _______ U.S. ROUTE 1 CORRIDOR DEVELOPMENT STUDY . I NT E RS ECTI ON DETAILS ©VC) — FEET BOSTON POST RD EL TALLER COLABORATtVO,PC �--- __ _ g PUTNAM AVE Architecture . Engineering . Planning - LI U 8 0' -- _ _ PIN 8473.08 U. S. Route 1 Corridor Development Study PIN 8473.08, D008560 Westchester County DRAFT TECHNICAL MEMORANDUM NUMBER 2 APPENDIX K Public Meeting Minutes March, 1997 NEW YORK STATE DEPARTMENT OF TRANSPORTATION U.S. ROUTE 1 CORRIDOR DEVELOPMENT STUDY Westchester County Public Meeting #1 P A A 0 c 0 Mamaroneck Town Hall 0 740 Boston Post Road Mamaroneck, New York 0 0 July 2, 1996 2 7 :45 P.M. 0 R A P P E A RAN C E S : NEW YORK STATE DEPARTMENT OF TRANSPORTATION ENGINEER-IN-CHARGE, WAI CHEUNG DeLEUW, CATHER & COMPANY OF NEW YORK, INC. PROJECT DIRECTOR, FRANK CATALANOTTO PARISH WEINER & SHUSTER, INC. JOHN SARNA JUDITH SCHWARTZMAN Court Reporter 40 Davenport Avenue #1M New Rochelle, New York 10805 (914) 756-7169 GoIV 2 1 MR. CHEUNG: Good evening. Before we get 2 started I want to first thank the town of 3 Mamaroneck for allowing us to use the facility 4 tonight for this meeting. 5 Let me first introduce myself . My name is 6 Wai Cheung. I represent the New York State 3 7 Department of Transportation. I am the project 8 manager for the Route 1 Corridor Study. 9 Let me introduce a couple of people in the 10 room, also. Frank Catalanotto is from DeLeuw, 7 11 Cather & Company of New York, Inc . , the lead 12 consultant that the department has hired to help 13 us with the study. 14 I will first go to a slide presentation for 15 this meeting, and the second part of this meet- 16 ing we will open it up for any public comments 17 you may have that may be useful and helpful for 18 the development of our study. 19 I will first go through the slide presenta- 20 tion and give you an idea of the scope of our 21 study after which you will have an opportunity 22 to speak about the study. If you want to see 23 the screen a little better, you may want to move 24 in toward the center of the room. 25 This is the U.S. Route 1 Corridor Study for 3 1 Westchester County that the department will be 2 undertaking. Here is a Project Organization 3 Development chart . As you can see I am 4 Engineer-in-Charge of the project . DeLeuw, 5 Cather & Company, represented by Frank 6 Catalanotto is the lead consultant . El Taller 7 Colaborativo and Parish Weiner & Schuster are 8 sub-consultants for the study. 9 The project study area is composed of two 10 areas, basically a primary study area and 11 secondary study area. Route 1 between New York 12 City and the Connecticut state line runs approx- 13 imately 12 . 6 miles and belongs within the 14 primary study area, which has a limit between 15 the coastline to the east and I-95 to the west 16 and composes the primary area. 17 The secondary area, and the reason we have 18 a secondary area is to include land-use develop- 19 ment and traffic impacts associated with it . 20 Part of our study is traffic from developments 21 that may be within the secondary area, may 22 travel or divert onto the Route 1 corridor, and 23 we wish to capture these impacts . The secondary 24 boundary lies to the west with the Hutchinson 25 River Parkway. 4 1 Route 1 between the City and the Connecti- 2 cut state line is approximately 12 . 6 miles and 0 3 is primarily a four-lane artery with a flush 4 median and in certain areas such as parts of New 5 Rochelle and the city of Rye, it now narrows 6 down to two lanes, and in some areas it winds up 0 7 being six lanes in some of the major interchange 0 8 areas . The average daily traffic ranges from N J 9 10, 000 to 24 , 000 cars per day. 0 0 2 10 Within the Route 1 corridor there are two 0 11 cities which have jurisdiction of Route 1 . 12 Basically, Route 1 is a state arterial with the 13 exception of the portions within the city of Rye 14 and New Rochelle . Those are under the jurisdic- 15 tion and control of the respective cities . 16 The project is broken down, the study 17 project is broken down to six phases . One is 18 the mobilization and refinement of goals and 19 objectives . Those objectives have recently been 20 completed, and we are currently under way in the 21 technical investigation phase, which includes 22 data processing and analysis of traffic . 23 Later on in the study we will be going into 24 the development of improvement alternatives and 25 evaluation of these alternatives, and finally a 5 1 project documentation and recommendation phase, 2 which is comprised of a development study which 3 would be presented with our recommendations . 4 The community participation program, which is 5 part of what we are doing tonight, will last 0 6 throughout the study. I will go into this in a 0 7 little bit more detail about this part of the 0 8 project• later on in the presentation. 9 The project schedule calls for an 18-month 0 0 F 10 study. We began this in April of 1996, and we 11 are expected to complete the study in October of 12 1997 . As you glance through the different 13 various phases and expected completion dates, 14 currently, as you can tell, as I stated before, 15 we are in the technical investigation phase, and 16 we are hoping to complete that towards the end 17 of 1996 . 18 On the bottom of the various reports are 19 the meetings that will comprise this study. 20 There will be three technical memoranda parts of 21 the study. We have completed the first draft 22 version, which we circulated to the various 23 local officials . 24 There will be a final Project Development 25 Report, which we will also circulate for com- a.... 6 1 ment . There will be technical advisory group 2 meetings . I will go into that a little bit 3 later. 4 Tonight is the first of three public in- 0 5 formation meetings . There are two more public 0 6 information meetings towards the end of the 0 7 study, which probably will be in the time of the 0 8 summer in 1997 at this time when we come back to 0 9 get reactions and comments on what we have 7 0 0 F 10 developed as we progress through the study. 0 F 11 The community participation program, which D 12 I addressed a little earlier, has a key future 13 in the study. The purpose of the program is as 14 an outreach program to locals and officials, 15 local citizens, the community, business and 16 government officials . The idea is to have as 17 much interaction as possible with the local 18 communities to see who they are and what their 19 concerns are regarding transportation issues 20 along the Route 1 corridor and to help us 21 produce a better product in terms of the study 22 as something that is meaningful and useful at 23 the end of the study. 24 Our intent is to implement the improve- 25 ments, if it is something the community feels 7 1 comfortable with and is feasible . Obviously it 2 also allows for the community to provide input 0 3 and participate in the study. 4 The key elements in the program are the 5 technical advisory group and public meetings . G 6 The technical advisory group is comprised of 7 representatives from each of the local communi- Y 0 8 ties along the Route 1 corridor. We have had N J 9 the first technical advisory group meeting in 0 0 F 10 May of 1996 . We had a number of comments and 0 11 issues that we will address, that I will share D 12 with you later. I think it is a very good 13 method of getting local input and to assure that 14 their concerns are addressed as part of this 15 study. 16 Again, the public meetings which there will 17 be three, will be held, the 2nd and 3rd will be 18 held later in 1997 . 19 This field data collection section is part 20 of the technical analysis phase. This is 21 probably the most labor intensive portion of the 22 study. We have, again we have, the consultants 23 have gone out to look at the striping and lane 24 use, geometry, site distances and curb lines . 25 We have collected traffic data and traffic V 8 1 conditions . We are almost at the end of the 2 data collection phase . 3 Right now in terms of the study we have 4 collected traffic volumes at over 50 intersec- 5 tions along the Route 1 corridor. We list about 0 6 25 key intersections along the corridor. We 0 7 have done travel time studies to determine what 0 8 the average time would be to travel between 0 9 various sections of the Route 1 corridor. We 0 0 F 10 are looking at signal times and phasing and 0 11 probably improving the coordination of the 12 traffic signals out there. 13 One of the other key features to the origin 14 destination data collection process is -- -- I 'm 15 sure some of you have gotten survey cards that 16 we have been handing out in the month of June. 17 We handed out close to 70, 000 survey cards at 18 various Metro-North stations and along the Route 19 1 corridor. The purpose of doing the survey is 20 to find out how people travel along the Route 1 21 corridor, where they are going, what the peak 22 hours of their travels are. We ask questions in 23 terms of what mode of travel they are using and 24 why they are not using certain modes . That is 25 an important part of the study, and we will be 0 N- 9 1 gathering all the results that have been mailed 2 back to us to develop a concise table of how 3 people travel and the purposes of their travel . 4 Here is just an example of a picture of the 5 survey data. The next couple of slides show the 6 various sections of the Route 1 corridor within 0 7 the various communities along the Route 1 cor- r 0 8 ridor. As you see, and I think you are familiar 9 with the Route 1 corridor, you will see the 0 10 differences in the way Route 1 functions in the 0 P 11 different communities . 12 Here it is basically a through corridor 13 through a primarily residential area. 14 Again this is a section in New Rochelle 15 which basically functions as a commercial 16 corridor with on-road parking and sidewalks. 17 Again this is Larchmont Avenue in 18 Larchmont . Mamaroneck Avenue, which again is 19 partly commercial partly residential . 20 This is the city of Rye, and this is Port 21 Chester, which really is a commercial corridor. 22 I bring this up to emphasize the differences 23 between the various communities . What we are 24 doing is treating the corridor not as a uniform 25 roadway. It functions differently in the i 7 10 1 different communities . 2 For instance, we will be looking at the 3 downtown areas in New Rochelle, Larchmont and 4 Port Chester, where there is pedestrian activ- 5 ity. There is major commercial activity, 0 6 different than, for instance, many sections in 7 Pelham and parts of Rye where it is primarily 0 X E 8 residential and most of it is through traffic . N J 9 As we go through and progress with the study we 0 0 1 10 will be looking at each as a sub-section rather 11 than a uniform corridor. 0 12 There are several goals that we are trying 13 to do with the study and improvement program. 14 We are trying, basically, we are trying to 15 development an improvement program that is 16 feasible. We are not trying to reinvent Route 17 1 . We are not going to widen Route 1 to five 18 lanes in certain sections all the way through. 19 It is a fine tuning of what ' s out there now to 20 better utilize the existing roadways, reduce 21 congestion, reduce the number of accidents. 22 We look at safety. One of the important 23 aspects is to accommodate planned growth. There 24 are a number of major developments coming in the 25 city of New Rochelle that we will have to 11 1 account for. We will have to do this all at a 2 reasonable cost . 0 3 We are going to come up with alternatives 4 that are cost effective, that is something that 5 the local communities can live with. Again, our 0 6 intent is not to do a major reconstruction of 0 7 Route 1 . We are looking at various fine-tuning 0 8 alternatives as the best way to look at it . N J 9 Some of the improvements that we are F 10 looking at will include signal timing adjust- ° 11 ments . Some of the initial comments that we had 12 received at the first technical advisory group 13 meeting was the need for better coordination of 14 traffic signals, the narrowness of the lanes 15 with the on-street parking and sub-sections, why 16 the lanes are maybe as narrow as 10 to 11 feet . 17 We need to look at re-striping to widen out 18 the lanes where we can, re-signing, especially 19 in sections in the downtown areas where people 20 are going to eye certain destinations. Can the 21 signs be made better, bigger or improved, so as 22 they are approaching the intersection they know 23 which way to go. Some of the other things we 24 are looking at are transportation demand mea- 25 sures . These are ancillary improvements that we i 12 1 can do that may not be directly related, but 2 they help traffic flow. 3 For instance, improve coordination of 4 transit, can bus service to and from the train stations be improved to the extent that people 6 travelling to the train stations would take the 7 buses? Are there sidewalks leading to and from 0 8 the residential areas to the train stations so N J 9 people can walk there? Are they wide enough or 0 0 F 10 11 12 13 14 15 16 17 in such a condition that need to be improved to 0 encourage people to walk? We will also be looking at bicycle access . Is there enough room to provide a bicycle lane along the corridor? Some of the others are car pooling and van pooling that I think Westchester County has been working on. Can that be imple- mented as part of this study? 18 So those are some of the potential improve- 19 ments we will be looking at . Hopefully by the 20 end of the study we will have a number of 21 alternatives that we can come back to the 22 communities with and receive comments on and 23 improve upon with the study. 24 The last part of the presentation is, as I 25 said, which is the second part of tonight ' s 13 1 meeting, is input from the community. 2 As part of the community participation 0 3 program we already had the first technical 4 advisory meeting. What we are going to do 5 tonight is get as much input from the local 0 6 citizens as possible, so that we can take into 0 7 account specific concerns, obviously for the 0 8 people who live near and use the Route 1 corri- N J 9 dor. They have a better idea and are more 0 0 F 10 familiar with some of the ins and outs of travel 0 11 along the Route 1 corridor. After we get that 12 input from the community we will certainly 13 develop a better product and something that the 14 community would find more acceptable. 15 In addition to providing you the opportu- 16 nity to speak tonight, in the handouts we have 17 given you there is a page in the back with the 18 address of my office, and it is a section that 19 allows you to provide written comments, so if 20 you do not wish to speak tonight we will cer- 21 tainly be happy to accept your comments, if you 22 can put that in the mail to us . 23 At this point I ' d like to continue the 24 meeting with the input from the community 25 section of the meeting. We have one person who 6 14 1 wishes to speak tonight, Mr. Kirk Palmer. 2 MR. PALMER: Kirk Palmer. Who should I be 3 addressing? 4 MR. CHEUNG: Here . 5 MR. PALMER: My name is Kirk Palmer, I live D 0 6 at 49 Carleon Avenue in Larchmont . 0 7 What I want to address is actually a per- ♦ 0 8 ipheral issue and peripheral road to the Route 1 - N 9 corridor. As you probably know one of the major 0 0 10 arteries that there is off State Route 1 is 0 F 11 Route 125, which is better known as Weaver 12 Street . Approximately 2/10 of a mile from Route 13 1 up on Weaver Street is another major road 14 called Palmer Avenue. 15 Palmer Avenue and Weaver Street border in 16 the neighborhood called the Howell Park Associa- 17 tion, which consists of approximately 830 homes 18 of which I have the pleasure of being the 19 president for the next year. The traffic 20 committee here has gotten to know myself and 21 some of the other members of our neighborhood 22 pretty well over the last couple of months. 23 We have had an issue of a fair amount of 24 traffic cutting through our neighborhoods, spe- 25 cifically we believe to try to by-pass the in- 15 1 tersection of Weaver Street and Palmer Avenue . 2 We have had a number of meetings with the town, 3 and the town, I think, has been sympathetic to 4 out plight . 5 The bottom line that we have all come to M 6 0 6 realize is that part of the issue and the 6 7 problem that we experience results from what we 8 feel is a difficult situation at the intersec- N C 9 tion of Weaver Street and Palmer Avenue. F 10 Specifically, you know, like, I am not a 0 F 11 traffic guy, but I think there needs to be pro- f 0 12 bably better signing there . I think there needs 13 to be striping there. There are several issues . 14 If you are travelling, I guess, in the 15 westerly direction on Weaver Street towards 16 Palmer Avenue, for a car that wants to make a 17 left-hand turn there is no lane for that car to 18 make a left-hand turn. Right now it doesn' t 19 appear that the street is wide enough for the 20 cars to get around. At certain points during 21 the day traffic will back up. I won' t say it 22 backs up all the way to Route 1, but it will 23 back up close to Route 1 . It will back up 24 probably a good 10th of mile at least . 25 I guess if you guys are going to be doing 16 1 the study in this area, if this is in your 2 primary area that you study I would like to 0 3 request that you include a study of this inter- ., 4 section of Palmer Avenue and Weaver Street, and 5 take a look at the traffic through there, take a 0 6 look at the striping issues, take a look at the 0 7 turning at the traffic light, and specifically 0 8 take a look at whether or not you can put in 9 some left-turn lanes, which really are needed, I • 10 think, at all four corners of the intersection. 0 F 11 One of those corners does have a left-turn 0 12 lane. That same corner also has a right-turn 13 lane, but the other three don' t have that . I 14 would like you to include that in your study. 15 MR. CHEUNG: We will certainly take that 16 fact into consideration. I believe that is one 17 of the locations we included in the intersec- 18 tions that we will be analyzing. 19 MR. CATALANOTTO: Is that the one with the 20 two stop signs on the opposite corners? 21 MR. CRAMER: No. 22 MR. CHEUNG: We will take a look at it . 23 That is included in our study area. 24 MR. PALMER: Okay. Thank you. 25 MR. CHEUNG: Anybody else wishes to speak? 1 17 1 MR. CATALANOTTO: I am sure that it is the 2 intersection where you have the two bus stops on 3 the opposite corners? 11 4 MR. PALMER: Yes . 5 MR. CATALANOTTO: You have an island in the 6 middle of the intersection. 7 MR. PALMER: You have an island on one 8 side . 9 MR. CATALANOTTO: On the west side. That ' s 10 part of the study. 11 11 MR. PALMER: Okay. 12 MR. CHEUNG: We will be analyzing it as 13 part of the study. 14 MR. PALMER: Just so I am clear, if you do 15 a study will you come up with recommendations to 16 say, okay, we ought to install all lights, there 17 ought to be striping on the road, et cetera, et 18 cetera? 19 MR. CHEUNG: That ' s what we ' ll do at the 20 end of the study. We will be looking at im- 21 provement alternatives . 22 MR. PALMER: Would it be realistic to look 23 at the end of 1997 to have the recommendations? 24 MR. CHEUNG: That ' s what our current 25 schedule is . We are on schedule right now. 18 1 Could you please introduce yourself, spell 2 your name for the stenographer and tell us whom 0 3 you represent? O o 4 MR. MARI : Richard Mari, M-A-R-I . I have 5 been a traffic commissioner for the town of r 0 6 Mamaroneck for about 10 years now. I would like 0 7 to reiterate briefly the Weaver Street/Palmer 0 E8 Avenue intersection. I believe you will proba- r 9 bly see that one of the major problems with that 10 intersection is that it is not a square inter- R 11 section. It seems that no matter what direction D 12 you are coming from you are forced to shift 13 direction to keep you aligned in the roadway. 14 I ' d like your department to keep in mind 15 that intersection. It has a history of a lot of 16 accidents, as you will find out. If you can 17 suggest anything, even in phases, from re- 18 striping all the way up to a major re-alignment 19 of the intersection, which I believe you will 20 find it needs. 21 One other area that I ' d like you to partic- 22 ularly address is the Boston Post Road about a 23 quarter of a mile north of Weaver Street at the 24 entrance to the Edwards Shopping Center. I 25 believe there is enough room to create a left- __. 19 1 turn lane, and it is sorely needed to improve 2 the traffic flow. 3 MR. CHEUNG: Thank you.- 4 our4 Anybody else? 5 MR. CRAMER: My name is Mark Cramer, 6 C-R-A-M-E-R. I am speaking as a resident and a 7 commuter, a resident of the town of Mamaroneck 8 even though I have a Scarsdale P.O. 9 Any one study that has looked at the Route 10 1 corridor has to recognize that Route 1 is an r 11 alternative to Route 95 if 95 has an accident, 12 or 95 is closed, or 95 is under construction. 13 It is also an alternative to the Hutchinson 14 River Parkway at the lower end of Pelham Manor 15 and New Rochelle. 16 Therefore, your extensive truck traffic, in 17 addition to avoiding tolls, uses Route 1 . 18 Although New York State does not have authority 19 over the Thruway the present system, which is 20 used for the E-Z Pass, does not issue residents 21 a discount. There is no county discount below 22 the $1. 00 toll or a discount for trucks . 23 On the other side of the county in Spring 24 Valley it is a 40-cent toll in both directions, 25 which is 80 cents . It used to be 50 cents each. 20 1 They also get a discount . 2 The north side also gets Connecticut people • 3 who want to jump from New Rochelle to Port 4 Chester who use Route 1 rather than pay the 5 dollar. The south side is free, so you get 6 better traffic flow. e 0 7 Coming on Palmer reinforces the need for 0 8 additional signs and/or replacements to the 9 signage that has existed since the Thruway 7 F 10 opened. We still have faded out yellow signs r 11 directing people to the New England Thruway. 0 12 They should be changed to 95 . There should be 13 more of them. There should be more that indi- 14 cate if you can enter north or southbound on any 15 given exit or entrance. 16 Going in the study I hope you will look at 17 adding an exit from 95 on Mamaroneck Avenue 18 southbound to avoid additional congestion that 19 takes the New Rochelle exit, Larchmont or 20 Fenimore Road exits. 21 I don' t know if that ' s a possibility to 22 have a left-hand signal to turn down Mamaroneck 23 Avenue when you exit at Mamaroneck Avenue as 24 opposed to going north towards White Plains . 25 As far as commuting hours, if you want to 1 improve commutation through New Rochelle, 2 Larchmont, et cetera limit parking on one side21 3 or both sides of Route 1 where it is narrow 4 during rush hour and to enforce that ban. New 5 Rochelle has a ban. They don' t enforce it . You 6 get two cars stopped, it stops the whole thing. 7 The double-length buses shut down lanes because 8 theY u can' t swing across a single lane and g C 9 maintain the bus within his lane . He basically 1 10 affects north and southbound traffic . 1 1 11 The only other thing that I agree with you 12 about is timing the lights, timing the lights 13 throughout the Route 1 corridor. You are going 14 to have better traffic flow. Thank you. 15 MR. CHEUNG: Anyone else? 16 MR. GRAESSLE: Mike G-R-A-E-S-S-L-E. I am 17 the village manager of Port Chester. Our 18 address is 10 Pearl Street, Port Chester. 19 Being a member of the technical advisory 20 group I have had some communication already 21 about channelization particularly addressing the 22 left-turn pocket specifically at South Regent 23 Street as a location which is rather narrow. It 24 is convoluted with a number of driveways and 25 certainly may need the channelization of a T ' 22 1 left-turn pocket . 2 Signal synchronization, as was mentioned 3 prior, certainly is something all of us are ni 4 looking at at intersections . I advocate they be 5 computer driven providing an opportunity for 0 6 loop detectors and reading of traffic volumes 0 7 and speeds. The computer can adjust and perhaps 8 advance the ability to handle traffic through 9 busy intersections . That, perhaps, is more 0 0 10 critical in the urban areas . I certainly would 0 11 advocate them there . 12 Something I believe came up prior was 13 pedestrian safety considerations . Some of the 14 locations are congested. Some are very wide. 15 An example in our community is the Caldor 16 Shopping Center, which is directly across the 17 street from United Hospital . We have experi- 18 enced a couple of instances in this location 19 where the state had been kind enough to adjust 20 some of the timing splits . The distance for the 21 seniors is quite long. I think it has to be 22 examined whether or not we need a center median 23 to create a safety zone for them or some other 24 focus of attention into that area. It needs to 25 be looked at . V 23 1 Something that is peculiar to Port Chester 2 on Route 1 is the number of railroad bridges, 3 two of which are on Route 1 itself . The one on 4 North Main Street has been the site of numerous 5 truck accidents, and as a previous speaker 6 indicated, Route 1 tends to be an alternative to 7 I-95 . 8 Port Chester becomes an important alterna- 9 tive when the Greenwich, Connecticut weigh 10 station is open on I-95 and the truckers try to 11 beat the weigh station. The bridge has been 12 struck repeatedly in the past year. We have 13 worked with the AMTA. They are going to attempt 14 to improve the signage. We have had the inter- 15 sections fully blocked underneath those bridges 16 with no traffic moving in either direction. 17 We had one a month ago where the cargo on 18 the truck required a HAZMAT truck coming in and 19 handling the material, which obviously created a 20 severe problem for a sustained period of time . 21 Thank you. 22 MR. CHEUNG: Thank you. 23 Anyone else? 24 I want to thank everyone for attending the 25 meeting tonight, and I appreciate your comments . 24 1 Thank you very much. (Time noted: 8 : 15 P.M. ) 0 m A c 0 e A 0 N N 0 7 0 0 2 0 M 0 25 CERTIFICATE STATE OF NEW YORK ) ) ss : COUNTY OF WESTCHESTER) o , I, JUDITH SCHWARTZMAN, a Shorthand Reporter and Notary Public within and for the State of New York do hereby certify: That the within is a true and accurate transcript of the Public Meeting taken on the 2nd day of July, 1996 . I further certify that I am not related to any of the parties to this Public Meeting by blood or marriage, and that I am in no way interested in the outcome of this matter. IN WITNESS WHEREOF, I have hereunto set my hand this 1.7 day of July, 1996 . r4-‘-‘) ,------- Judith Sch rtzman U. S. Route 1 Corridor Development Study PIN 8473.08, D008560 Westchester County DRAFT TECHNICAL MEMORANDUM NUMBER 2 APPENDIX L Public Comments March, 1997 Written Public Comments A number of comments were received in writing as a result of the public meeting and the origin- destination survey. See Table LI. Table L1 - Written Comments Source Comments A Larchmont Resident • Add Left turn bays at Route 1 and Larchmont and Chatsworth • Elimination of parking at Route 1 and Richbell Road has harmed business • Route 1 serves mainly local traffic • How can the City of Rye post a 15 mph speed limit? A Rye Resident • Add left turn bays along Route 1 including N. Barry Avenue • Lengthen right turn bay at Oakland Beach Avenue • Allow N/B thruway traffic direct access to'Caldor • Coordinate signals electronically A Mamaroneck Resident • Install a signal at Route 1 and Keeler Avenue • School drop-offs and pick-ups create traffic • Mass transit to locations other than Manhattan is difficult to use A Larchmont Resident • Add raised reflectors to the double yellow and white striping A New Rochelle Resident • Add a W/B right turn phase during the E/B left turn phase at Route 1 /Echo Avenue • Add a"right lane ends" sign on Echo Avenue E/B beyond Route 1 A Scarsdale Resident • Update signing and striping throughout the corridor • Provide discounts for trucks and area residents on 1-95 • Retime and coordinate signals • Reduce rush hour parking and enforce double parking regulations • Identify and correct flooding, esp. Fenimore Road under MNR, Mamaroneck • Clear shrubs and branches from signing • Add a traffic signal with a N/B left turn lane at Edwards Shopping Center • Provide more"occasional" (non-permit) parking at MNR stations L - 1 Oral Public Comments A number of oral comments were also received at the public meeting. For more details about these comments, refer to the minutes in Appendix K. See Table L2. Table L2 - Oral Comments Source Comments President of the Howell • Congestion at Weaver Street/Palmer Avenue causes traffic Park Association, diversions Larchmont • Signing and striping improvements are needed along Route 1 • Add left turn bays, especially on the WB Hommocks Road approach to Route 1 and all four approaches at Weaver Street /Palmer Avenue Mamaroneck Traffic • Poor Alignment at Weaver Street/Palmer Avenue Commissioner • High accident rates at Weaver Street/Palmer Avenue • Add a N/B left turn lane on Route 1 into the Edwards Shopping Center Town of Mamaroneck • Route 1 serves as an alternate to I-95 Resident • Route 1 serves as an alternate to the Hutchinson River Parkway in Pelham • There should be a toll discount on 1-95 N/B for truck and area residents • Area signing for I-95 should be upgraded • Allow traffic from 1-95 SB to access Mamaroneck Avenue EB -construct a left turn bay • Enforce parking regulations • Provide additional roadway with for bus turns where needed • Improve signal timings and coordination Port Chester Village • Add a N/B left turn bay at South Regent Street Manager • Update signal coordination and add loops • Adjust signal timings to allow for pedestrian crossings • Address the low clearances under MNR in Port Chester • Route 1 serves as a truck alternate for I-95 when the weigh station in Connecticut is open L - 2 U. S. Route 1 Corridor Development Study PIN 8473.08, D008560 • Westchester County DRAFT TECHNICAL MEMORANDUM NUMBER 2 APPENDIX M Traffic Data Management • March, 1997 • Traffic Data Management Data were collected at over 50 intersections for this study. Refer to Table Ml. Table M1 - Count and Analysis Locations Counts Analysis Intersection A.M. P.M. Sat. HCS Simulation Putnam Ave. ✓ ✓ ✓ • x x Mill St. V ✓ ✓ V ✓ Highland St. ✓ ✓ ✓ x V Willet Ave. V V V x ✓ Adee St. ✓ ✓ ✓ x ✓ Westchester Ave. ✓ ✓ [1] ✓ ✓ • Grace Church St. ✓ ✓ [1] V V South Pearl St. [2] [2] [1] [2] V South Regent St. [2] [2] [1] [2] V Caldor Mall [2] [2] [1] [2] V High St. [2] [2] [1] [2] V SIB ramp to I-287 WB V V V x V I-95 N/B ramp to Route 1 N/B ✓ ✓ ✓ x V Ramps from I-287 EB /to I-95 SB ✓ ✓ [1] ✓ V Hillside Road V V [1] x V Cedar St. V V V x V N/B ramp to I-95 SIB V ✓ V x ✓ I-95 N/B ramp to Route 1 SIB ✓ V V x V N/B ramp to I-287 WB V V ✓ x ✓ Peck Ave. V V [1] V V Purchase St. ✓ ✓ [1] ✓ V Cross St. ✓ V [1] V V Old Post Road (Western Spur) [3] [3] V V x Osborn Road [3] [3] V V x Hornidge Road (Rye Neck High School) V V V V x North Barry Road V ✓ x x x ■ iI r 1,3 Harrison Ave. ✓ ✓ x x x Keeler Ave. ✓ / x x x Mamaroneck Ave. / / ✓ ✓ x Weaver St. at Route 1 V ✓ V V ✓ I Weaver St. at Palmer Ave. ✓ ✓ V ,./ ✓ Alden Road V V V x ✓ Chatsworth Ave. ✓ ✓ ✓ ✓ V Larchmont Ave. ✓ ✓ V V ✓ Echo Ave. at Main St. V ✓ V x ✓ Harrison St. at Main St. V ✓ [4] x V Franklin Ave. at Main St. V V [4] x / LeCount Place at Main St. ✓ V [4] x ✓ North Ave. at Huguenot St. V ✓ [4] V V North Ave. at Main St. ✓ V [4] . ✓ ✓ Lawton St. at Main St. ✓ V V x ✓ Church St. at Main St. V ✓ V x ✓ Division St. at Main St. V ✓ V x ✓ Centre Ave. at Main St. [5] [5] [5] x ✓ Maple Ave. at Main St. ✓ ✓ ✓ x ✓ Pintard Ave. ✓ ✓ V x V Kings Highway [6] [6] [6] V V \\evrnan Ave. [6] [6] [6] V ✓ 1-95 N/B ramps [6] [6] [6] V V 1-95 S/B ramps [6] [6] [6] V V Pelhamdale Ave. V ✓ [6] V x Hutchinson River Pkwy.N/B ramps V [7] [7] V x S/B ramp to Hutchinson River Pkwy. S/B ✓ [7] [7] x x Hutchinson River Pkwy. S/B ramp/ Spring St. ✓ [7] [7] ✓ x Legend: ./ Counted or analyzed by the project team/NYSDOT [] Counted or analyzed by another study-see Table M2 and text x Not counted or analyzed J.- - di As noted in Table M1, a number of other studies were used for traffic volume and analysis data. These studies are shown in Table M2. The numbers in brackets in Table MI refer to this table. Table M2 - Other Data Sources Study # Title Coverage 1 Home Depot EIS Port Chester/ Rye 2 NYSDOT PIL Study Port Chester 3 Osborn Retirement Community Traffic Study Rye 4 New Rochelle Center EIS New Rochelle 5 RKO Theatre Reuse Application Study New Rochelle 6 Price Club EIS / Home Depot EIS New Rochelle/Pelham 7 Interchange 7 Improvement Study Pelham To compile the large amount of data associated with this effort, a spreadsheet template was developed for this study. For more information, refer tot he attached memorandum. Turning Movement Count Balancing The intersections were balanced to maintain uniformity of traffic volumes. Balancing was based on engineering judgement and common sense. If there were no cross-streets or driveways between two intersections,then the number of vehicles exiting one intersection must equal the number of vehicles entering the next. If the counted volumes did not balance at adjacent intersections,adjustments were made based on other counts and engineering judgement. The balancing was not as meticulous when there were side streets or driveways between intersections, since traffic could enter or exit the roadway. In this case, the balancing verified that volumes were logical. Balancing was performed at three levels for this study. • Along certain sections of Route 1,the distance between adjacent studied intersections was large enough that balancing only consisted of a reasonableness check on through volumes, and comparison with ATR counts. These areas included Pelham and Mamaroneck. • A second level of balancing was performed in areas where there are no major trip generators between counted intersections, but driveways and minor streets could affect the volumes. Areas which were balanced in this manner included Larchmont and Rye. • A detailed balancing was performed in areas where all side street and'driveway volumes were considered. Areas balanced in this manner included New Rochelle and Port Chester. During the balancing process, several locations were identified where the imbalances between intersections could not be accounted for based on existing counts. Some intersections were recounted to help resolve these differences. The resulting volumes are documented in the body of this Technical Memorandum. Analyses will be performed at most of these locations. Refer to Appendixes N and 0 for more data on the analyses performed. ■ Parish Weiner & Shuster, Inc. 101 Executive Boulevard, Elmsford, NY 10523 Tel: (914) 345-9230 (212) 594-6008 Fax: (914) 345-8972 Nathaniel J.Parish,P.E.,M.C.P. Michael Weiner(1938-1995) Daniel Shuster,M.C.P. George M.Raymond,MA,AI.C.P. Bernard Buller,P.E.,AI.C.P. Senior Associate Consultant Edwin W.Finder,M.C.P. Edith L Litt Miles L Putman,AI.C.P. John L Same,P.E. August 28. 1996 To: Frank Catalanotto From: John Sarna Re: Route 1 Corridor Study Proposed Methodology for Handling and Projecting Traffic Data The purpose of this memo is to outline the proposed methodology for management of the traffic data , including the tabulating. recording and balancing of the turning movement counts and the projection of data to the 2011 design year. The methodology described below incorporates the use of a spreadsheet program, which incorporates a tabulation template (referred to as the "template" in this memo) and four linked traffic diagram forms. The traffic counts and trip generation data for the project can be entered, either from other spreadsheet files or manually, tabulated and manipulated The resultant traffic diagrams. covering existing raw and balanced counts, generated traffic and total combined traffic, and any other variations and combinations, can be printed out. The traffic diagrams, covering over 50 intersections (including those on Huguenot Street) will be shown on two separate 11 by 17 figures, covering the following areas: - Pelham and New Rochelle. from the New York City line through Echo Avenue. - Larchmont. Mamaroneck, Rye and Portchester. from Larchmont Avenue the Connecticut State line. Samples of these diagrams, showing the P.M. Peak Hour Existing Counts (balanced, but with some adjustments still to be made) , are attached to this memo. For the purpose of the template. Route 1 will be considered to have a north- south alignment throughout the entire corridor. 1 PLANNING AND DEVELOPMENT CONSULTANTS Hudson Valley/Catskill Region Office:3578 Atwood Road,Stone Ridge,NY 12484 (914)687-0758 Recording of Traffic Data The peak hour volume counts from the turning movement counts will be entered directly into the template, either electronically or manually. Turning movement counts from other sources which will be used in this study will be entered manually. Traffic volume diagrams showing all turning movements at the intersections based on the raw count data will be printed out and reviewed for completeness, logic and comparison with adjacent intersections. Counts where possible discrepancies are identified will be checked. including reviewing the field sheets where necessary. In selecting the peak hour turning volumes to be used. a consistent peak hour (four consecutive 15 -minute counts) will be used, to the extent possible, for each individual CBD and for each interchange area. These time periods may not necessarily be the same for all areas. Traffic volumes will be rounded to the nearest 10 veh/hr. Balancing Counts at adjacent intersections will be adjusted as necessary to provide a balanced traffic flow between intersections. The balancing will be applicable primarily in the business districts and at highway interchanges. For isolated intersections, such as Mamaroneck Avenue and Pelhamdale Road which are separated from adjacent study intersections by streets and/or significant generators, and for areas such as between high Street and Pearl Street where many small side streets and high-volume driveways are located, the traffic volume continuity could be interrupted, and balancing these intersections may not be appropriate. In balancing counts from sources other than the counts made for this study, it will be assumed that the study counts represent the "correct" volumes, and non -study traffic volumes will be adjusted to match them. The balanced volumes will be entered in the model, and traffic diagrams printed out for review. Traffic Projections Since mathematical modelling is not included in the scope of the study, traffic projections to the year 2011 will be done with a combination of annual growth rates and generated traffic from specified major projects. The annual growth rate will be selected with the concurrence of New York State Department of Transportation. Different rates could be selected for different sections of Route 1. but sufficient data for such distinctions are not available. The annual growth rate should be relatively low, both because historical and projected demographic growth has been low, and because traffic from major generators will be added separately. We recommend that an annual background growth rate of one percent be applied to the entire corridor, based on the following information. 2 Population. The historical and projected population trends for Westchester County (the entire county) , prepared by the New York Metropolitan Transportation Council (NYMTC) , are shown in Exhibit 1. These figures show that there has not been any significant countywide change in population from 1970 to 1995 (actually a slight decrease) . and the projected rate of growth for the next 25 years is less than 0. 1 percent annually. Population trends and projections for the municipalities in the Route 1 corridor, taken from the Westchester County Park-and-Ride Master Plan Study, are shown in Exhibit 2. These figures show decreases in population in the corridor, both historical from 1980 to 1990. and forecast (by Westchester County Department of Planning) from 1990 to 2010. Employment. The historical and projected population trends for Westchester County, also prepared by NYMTC, are shown in Exhibit 1. These figures show an average annual increase in employment of between one and two percent from 1970 to 1990. but with projected annual increases to 2010 and 2020 of less than one percent. Vehicle Registration. The historical and projected population trends for Westchester County from 1983 to 1984, prepared by NYMTC, are shown in Exhibit 3. Because of changes in the method of recording registrations in 1992, trends over this entire period are not feasible. In addition, the year-to- year changes show far more variation than is found in the population and employment trends. However, the figures. particularly over the last several years . show only minimal changes. Traffic Volumes. The recent traffic growth in the Route 1 corridor has been minimal . Exhibit 4 shows the AADT records for the count stations along Route 1. as reported in the New York State Department of Transportation 1994 Traffic Volume Report. The percentages shown represent the average annual increase in traffic from each count year to 1994, and generally tend to be low percentage growth rates. (Note: Turning movement counts were made in 1996 as part of this study, but because they covered only the peak hours as compared to the NYSDOT adjusted 24-hour counts factored to an AADT basis, and because they were not necessarily in the same locations - the ATR counts usually are made between, not at. intersections, they are not directly comparable to the ATR counts , and their use in developing growth trends would not be appropriate. ) Other Studies. In addition to the areawide data reported above, data from several specific studies, listed below., provide additional documentation for the projection rate. - The Route 9A Corridor Study, dated December 1994. prepared by the Westchester County Departments of Transportation. Planning, and Public Works, determined an annual growth rate for the years 1988 and 1989 to 1992 of 0.59 percent, averaged for the section of Route 9A between Route 119 and Nepperhan Avenue. The area covered by this study is on the west side of the County. but it is in the section south of I-287. and should be considered typical of southern Westchester County. 3 .i - The Route 9 Traffic and Operations Study, dated February 1988. prepared for the New York State Department of Transportation by Urbitran Associates. Inc. . used a 'conservative" (high) growth rate of one percent in projecting traffic from 1987 to 1992 and 0.5 percent from 1992 to 2010. The NYMTC projected growth in trip ends. quoted in this study, was 22 percent from 1988 to 2010. or an uncompounded annual rate of one percent. This study area also is on the west side of the county. and in this case slightly north of I- 287. but the low rates used here should point to similar low rates in the Route 1 corridor - Finally, in the I-287/Cross Westchester Expressway Study, dated May 1995. prepared for the New York State Department of Transportation. the traffic on the section of I-287 east of the Hutchinson River Parkway was projected to the year 2021 at an average (uncompounded) annual rate of about one percent. This location is within the Route 1 corridor study area. On the basis of the above information, an annual growth rate of one percent seems both conservative and appropriate. The traffic from specific new generators will be taken from the relevant traffic reports wherever available, and from our own estimates where such data are not available (such as re-occupancy of major vacant or underutilized buildings) . For the purpose of this study a major generator will be one which generates at least 100 vehicles per hour during any one of the three peak hours being studied. Most of the traffic reports reviewed, while they assign traffic to Route 1, do not assign it very far beyond their immediate impact area. Our corridor analysis will carry it somewhat further. At intersections where trip distribution data are not provided in the traffic impact study, we will decrease traffic volumes along Route 1 beyond the individual study limits in proportion to the turning movements at each successive intersection, and limit the analyses only to locations where the generated traffic in one direction is greater than 20 vehicles per hour. The balanced volumes in the template will be projected by the annual growth rate to 2011 (15 years) , and the generated traffic will be entered for each project by movement. The combined traffic volumes will represent the 2011 base year volumes. The base year volumes will not include the impact of any recommendations developed during the succeeding phases of the study. In these succeeding phases, revisions to traffic attributable to physical or operations changes in the roadway system, or TDM-based trip reductions will be applied to the template to generate 2011 design year or "build condition" traffic volumes. cc: Wai Cheung. NYSDOT 4 Exhibit 1 EMPLOYMENT AND POPULATION PROJECTIONS WESTCHESTER COUNTY in thousands Employment Population 1970 363.2 894.1 1980 419.5 866.6 1990 479.3 874.9 1992 456.6 888.9 1995 452.5 885.6 2000 461 .1 891 .0 2005 474.0 892.9 2010 490.1 897.7 2015 507.2 900.0 2020 526.7 905.0 ANNUAL PERCENTAGE CHANGE 1970 1980 1 .55% -0.31 % 1990 1 .43% 0.10% 1992 -2.37% 0.80% 1995 -0.30% -0.12% 2000 0.38% 0.12% 2005 0.56% 0.04% 2010 0.68% 0.11 % 2015 0.70% 0.05% 2020 0.77% 0.11 % Source: New York Metropolitan Transportation Council Exhibit 2 CORRIDOR POPULATION 1980 1990 2000 2010 2020 New Rochelle 70794 67265 70200 67500 68750 Rye C 15083 14936 14970 14500 15550 Portchester 23565 24728 24800 23500 23000 Mamaroneck V 17616 17325 17200 16680 17000 Larchmont 6308 6181 6000 5800 5750 Pelham 6848 6413 6400 6200 6100 Pelham Mamor 6130 5490 5400 5170 5100 Rye Brook 7996 7765 7350 7350 7250 Harrison 23046 23308 22800 22500 24700 Mamaroneck T 12428 11231 12100 12150 12350 Total Corridor 189814 184642 187220 181350 185550 1980 to -2.7% -1.4% -4.5% -2.2% 1990 to 1.4% -1.8% 0.5% Source: Westchester County Park-and-Ride Master Plan Study Technical Memorandum 1, Table 2, April 29, 1996 Edwards and Kelcey Engineers, Inc. l Exhibit 3 VEHICLE REGISTRATION TRENDS Pass. Other Reg Car Vehicles Veh per Vehicles Reg Reg 100 Pop 1983 59.4 1984 836417 574898 261519 65.7 1985 864333 598404 265929 68.3 1986 712728 625243 87485 71.7 1987 710873 624517 86356 71.6 1988 740083 637667 102416 72.9 1989 757718 650039 107679 74.3 1990 760940 658304 102636 75.2 1991 731320 635371 95949 72.4 1992 588886 548918 39968 62.2 1993 599203 559108 40095 63.1 1994 602842 561547 41295 63.2 ANNUAL PERCENTAGE CHANGE 1984 10.6% 1985 3.3% 4.1% 1.7% 4.0% 1986 -17.5% 4.5% -67.1% 5.0% 1987 -0.3% -0.1% -1.3% -0.1% 1988 4.1% 2.1% 18.6% 1.8% 1989 2.4% 1.9% 5.1% 1.9% 1990 0.4% 1.3% -4.7% 1.2% 1991 -3.9% -3.5% -6.5% -3.7% 1992 -19.5% -13.6% -58.3% -14.1% 1993 1.8% 1.9% 0.3% 1.4% 1994 0.6% 0.4% 3.0% 0.2% 1984-1991 9.3% Note changes in data base 1984-85 and 1991-92 Source: New York Metropolitan Transportation Council T 91 Exhibit 4 TRAFFIC VOLUME TRENDS BASED ON NYSDOT COUNTS ALONG ROUTE 1 1,0 Estimated Count Annual Average Year of Average Station Daily Traffic Historical Annual Number Section Ends At 1994 Historical Count Change 001 ACC HUTCHINSON R PKY 22100 21100 1986 0.6% 002 PELHAMDALE AV 11500 14900 1985 -2.5% 003. NEW ROCHELLE W C L 12400 10900 1983 1.3% 003 ACC RT 951 12400 10900 1983 1.3% 004 NEW ROCHELLE E C L 18500 19600 1984 -0.6% 005 RT 125 LARCHMONT 14600 18200 1985 -2.2% 122 MAMARONECK RD 18100 19100 1983 -0.5% 006 RT 127 MAMARONECK 17300 17100 1980 0.1% 007 RYE S CITY LN 12300 10700 1983 1.4% 007 PLAYLAND PKY 12300 10700 1983 1.4% 008 RT120 10300 9300 1985 1.2% 009 ACC 951 13700 12300 1980 0.8% 010 RYE N CITY LN ACC 2871 19600 18800 1990 1.1% 137 GRACE CHURCH ST , 25200 20200 1987 3.5% 129 WESTCHESTER AV 11500 12700 1983 -0.9% 011 CONN STATE LN END 1 10700 9300 1984 1.5% Source: NYSDOT Traffic Volume Reports for 1992 and 1994 N 1 i •I 1 1 I , 1 .. 1 1 ,, 170 0 ^ 1220 L 160 I L do L 6o A 270 ..../ ✓ ` r 70 : — 610 50 m 70 — 350 230 0 150 340 e.0 ^ 660 J 1 L. r 60 ✓ — sso 220 /90 — Spp 1500 •1 r 1050 1 480 -I '1 r _ 4 r 0,20 r t00 r 220 J JL. r 300 Z 20 60 510 190 J '"1 I r 20 ../420 — 7 .— 460 -� ^, 2 190 J 630 — 640 240 460 — 60 200 40 " 370 . 100 7 40 260 220 Z 160 180 450 50 7 0 Z 0, '1 t r 111 PELHAMDALE ROAD 10 0 1 O " 1 DRIVEWAY .i' %WYMAN AVENUE KINGS H10/1WAY •., NEW ENGLAND THRUWAY HUTCHINSON RIVER PARKWAY F95 < PELHAM MAM)R X NEW ROCHELLE L 50 C 240 20 110 500 0 0 •- 0 L 0 ^ - ONE WAY J ! r 140 J 10 400 460 ^ 990 - 1160 1 • .1 , r 0 �- 0 r 0 J i r 240 r 140 4- 1120 ^ 0 r 40 r o 70 70 ,0 t0 �0 170 290 150 '1 '1 N.100 0 HUGUENOT STREET • MAIN STREET 570 80 140 100 1 L.. 250 290 210 360 210 40 80 50 J t r 1 L. 1 L. L. 120 470 340 570 '1 r r gpp -. 1 L. ! L„ 620 — 200 J t r 70 J 210 J t r 80 J t r- 720 .4 r L 44 40 Z 50 40 50 Z 70 530 -4 90 90 90 Z 920 280 80 930 160 J 340 J r r 40 'L 600 240 60 790 60 90 100 Z 40 860 640 430 180 150 Z 60 Z 50 Z PINTARO AVENUE MAPLE AVENUE CENTRE AVENUE DIVISION STREET CHURCH STREET LAWTON STREET NORTH AVENUE. LE COUNT RACE FRANKLIN AVENUE HARRISON STREET < ECHO AVENUE NEW ROCHELLE ) ONE WAY ----...-0.. 6.23461029 Weekday P.M. Peak Hour EXISTING TRAFFIC • 'i 0 160 220 340 120) - 400 • _. __ PALMER AVENUE 200 J -. 390 ^ 40 360 100 70 -1 L 70 1 80 L 150 1 110 1 130 L 60 1 60 F .- 0 $0 - 630 90 30 70 - 570 10 10 1 0 110 100 170 ^ 800 230 50 160 ^ 880 100 100 140 - 900 0 0 a 0 40 2 550- 650 70 10 L 10 10 90 60 ^ 580 J i L !• 20 J L. ^ 810 J I L. r 40 J l L. C 40 J l L. r 30 „..„0 4 0 ....„40 1 L r 20 J L 670 J 1 L. r 20 --i !50 r 80 J `I t C. 0 1 t 90 J "� t r' 200 J "1 i r 40 J `t r r 0 30 J '� t r' 80 J 10 J `1 t r 0 J 470 - 10 10 0 490 - 410 - 130 60 30 0-• 30 100 JW 720 - 20 70 20 740 930 - 50 60 60 800 "' ]0 30 30 420 - 70 30 10 0 -0 Z 10T 80 1 10CMONT AVENUE CHATSWORTH AVENUE ALDEN ROAD WEAVER STREET MAMARONECK AVENUE NORTH BARRY AVENUE KEELER AVENUE HARRISON AVENUE HORNIDGE ROAD OSBORNE ROAD OAKLAND BEACH AVENUE VILLAGE OF LARCHMONT TOWN OF MAMARONECKx VILLAGE OF MAMAROCK �` CITY OF RYE1-287 rr II i1 L 10 410 2. 110 10 O rr ^G z 70 30 0 60 a60 ✓ L z 30 ^ 530 J 80 90 L 160 10 0 L 0 410 450 570 rl L 520 240 200 L 120 730 - 1220 J 1 L.. . 400 - 610 r 260 0 11 - 670 J L 980 ✓ r 380 rrr 20 J 840 -6 10 J0 1160 BO i" 330 -0 570 - 0 - 1 50 J io .3 460 520 - 20 10350 410 - 150 1 180220 250 7 11 440 -. 460 Ir 550 1140 - 510 Z 500 90 207 rr%t 60 -- NT ROAD CROSS STREET PURCHASE STREET PECK AVENUE 1-95 NORTHBOUN$ CEDAR STREET HILLSIDE ROAD �SOUTHBOUND ii 4287 WESTBOUND HIGH STREET CALDORS DRIVEWAY RAMPS RAMP RAMPS CITY OF RYEtVILLAGE OF PORTCHESTER • 01901 110 520120 t 40^ 0 0 J 270 J `-. 290 L 20 L 20 L 30 L 60 30 - 530 - 260\i- 200 170 160 110 30 ^ 360 110 80 2 ^ 360 10 10 90 - 400 40 30 20 - 410 - 390 450 730 90 1 r 30 J I L. v r 150 J t LC 20 J 1 L. r 10 J l L. r 30 r 180 J L 60 •. r 150 J "+ t r 30 J "1 t r 30 J 50 J 270 -• 'tr 400 -•ENT STREET PEARL STREET 40 180 10 50 -, 40 210 0 30 330 - 50 90 60 350 6 380 6" 130 -1 170 200 230 - 50 Z 20 1 40 1 80 ) 30 Z GRACE CHURCH 210 ' P URDY WESTCHESTER AVENUE ADEE STREET WILLETT AVENUE NGM.AND AVENUE MILL STREET PUTNAM AVENUE 673.96 10:29 STREET 10 4 AVENUE t VILLAGE OF FORTCHESTER > Weekday P.M. Peak Hour EXISTING TRAFFIC • a 1 • &,.. U. S. Route 1 Corridor Development Study PIN 8473.08, D008560 Westchester County DRAFT TECHNICAL MEMORANDUM NUMBER 2 APPENDIX N Capacity Analysis Backup March, 1997 Capacity Analysis Methodology The 1994 HCM is the basis for the capacity analysis for this study. It defines 6 levels of service (LOSs)to describe traffic flow. The LOS criteria vary for the different analysis methodologies. The criteria for unsignalized and signalized intersections (the methodologies used in this study) are shown in Tables N1 and N2,respectively. Table N1 -Unsignalized Levels of Service Level of Service Average Total Delay (seconds per vehicle) A s 5 sec/veh B >5 and s 10 sec/veh C >10 and s20 sec/veh D >20 and s30 sec/veh E >30 and s45 sec/veh F >45 sec/veh Table N2 - Signalized Levels of Service Level of Stopped Delay Service (seconds/vehicle) Description A s 5 sec/veh Operations with very low delay; most vehicles arrive during the green phase and do not stop at all. B >5 and s15 Operations with slight delays; more vehicles stop than at LOS A. sec/veh C >15 and s25 Operations with noticeable delays;the number of stopping vehicles sec/veh is significant; isolated cycle failures may occur. D >25 and s40 Operational congestion is noticeable; many vehicles stop; the sec/veh proportion of vehicles not stopping declines; individual cycle failures are noticeable. E >40 and s60 Operations are constrained; often considered to be the limit of sec/veh acceptable delay; a large percentage of vehicles stop; individual cycle failures are frequent. F >60 sec/veh Operations are unacceptable; arrival flow rates often exceed the capacity of the intersection; consecutive cycle failures are common. N - 1 The other measure of operations at an intersection is the volume to capacity (v/c) ratio. Although LOS is not based on the v/c ratio, it is an indication of how close to capacity an intersection is operating. The following specific assumptions have been made as part of the capacity analysis: • Traffic volumes for the existing and future null analysis were taken from the traffic flow diagrams in the body of this Technical Memorandum. • The peak hour factors were taken from the existing counts and, where applicable, from the analyses in the traffic reports prepared by others. The default of 0.90 was used if other data was unavailable. • The truck percentages were taken from the existing counts and, where applicable, from the analyses in the traffic reports prepared by others. Where the percentages were unavailable, or the measured value was less than two percent, a default of two percent was used. The volumes entering and exiting at the Hutchinson River Parkway were analyzed without trucks. • The CBD adjustment factor of 0.90 was used at North Avenue / Main Street and North Avenue / Huguenot Street, New Rochelle, Larchmont and Chatsworth Avenues in Larchmont, and Grace Church Street, Westchester Avenue, and Mill Street in Prot Chester. The default of 1.00 was used elsewhere. • The lane widths and configurations were taken from field measurements and as-built diagrams. Where wide approaches allowed vehicles to form extra lanes, field observations were made, and the intersection was analyzed as it was observed to operate in the field. • Signal timings were based on filed measurements and data provided by NYSDOT and other sources. Because many of the signals are actuated, average or typical timings were used. Pedestrian phases and maximum timings at actuated signals were not used per NYSDOT direction. • Pedestrian volumes were used where available, and default values were used at locations where sufficient pedestrian activity was observed, but no counts were available. • The only intersection changed from existing to the future year was Route 1 at Weyman Avenue,where the New Rochelle Home Depot is adding a left turn bay on Weyman Avenue. This mitigation measure is currently under construction. The timing was optimized based on the revised geometry. This appendix contains detailed LOS summary tables, with delay, LOS, and v/c ratios summarized for each analyzed lane group at each intersection. Refer to Table N3 and N4. The capacity analysis backup follows these tables. N - 2 Table N3 SIGNALIZED INTERSECTION CAPACITY ANALYSIS 1996 EXISTING CONDITIONS Weekday A.M.Peak Hour Weekday P.M.Peak Hour Saturday Peak Hour Average Average Average Intersection and V/C Delay Level of V/C Delay Level of V/C Delay Level of Direction Lane Group Ratio (Seconds) Service Ratio (Seconds) Service Ratio (Seconds) Service Hutchinson River Parkway Northbound Westbound Left 0.698 26.4 D 0.941 40.0 D 0.441 23.2 C Northbound Left 0.531 5.4 B 1.721 • 0.683 7.6 B Northbound Thru 0.235 1.7 A 0.188 1.7 A 0.188 1.7 A Southbound Thru 0.193 7.6 B 0.438 9.0 B 0.193 7.6 B Overall 0.535 11.0 B 0.597 9.3 B Pelhamdale Road Eastbound Left 0.657 20.5 C Eastbound Thru/Right 0.261 14.2 B 0.318 14.5 B 0.502 16.0 C Westbound All 0.333 14.6 B 0.411 15.2 C 0.410 15.2 C Northbound All 0.344 7.1 B 0.391 7.4 B 0.313 7.0 B Southbound All 0.343 10.7 B 0.510 12.0 B 0.684 14.2 B Overall 0.461 11.5 B 0.398 11.2 B 0.384 12.7 B 1-95 Southbound Ramps Eastbound Left 0.209 17.3 C 0.279 17.9 C 0.192 17.2 C Westbound All 0.006 16.1 C 0.044 16.3 C 0.006 16.1 C Northbound All 0.324 9.4 B 0.287 9.2 B 0.290 9.2 B Southbound All 0.312 6.4 B 0.422 6.9 B 0.399 6.8 B Overall 0.279 9.0 B 0.366 9.2 B 0.318 8.7 B 1-95 Northbound Ramps Westbound Left 0.052 16.4 C 0.069 16.5 C 0.069 16.5 C Northbound Thru/Right 0.342 6.5 B 0.327 6.4 B 0.308 6.3 B Southbound Left/Thru 0.582 11.9 B 0.593 11.9 B 0.554 11.5 B Overall 0.376 9.5 B 0.389 9.8 B 0.365 9.5 B Westbound Left 0.736 38.0 D 0.694 36.0 D 0.736 38.0 D Westbound Right 0.775 41.3 E 0.679 35.9 D 0.631 34.2 D Northbound Thru/Right 0.381 11.8 B 0.460 12.5 B 0.421 12.1 B Southbound Left 0.513 5.1 B 0.547 9.9 B 0.623 11.1 B Southbound Thru 0.185 2.8 A 0.235 2.9 A 0.221 2.9 A Overall 0.543 14.1 B 0.567 13.2 B 0.583 13.4 B Kogs_Highway Eastbound Left 0.785 36.4 D 0.596 29.6 D 0.723 33.3 D Eastbound Right 0.597 29.8 D 0.597 29.8 D 0.490 27.9 D Northbound Left/Thru 0.360 1.2 A 0.388 1.3 A 0.391 1.3 A Southbound Thru 0.268 11.0 B 0.342 11.5 B 0.376 11.8 B Southbound Right 0.359 11.7 B 0.431 12.4 B 0.273 11.1 B Overall 0.454 12.8 B 0.435 11.5 B 0.465 0.5 B NorstlAvenue Eastbound Left/Thru 0.579 20.8 C 0.724 23.4 C 0.361 18.5 C Westbound Thru/Right 0.486 27.4 D 0.589 28.7 D 0.565 28.4 D Northbound All 0.881 19.0 C 0.713 13.7 B 0.785 15.3 C Overall 0.763 20.5 C 0.717 19.0 C 0.620 18.0 C NtorthAvenueLHuguenoLStrett Eastbound Left 0.409 21.4 C 0.574 23.1 C 0.166 19.6 C Eastbound Right 0.639 25.3 D 1.102 65.7 F 0.285 20.5 C Westbound Lef fmru 0.298 14.2 B 0.547 16.5 C 0.456 15.5 C Southbound All 0.395 13.2 B 1.076 58.5 E 0.624 15.5 C Overall 0.349 16.8 C 0.823 50.8 E 0.544 16.1 C •Cannot be calculated because one or more lane groups have an excessively high v/c ratio. Presumed to be Level of Service F. Table N3 (Cont'd) SIGNALIZED INTERSECTION CAPACITY ANALYSIS 1996 EXISTING CONDITIONS tN-- Weekday A.M. Peak Hour Weekday P.M. Peak Hour Saturday Peak Hour Average Average Average Intersection and V/C Delay Level of V/C Delay Level of V/C Delay Level of Direction Lane Group Ratio (Seconds) Service Ratio (Seconds) Service Ratio (Seconds) Service Larchmont Avenue Eastbound All 0.516 14.2 B 0.646 15.9 C 0.615 15.4 C Westbound All 0.396 13.2 B 0.447 13.6 8 0.440 13.5 B Northbound All 0.589 6.8 B 0.702 8.5 B 0.852 12.9 B Southbound All 0.472 5.9 B 0.714 8.5 B 0.766 9.7 B Overall Chatsworth Avenue 0.564 8.7 B 0.691 10.2 B 0.773 12.2 B Eastbound All 0.226 11.5 B 0.384 12.4 B 0.534 13.6 B Westbound Left 0.037 10.8 B 0.089 11.0 B 0.051 10.8 B Westbound Thru/Right 0.173 11.3 B 0.226 11.6 B 0.194 11.4 B Northbound All 0.701 10.0 B 0.868 15.8 C 1.002 34.8 D Southbound All 0.365 6.9 B 0.656 9.4 B 0.798 12.5 B Overall 0.514 9.3 B 0.677 12.7 B 0.818 21.7 C Weaver Street Eastbound Left 1.958 0.495 21.8 C 0.263 19.6 C Eastbound Thru/Right 0.910 40.3 E 0.482 21.4 C 0.728 26.5 D Westbound Left 0.847 61.2 F 0.301 19.9 C 0.551 25.8 D Westbound Thru/Right 0.980 53.7 E 0.291 19.7 C 0.373 20.3 C Northbound Left 0.381 5.3 B 0.960 50.4 E 0.854 26.0 D Northbound Thru/Right 0.622 12.2 B 0.541 11.3 B 0.591 11.9 B Southbound Left 0.207 5.9 B 0.164 5.3 B 0.839 29.6 D Southbound Thru/Right 0.390 10.1 B 0.583 11.8 B 0.478 10.9 B Overall 0.780 16.7 B 0.695 16.4 C Weaver Street/Palmer Avenue Eastbound Leftlrhru 0.668 11.8 B 0.656 11.6 B 0.626 11.2 B Westbound All 0.686 12.4 B 0.793 15.6 C 1.034 49.6 E Northbound All 0.770 13.9 B 0.975 32.1 D 0.698 12.1 B Southbound All 0.531 9.9 B 0.783 14.2 8 0.381 8.9 B Overall 0.728 12.1 B 0.884 19.3 C 0.866 22.3 C Mamaroneck Avenue Eastbound LefUThru 0.326 18.0 C 0.455 19.2 C 0.761 29.3 D Eastbound Right 0.251 11.5 B 0.323 12.0 B 0.298 11.9 B Westbound Left/Thru 0.122 16.5 C 0.144 16.6 C 0.753 28.5 D Westbound Right 0.036 16.0 C 0.060 16.1 C 0.182 16.9 C Northbound Left 0.590 23.0 C 0.815 39.6 D 0.811 37.7 D Northbound Thru/Right 0.548 15.9 C 0.629 16.9 C 0.619 16.8 C Southbound Left 0.037 12.4 B 0.156 16.7 C 0.112 15.3 C Southbound Thru/Right 0.492 15.3 C 0.761 19.4 C 0.614 16.7 C Overall 0.654 16.1 C 0.755 19.3 C 0.873 19.8 C OshomeBQad Eastbound All 0.846 50.3 E 0.571 36.6 D 0.440 34.5 D Westbound All 0.651 32.7 D 0.569 30.9 D 0.861 43.6 E Northbound LeftfThru 0.513 23.9 C 0.383 22.5 C 0.432 23.0 C Northbound Right 0.183 20.8 C 0.228 21.1 C 0.339 22.2 C Southbound All 0.502 24.8 C 0.685 27.6 D 0.572 25.7 D Overall 0.597 28.9 D 0.573 27.1 D 0.595 28.8 D Old -R"1 -Road- (West Branch) Eastbound Left 0.097 19.6 C 0.193 19.9 C 0.228 20.0 C Eastbound Right 0.273 8.4 B 0.400 9.1 B 0.336 8.8 B Northbound Left 0.600 15.5 C 0.287 12.7 B 0.293 12.7 B Northbound Thru 0.382 1.6 A 0.293 1.4 A 0.358 1.5 A Southbound Thru 0.390 9.0 B 0.585 10.7 B 0.634 11.3 B Southbound Thru/Right 0.016 7.4 B 0.016 7.4 B 0.019 7.4 B Overall 0.439 7.4 B 0.492 7.8 B 0.485 7.7 B • Cannot be calculated because one or more lane groups have an excessively high v/c ratio. Presumed to be Level of Service F. tN-- w- Table N3 (Cont'd) SIGNALIZED INTERSECTION CAPACITY ANALYSIS 1996 EXISTING CONDITIONS Weekday A.M.Peak Hour Weekday P.M.Peak Hour Saturday Peak Hour Average Average Average Intersection and V/C Delay Level of V/C Delay Level of V/C Delay Level of Direction Lane Group Ratio (Seconds) Service Ratio (Seconds) Service Ratio (Seconds) Service Milton Street/Cross Street Eastbound Left 0.104 28.2 D 0.804 51.0 E 0.095 28.1 D Eastbound Right 0.116 28.2 D 0.648 38.1 E 0.106 28.2 D Westbound Right 0.361 8.9 B 0.268 8.3 B 0.304 8.5 B Northbound Left/Thru 0.693 23.8 D 0.779 26.7 D 0.743 25.1 D Southbound Left 0.406 9.3 B 0.504 10.1 A 0.490 10.0 A Southbound Thru/Right 0.256 1.2 A 0.447 1.6 A 0.419 1.5 A Overall 0.466 11.9 B 0.609 13.5 B 0.533 11.2 B Purchase Street Eastbound Right 0.261 9.0 B 0.556 11.4 B 0.309 9.3 B Northbound Left 0.402 6.4 B 0.310 5.9 B 0.342 6.1 B Northbound Thru 0.330 0.2 A 0.284 0.2 A 0.350 0.2 A Southbound Thru 0.484 24.7 C 0.935 40.6 E 0.806 30.9 D Overall 0.450 9.3 B 0.512 17.7 C 0.499 13.1 B Peck Avenue Westbound Left 0.986 66.7 F 0.561 22.0 C 0.478 24.1 C Westbound Right 0.521 16.1 C 0.286 12.0 B 0.351 14.5 B Northbound Thru/Right 0.515 8.8 B 0.396 6.8 B 0.352 7.7 B Southbound Left 0.689 19.0 C 0.379 6.0 B 0.683 13.7 B Southbound Thru 0.237 2.5 A 0.229 2.1 A 0.221 2.4 A Overall 0.906 14.5 B 0.727 6.6 B 0.803 8.8 B 1-287/1-95 Ramps Eastbound Left 0.737 19.3 C 0.608 17.9 C 0.900 38.2 D Eastbound Right 0.864 25.3 D 0.701 20.2 C 0.503 21.6 C Northbound Thru 0.296 15.3 C 0.468 20.2 C 0.340 9.8 B Southbound Left 0.954 37.3 D 0.991 44.1 E 0.938 29.2 D Southbound Thru 0.404 10.3 B 0.675 13.1 B 0.447 5.8 B Overall 0.906 21.8 C 0.863 22.2 C 0.900 18.3 C Glace Church Street/Purdy Avenue Eastbound Left 0.280 6.5 B 0.523 11.6 B 0.443 7.3 B Eastbound Thru/Right 0.322 6.8 B 0.218 6.4 B 0.332 6.9 B Westbound Left/Thru 0.510 17.2 C 0.897 37.0 D 0.363 15.5 C Westbound Right 0.044 14.1 B 0.045 14.1 B 0.123 14.3 B Northbound All 0.720 16.4 C 1.100 89.6 F 0.676 15.3 C Southbound Left/Thru 0.448 11.6 B 0.609 13.7 B 0.730 17.5 C Southbound Right 0.350 10.9 B 0.400 4.1 A 0.680 15.0 B Overall 0.614 11.7 B 0.844 29.7 D 0.672 12.7 B WPNrhe.9teLAvenue Eastbound Left 0.525 19.5 C 1.064 0.903 50.1 E Eastbound Thru/Right 0.867 32.3 D 0.867 32.3 D 0.871 32.8 D Westbound Left 0.262 16.8 C 0.528 22.4 C 1.001 95.4 F Westbound Thru/Right 0.443 17.8 C 0.627 20.4 C 0.559 19.2 C Northbound Thru/Right 0.566 7.5 B 0.841 15.3 C 0.784 12.4 B Southbound Left/Thru 0.337 8.8 B 0.655 12.5 B 0.634 12.3 B Southbound Right 0.160 7.9 B 0.222 8.2 B 0.161 7.9 B Overall 0.660 16.3 C 0.851 23.8 C Mill Street Westbound All 0.657 21.1 C 1.002 54.4 E 0.791 25.9 D Northbound Thru 0.402 6.0 B 0.310 5.5 B 0.304 5.5 B Northbound Right 0.177 4.9 A 0.176 4.9 A 0.114 4.7 A Southbound Left/Thru 1.017 47.5 E 0.990 35.6 D 0.777 12.3 B Overall 0.882 24.5 C 0.969 32.1 D 0.762 13.9 B •Cannot be calculated because one or more lane groups have an excessively high v/c ratio. Presumed to be Level of Service F. Table N4 UNSIGNALIZED INTERSECTION CAPACITY ANALYSIS 1996 EXISTING CONDITIONS Weekday A.M. Peak Hour Weekday P.M. Peak Hour Saturday Peak Hour Average Average Average Intersection and Delay Level of Delay Level of Delay Level of Direction Lane Group (Seconds) Service (Seconds) Service (Seconds) Service Hutchinson River Parkway Southbou d Eastbound Right 11.7 C 7.2 B 5.3 B Westbound All 39.4 E * F 47.4 F Southbound Left 6.2 B 11.5 C 9.2 B Homidge Road Eastbound All 14.8 C 7.7 B 5.8 B Northbound Left 5.3 B 5.5 B 4.2 A *Excessive Delay Table N5 SIGNALIZED INTERSECTION CAPACITY ANALYSIS 2011 FUTURE NULL CONDITIONS Overall 0.406 17.7 C 0.793 31.7 D ' Cannot be calculated because one or more lane groups have an excessively high v/c ratio. Presumed to be Level of Service F. Weekday A.M. Peak Hour Weekday P.M. Peak Hour Saturday Peak Hour Average Average Average Intersection and V/C Delay Level of WC Delay Level of V/C Delay Level of Direction Lane Group Ratio (Seconds) Service Ratio (Seconds) Service Rata (Seconds) Service Hutchinson River Parkway Northbound Westbound Left 0.799 29.2 D 1.083 77.8 F 0.514 23.8 C Northbound Left 0.707 9.2 B 2.265 1.099 78.1 F Northbound Thru 0.277 1.8 A 0.240 1.7 A 0.268 1.8 A Southbound Thru 0.227 7.7 B 0.540 9.9 B 0.262 7.9 B Overall 0.695 12.5 B 0.968 24.6 C Pelhamdale Road Eastbound Left (de facto) 0.911 43.4 E 0.894 42.6 E Eastbound Thru/Right 0.309 14.5 B 0.427 15.3 C 0.456 15.7 C Westbound All 0.402 15.1 C 0.498 15.9 C 0.524 16.2 C Northbound All 0.413 7.5 B 0.497 8.1 B 0.455 7.8 B Southbound All 0.462 11.5 B 0.754 15.9 C 1.133 ' Overall 0.600 14.6 B 0.497 12.9 B 1-95 Southbound Ramos Eastbound Left 0.245 17.6 C 0.507 20.1 C 0.629 22.0 C Westbound All 0.006 16.1 C 0.006 16.1 C 0.006 16.1 C Northbound All 0.384 9.8 B 0.437 10.3 B 0.504 10.9 B Southbound All 0.370 6.6 B 0.641 8.6 B 0.702 9.3 B Overall 0.330 9.3 B 0.589 10.9 B 0.674 12.0 B L-95 Northbound RaQIpS Westbound Left 0.052 16.4 C 0.087 16.6 C 0.087 16.6 C Northbound Thru/Right 0.406 6.8 B 0.499 7.4 B 0.474 7.2 B Southbound Left/Thru 0.755 15.4 C 1.387 1.577 Overall 0.481 11.4 B Weyman Avenue Westbound Left 0.446 29.9 D 0.818 34.5 D 0.937 40.6 E Westbound Right 0.382 16.4 C 0.388 14.1 B 0.340 7.7 B Northbound Thru/Right 0.496 12.8 B 0.606 16.3 C 0.908 33.6 D Southbound Left 0.701 18.8 C 0.886 35.8 D 0.861 28.3 C Southbound Thru 0.221 2.9 A 0.304 4.4 A 0.318 5.9 B Overall 0.584 13.2 B 0.748 19.0 C 0.944 26.0 D Kings Highway Eastbound Left 1.006 68.7 F 0.754 34.7 D 0.941 53.7 E Eastbound Right 0.736 34.4 D 0.736 34.4 D 0.666 31.7 D Northbound Left/Thru 0.475 1.4 A 0.709 2.6 A 0.768 3.2 A Southbound Thru 0.328 11.4 B 0.449 12.4 B 0.537 13.2 B Southbound Right 0.431 12.4 B 0.561 13.9 B 0.364 11.8 B Overall 0.593 18.4 C 0.719 13.1 B 0.806 15.3 C North Avenue Eastbound Left/Thru 0.668 22.2 C 0.907 32.4 D 0.527 20.1 C Westbound Thru/Right 0.565 28.4 D 0.710 31.0 D 0.685 30.4 D Northbound All 1.047 46.7 E 0.959 26.1 D 1.081 59.6 E Overall 0.900 38.8 D 0.939 28.7 D 0.865 48.2 E NodhAmueffluguen.QLStreel Eastbound Left 0.470 21.9 C 0.925 35.9 D 0.508 22.3 C Eastbound Right 0.744 28.7 D 1.294 0.337 20.9 C Westbound Leftrrhru 0.346 14.6 B 0.642 17.9 C 0.547 16.5 C Southbound All 0.460 13.7 B 1.575 1.x18 39.3 D Overall 0.406 17.7 C 0.793 31.7 D ' Cannot be calculated because one or more lane groups have an excessively high v/c ratio. Presumed to be Level of Service F. Intersection and Direction Lane Group Table N5 (Cont'd) SIGNALIZED INTERSECTION CAPACITY ANALYSIS 2011 FUTURE NULL CONDITIONS Weekday A.M. Peak Hour Average V/C Delay Level of Ratio (Seconds) Service Weekday P.M. Peak Hour Average V/C Delay Level of Ratio (Seconds) Service Saturday Peak Hour Average V/C Delay Level of Rata (Seconds) Service Larchmont Avenua Eastbound All 0.710 19.5 C 0.884 29.3 D 0.849 26.3 D Westbound All 0.522 16.1 C 0.634 17.8 C 0.621 17.5 C Northbound All 0.796 12.3 B 1.084 60.6 F 1.282 Southbound All 0.686 10.2 B 1.050 48.4 E 1.116 Overall 0.697 13.5 B 0.925 46.4 E Chatsworth Avenue Eastbound All 0.268 13.3 B 0.498 14.9 B 0.718 18.3 C Westbound Left 0.043 12.2 B 0.112 12.5 B 0.077 12.4 B Westbound Thru/Right 0.210 13.0 B 0.266 13.3 B 0.231 13.1 B Northbound All 0.933 22.6 C 1.392 1.502 Southbound All 0.459 8.9 B 0.854 16.3 C 1.036 44.5 E Overall 0.624 16.9 C Weaver Street Eastbound Left 3.155 0.866 52.7 E 0.484 30.4 D Eastbound Thru/Right 0.846 43.5 E 0.699 34.4 D 1.048 84.9 F Westbound Left 1.839 0.679 40.6 E 1.121 Westbound Thru/Right 1.031 79.8 F 0.439 29.0 D 0.535 30.3 D Northbound Left 0.390 12.7 B 1.456 1.451 Northbound Thru/Right 1.017 47.2 E 0.814 24.3 C 0.880 27.4 D Southbound Left 0.056 14.8 B 0.277 13.3 B 0.297 14.2 B Southbound Thru/Right 0.652 20.4 C 0.866 26.6 D 0.899 28.7 D Overall Weaver Street/Palmer Avenue Eastbound Left/Thru 0.817 16.2 C 0.822 16.5 C 0.781 14.9 B Westbound All 0.798 15.8 C 0.963 31.9 D 1.224 Northbound Left (de facto) 2.050 Northbound All 0.960 29.0 D 0.814 16.3 C 0.837 16.3 C Southbound All 0.663 11.4 B 1.006 38.2 D 0.480 9.6 B Overall 0.889 18.7 C Mamaroneck Avenue Eastbound Left/Thru 0.415 18.8 C 0.577 21.1 C 1.097 106.3 F Eastbound Right 0.311 12.0 B 0.394 12.6 B 0.355 12.3 B Westbound Left/Thru 0.131 16.6 C 0.216 17.1 C 1.069 91.7 F Westbound Right 0.036 16.0 C 0.060 16.1 C 0.208 17.1 C Northbound Left 0.757 32.7 D 1.018 77.0 F 0.996 70.0 F Northbound Thru/Right 0.630 16.9 C 0.751 19.1 C 0.737 18.8 C Southbound Left 0.040 14.1 B 0.196 20.1 C 0.112 17.9 C Southbound Thru/Right 0.575 16.2 C 0.898 25.0 C 0.732 18.7 C Overall 0.728 17.7 C 0.839 25.5 D 1.033 34.1 D Osborne Road Eastbound All 0.962 68.8 F 0.646 38.5 D 0.705 40.8 E Westbound All 0.757 36.5 D 0.675 33.4 D 0.998 66.7 F Northbound Left/Thru 0.568 24.9 C 0.456 23.2 C 0.531 24.1 C Northbound Right 0.206 20.9 C 0.274 21.5 C 0.385 22.7 C Southbound All 0.577 25.8 D 0.814 31.2 D 0.801 30.9 D Overall 0.686 32.6 D 0.674 29.3 D 0.780 35.6 D OldPostBoad (West Blanch) Eastbound Left 0.097 19.6 C 0.193 19.9 C 0.228 20.0 C Eastbound Right 0.309 8.6 B 0.473 9.7 B 0.400 9.1 B Northbound Left 0.695 17.5 C 0.337 12.9 B 0.343 13.0 B Northbound Thru 0.439 1.7 A 0.350 1.5 A 0.433 1.7 A Southbound Thru 0.446 9.4 B 0.696 12.4 B 0.761 14.0 B Southbound Thru/Right 0.016 7.4 B 0.016 7.4 B 0.019 7.4 B Overall 0.505 8.0 B 0.585 8.6 B 0.581 8.8 B Cannot be calculated because one or more lane groups have an excessively high v/c ratio. Presumed to be Level of Service F. Table N5 (Cont'd) SIGNALIZED INTERSECTION CAPACITY ANALYSIS 2011 FUTURE NULL CONDITIONS Cannot be calculated because one or more lane groups have an excessively high v/c ratio. Presumed to be Level of Service F Weekday A.M. Peak Hour Weekday P.M. Peak Hour Saturday Peak Hour Average Average Average Intersection and V/C Delay Level of V/C Delay Level of V/C Delay Level of Direction Lane Group Ratio (Seconds) Service Ratio (Seconds) Service Rata (Seconds) Service Millon StreettCross Street Eastbound Left 0.104 28.2 D 0.925 72.9 F 0.095 28.1 D Eastbound Right 0.116 28.2 D 0.773 48.9 E 0.106 28.2 D Westbound Right 0.419 9.3 B 0.310 8.6 B 0.353 8.8 B Northbound Left/Thru 0.803 27.0 D 0.902 35.6 D 0.879 31.6 D Southbound Left 0.464 9.7 B 0.575 10.9 B 0.588 11.1 B Southbound Thru/Right 0.298 1.3 A 0.523 1.9 A 0.498 1.8 A Overall 0.535 13.0 B 0.700 17.1 C 0.634 13.2 B Purchase Street Eastbound Right 0.297 9.2 B 0.637 12.4 B 0.370 9.7 B Northbound Left 0.466 6.9 B 0.359 6.2 B 0.393 6.4 B Northbound Thru 0.378 0.2 A 0.334 0.2 A 0.417 0.3 A Southbound Thru 0.552 25.4 D 1.094 83.6 F 0.960 44.3 E Overall 0.519 9.6 8 0.596 31.9 D 0.583 17.6 C Peck Avenue Westbound Left 0.658 28.1 D 1.122 118.0 F 0.811 37.1 D Westbound Right 0.426 15.1 C 0.485 15.7 C 0.267 14.0 B Northbound Thru/Right 0.492 8.6 B 0.509 8.7 B 0.465 8.4 B Southbound Left 1.016 55.6 E 0.945 39.7 D 0.755 20.2 C Southbound Thru 0.299 2.6 A 0.302 2.6 A 0.255 2.5 A Overall 0.952 16.6 C 1.002 22.5 C 0.895 11.1 B 1-287/1-95 Ramos Eastbound Left 1.351 0.635 18.4 C 1.240 Eastbound Right 1.552 0.855 27.3 D 0.960 47.6 E Northbound Thru 0.233 10.8 B 0.559 21.1 C 0.370 10.0 B Southbound Left 0.917 24.1 C 1.073 74.0 F 1.186 Southbound Thru 0.373 6.2 B 0.675 13.1 B 0.525 6.3 B Overall 1.057 28.6 D Grace Church SkeWEur_S11CAvenue Eastbound All 0.366 7.0 B 0.424 7.3 B 0.489 7.7 B Westbound Left/Thru 0.631 20.3 C 1.452 0.526 17.7 C Westbound Right 0.044 14.1 B 0.045 14.1 B 0.125 14.4 B Northbound All 0.944 37.0 D 1.352 1.169 Southbound Left/Thru 0.518 12.3 B 0.843 23.9 C 1.200 Southbound Right 0.396 11.2 B 0.827 21.3 C 0.800 19.6 C Overall 0.607 17.4 C k k=,ester Avenue Eastbound Left 0.625 22.3 C 1.504 1.347 Eastbound Thru/Right 1.002 55.9 E 1.036 66.2 F 1.075 80.3 F Westbound Left 0.262 16.8 C 0.700 34.0 D 1.225 Westbound Thru/Right 0.494 18.4 C 0.712 22.7 C 0.668 21.4 C Northbound Thru/Right 0.645 8.7 B 1.008 39.3 D 0.992 35.3 D Southbound Left/Thru 0.393 9.2 B 0.763 15.5 C 0.770 16.3 C Southbound Right 0.192 8.1 B 0.254 8.4 B 0.192 8.1 B Overall 0.756 22.9 C M&SS[eet Westbound All 0.752 24.1 C 1.165 0.933 39.9 D Northbound Thru 0.464 6.4 B 0.367 5.8 B 0.364 5.8 B Northbound Right 0.207 5.1 B 0.202 5.0 A 0.142 4.8 A Southbound Left/Thru 1.466 1.276 1.002 39.7 D Overall 0.956 28.8 D Cannot be calculated because one or more lane groups have an excessively high v/c ratio. Presumed to be Level of Service F r Table N6 UNSIGNALIZED INTERSECTION CAPACITY ANALYSIS 2011 FUTURE NULL CONDITIONS Weekday A.M. Peak Hour Weekday P.M. Peak Hour Saturday Peak Hour Average Average Average Intersection and Delay Level of Delay Level of Delay Level of Direction Lane Group (Seconds) Service (Seconds) Service (Seconds) Service Hutchinson River Parkway Southbound Eastbound Right 22.1 D 8.7 B 6.5 B Westbound All F F F Southbound Left 7.3 B 17.5 C 14.8 C Hornidge Road Eastbound All 49.5 F 9.8 B 7.0 B Northbound Left 7.0 B 6.7 B 4.9 A Excessive Delay I 1 IN.— U. S. Route 1 Corridor Development Study PIN 8473.08, D008560 Westchester County a Analyses Capacity A ys s Existing Year March, 1997 V HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4c 11-05-1996 Center For Microcomputers In Transportation Streets : (E-W) Hutchinson Pkwy Nor (N-S) Route 1 Analyst : JLS File Name : HRPNXA4 .HC9 Area Type: Other 11-5-96 AM Peak Comment : Existing Traffic - DC Signal Timing Eastbound Westbound Northbound Southbound L TRLT R L T R L T R No. Lanes 2 1 2 2 Volumes 490 280 500 340 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 12 . 0 12 . 0 12 . 0 12. 0 Grade 0 0 0 9.5 Heavy Veh 0 0 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 4 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 4 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5. 00 Prop. Share I Prop. Prot . j Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left * * Thru Thru * * Right Right Peds Peds WB Left * SB Left Thru Thru * Right Right * Peds Peds NB Right EB Right SB Right WB Right Green 20 . OP Green 10 . OP 50 . OP Yellow/AR 5 . 0 Yellow/AR 0 . 0 5 . 0 Cycle Length: 90 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS WB L 802 3610 0 . 698 0 .222 26 . 4 D 26 .4 D _ NB L 586 1805 0 .531 0 . 167 5 .4 B 3 .0 A T 2483 3725 0 .235 0 . 667 1 . 7 A SB T 2053 3696 0 .193 0 .556 7 . 6 B 7.6 ' B Intersection Delay = 11 . 0 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 .0 sec Critical v/c (x) = 0 .535 T HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-05-1996 Center For Microcomputers In Transportation Streets : (E-W) Hutchinson Pkwy Nor (N-S) Route 1 Analyst : JLS File Name: HRPNXP4 .HC9 Area Type: Other 11-5-96 PM Peak Comment: Existing Traffic - DC Signal Timing Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 2 1 2 2 Volumes 660 350 400 770 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 Grade 0 0 0 96 Heavy Veh 0 0 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 4 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 4 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot. Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left * * Thru Thru * * Right Right Peds Peds WB Left * SB Left Thru Thru * Right Right * Peds Peds NB Right EB Right SB Right WB Right Green 20 . OP Green 10 . OP 50 . OP Yellow/AR 5 . 0 Yellow/AR 0 . 0 5 . 0 Cycle Length: 90 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS WB L 802 3610 0 . 941 0 .222 40 . 0 D 40 . 0 D NB L 226 1805 1. 721 0 . 167 * * * * T 2483 3725 0 . 188 0 . 667 1.7 A SB T 2053 3696 0.438 0 .556 9 . 0 B 9 . 0 B Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one. Calculation of D1 is infeasable. T HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-05-1996 Center For Microcomputers In Transportation Streets : (E-W) Hutchinson Pkwy Nor (N-S) Route 1 Analyst : JLS File Name: HRPNXS4 .HC9 Area Type: Other 11-5-96 SA Peak Comment : Existing Traffic - DC Signal Timing Eastbound Westbound Northbound Southbound LTRLTRL T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 2 1 2 2 Volumes 310 360 400 340 PHF or PK15 0 . 90 0 . 90 0 . 90 0 .90 Lane W (ft) 12 . 0 12 . 0 12 . 0 12. 0 Grade 0 0 0 % Heavy Veh 0 0 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 4 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N ' Arr Type 3 3 4 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot. Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left * * Thru Thru * * Right Right Peds Peds WB Left * SB Left Thru Thru * Right Right * Peds Peds NB Right EB Right SB Right WB Right Green 20 . OP Green 10 . OP 50 . OP Yellow/AR 5 . 0 Yellow/AR 0 . 0 5 . 0 Cycle Length: 90 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS WB L 802 3610 0 .441 0 .222 23 . 2 C 23 .2 C NB L 586 1805 0 . 683 0 .167 7 . 6 B 4 .4 A T 2483 3725 0 .188 0 . 667 1. 7 A SB T 2053 3696 0 .193 0 .556 7. 6 B 7.6 B Intersection Delay = 9 .3 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 .0 sec Critical v/c (x) = 0 .597 • 1 I HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 10-30-1996 Center For Microcomputers In Transportation Streets: (E-W) Pelhamdale Road (N-S) Route 1 Analyst: JLS File Name: PELXAl .HC9 Area Type: Other 9-20-96 AM Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L TRLTR L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 2 < > 2 < > 2 < > 2 < Volumes 140 60 50 50 170 60 40 390 40 50 260 40 PHF or PK15 0 . 78 0 .78 0 . 78 0 . 93 0 . 93 0 . 93 0 . 84 0 . 84 0 . 84 0 . 93 0 . 93 0 .93 Lane W (ft) 10 . 5 10 . 0 10 . 0 11 .7 Grade 0 0 0 0 % Heavy Veh 2 2 2 2 2 2 10 10 10 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 4 0 0 0 Con. Peds 50 50 50 50 Ped Button (Y/N) Y 13 . 6 s (Y/N) Y 13 .4 s (Y/N) Y 13 . 0 s (Y/N) Y 12 . 9 Arr Type 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot. Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * * Right * Right * * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 30 . OA Green 10 . OA 40. OA Yellow/AR 5 . 0 Yellow/AR 0 . 0 5. 0 Cycle Length: 90 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB DfL 272 817 0 . 657 0 .333 20 .5 C 17. 7 C TR 541 1623 0 .261 0 .333 14 .2 B WB LTR 951 2854 0 .333 0 .333 14 .6 B 14 . 6 B NB LTR 1711 3080 0 .344 0 .556 7.1 B 7. 1 B SB LTR 1155 2598 0 .343 0 .444 10 . 7 B 10 .7 B Intersection Delay = 11.5 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 .461 v HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 10-30-1996 Center For Microcomputers In Transportation Streets: (E-W) Pelhamdale Road (N-S) Route 1 Analyst : JLS File Name: PELXPI .HC9 Area Type: Other 9-20-96 PM Peak Comment: Existing Traffic Eastbound Westbound Northbound Southbound L TRLTR L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 2 < > 2 < > 2 < > 2 < Volumes 70 80 50 60 200 40 90 460 50 60 350 60 PHF or PK15 0 . 87 0 . 87 0 . 87 0 . 85 0 . 85 0 . 85 0 . 91 0 . 91 0 . 91 0 . 92 0 . 92 0 . 92 Lane W (ft) 10 . 5 10 . 0 10 . 0 11.7 Grade 0 0 0 0 Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 4 0 0 0 Con. Peds 50 50 50 50 Ped Button (Y/N) Y 13 . 6 s (Y/N) Y 13 .4 s (Y/N) Y 13 . 0 s (Y/N) Y 12 . 9 Arr Type 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * * Right * Right * * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 30 . OA Green 10 . OA 40 . OA Yellow/AR 5 . 0 Yellow/AR 0 . 0 5 . 0 Cycle Length: 90 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 754 2263 0 .318 0 .333 14 . 5 B 14 .5 B _ WB LTR 903 2708 0 .411 0 .333 15 .2 C 15 .2 C NB LTR 1771 3188 0 .391 0 .556 7 .4 B 7 .4 B SB LTR 1050 2362 0 .510 0 .444 12 . 0 B 12 . 0 B Intersection Delay = 11.2 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 .0 sec Critical v/c (x) = 0 .398 A. V HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 10-30-1996 Center For Microcomputers In Transportation . Streets : (E-W) Pelhamdale Road (N-S) Route 1 Analyst : JLS File Name : PELXS1 .HC9 Area Type: Other 9-20-96 SA Peak Comment: Existing Traffic Eastbound Westbound Northbound Southbound LTRLT R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 2 < > 2 < > 2 < > 2 < Volumes 120 160 40 60 170 60 50 360 60 110 360 140 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 10 .5 10 . 0 10 . 0 11.7 Grade 0 0 0 0 Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 4 0 0 0 Con. Peds 50 50 50 50 Ped Button (Y/N) Y 13 . 6 s (Y/N) Y 13 .4 s (Y/N) Y 13 . 0 s (Y/N) Y 12 . 9 Arr Type 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot. Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * * Right * Right * * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 30 . OA Green 10 . 0A 40 . OA Yellow/AR 5. 0 Yellow/AR 0 . 0 5 . 0 Cycle Length: 90 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 743 2228 0 .502 0 .333 16 . 0 C 16 . 0 C WB LTR 827 2482 0 .410 0 .333 15 .2 C 15.2 C NB LTR 1757 3162 0 .313 0 .556 7. 0 B 7.0 B SB LTR 1041 2342 0 . 684 0 .444 14 .2 B ` 14 .2 B Intersection Delay = 12 . 7 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 .384 km, - A HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 09-20-1996 Center For Microcomputers In Transportation Streets : (E-W) I-95 SB Ramps (N-S) Route 1 Analyst : JLS File Name: 95SXAl .HC9 Area Type: Other 9-17-96 AM Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L TRLTRL T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 > 1 < > 2 < > 2 < Volumes 120 1 1 1 30 410 10 10 260 170 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 .90 0 .90 Lane W (ft) 13 . 0 11. 0 10 . 0 10 . 0 Grade 0 0 0 0 % Heavy Veh 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 4 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 4 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot. Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 35. OP Green 55 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 636 1816 0 .209 0 .350 17 .3 C 17.3 C WB LTR 537 1534 0.006 0 .350 16 . 1 C 16.1 C NB LTR 1622 2950 0 .324 0 .550 9 .4 B 9.4 B SB LTR 1643 2987 0 .312 0 .550 6 .4 B 6.4 B Intersection Delay = 9 . 0 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 .279 6 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 09-20-1996 Center For Microcomputers In Transportation Streets: (E-W) I-95 SB Ramps (N-S) Route 1 Analyst : JLS File Name : 95SXP1 .HC9 Area Type: Other 9-17-96 PM Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L TRLT R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 > 1 < > 2 < > 2 < Volumes 150 10 1 10 20 370 1 1 340 270 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 13 . 0 11. 0 10 . 0 10 . 0 Grade 0 0 0 0 96- Heavy Veh 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 4 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 4 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 35 . OP Green 55 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 599 1711 0 .279 0 .350 17. 9 C 17. 9 C WB LTR 521 1488 0 .044 0 .350 16 .3 C 16.3 C NB LTR 1586 2884 0 .287 0 .550 9 . 2 B 9.2 B SB LTR 1689 3071 0 .422 0 .550 6. 9 B 6.9 B Intersection Delay = 9 .2 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10. 0 sec Critical v/c (x) = 0 .366 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 09-20-1996 Center For Microcomputers In Transportation • Streets : (E-W) I-95 SB Ramps (N-S) Route 1 Analyst : JLS File Name: 95SXS1 .HC9 Area Type: Other 9-17-96 SA Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L TRLT R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 > 1 < > 2 < > 2 < Volumes 110 1 1 1 20 380 1 1 350 230 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 13 . 0 11. 0 10 . 0 10 . 0 Grade 0 0 0 0 % Heavy Veh 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 4 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 4 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 35 . OP Green 55 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 636 1816 0.192 0 .350 17.2 C 17.2 C _ WB LTR 537 1534 0 . 006 0 .350 16. 1 C 16.1 C NB LTR 1608 2923 0 .290 0 .550 9.2 B 9.2 B SB LTR 1701' 3093 0.399 0 .550 6. 8 B 6.8 B Intersection Delay = 8 . 7 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 .318 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 09-20-1996 Center For Microcomputers In Transportation Streets: (E-W) I-95 NB Ramps (N-S) Route 1 Analyst : JLS File Name : 95NXA1 .HC9 Area Type: Other 9-17-96 AM Peak Comment: Existing Traffic Eastbound Westbound Northbound Southbound L TRLTRL T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 2 < > 2 Volumes 30 340 190 170 400 ' PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 .90 Lane W (ft) 13 . 0 10 . 0 10 . 0 Grade 0 0 0 Heavy Veh 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 4 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 4 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru * Right Right * Peds Peds WB Left * SB Left * Thru Thru * Right Right Peds Peds NB Right EB Right SB Right WB Right Green 35 . OP Green 55 . OP . Yellow/AR 5 . 0 Yellow/AR 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS WB L 640 1829 0 . 052 0 .350 16 .4 C 16 .4 C _ NB TR 1810 3290 0 .342 0 . 550 6 .5 B 6 .5 B SB LT 1142 2077 0 .582 0 .550 11 . 9 B 11. 9 B Intersection Delay = ' 9 .5 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 376 ir HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 09-20-1996 Center For Microcomputers In Transportation Streets : (E-W) I-95 NB Ramps (N-S) Route 1 Analyst : JLS File Name : 95NXP1 .HC9 Area Type: Other 9-17-96 PM Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 2 < > 2 Volumes 40 420 100 100 580 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 13 . 0 10 . 0 10 .0 Grade 0 0 0 Heavy Veh 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 4 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 4 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru * Right Right * Peds Peds WB Left * SB Left * Thru Thru * Right Right Peds Peds NB Right EB Right SB Right WB Right Green 35 . OP Green 55 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 ' Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS WB L 640 1829 0 . 069 0 .350 16 . 5 C 16 .5 C _ NB TR 1857 3377 0 .327 0 .550 6 .4 B 6 .4 B SB LT 1337 2431 0 .593 0 .550 11 . 9 B 11. 9 B Intersection Delay = 9 .8 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 .389 r HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-21-1996 Center For Microcomputers In Transportation Streets: (E-W) Weyman Avenue (N-S) Route 1 Analyst: JLS File Name : WEYXAI .HC9 Area Type : Other 9-17-96 AM Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 2 < 1 2 Volumes 170 200 400 180 230 410 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 11 . 0 11 . 0 12 . 0 10 . 0 10 . 0 Grade 0 0 0 96. Heavy Veh 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 4 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 RTOR Vols 40 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru * Right Right * Peds Peds WE Left * SB Left * * Thru Thru * * Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 15 . OP Green 20 . OP 50 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS WE L 257 1711 0 . 736 0 . 150 38 . 0 D 39. 6 D R 230 1531 0 . 775 0 . 150 41 . 3 E NB TR 1776 3552 0 . 381 0 . 500 11 . 8 B 11. 8 B SB L 499 1652 0 . 513 0 .450 5 . 1 B 3 . 6 A T 2587 3449 0 . 185 0 . 750 2 . 8 A Intersection Delay = 14 . 1 sec/veh Intersection LOS = B Lost Time/Cycle, L = 15 . 0 sec Critical v/c (x) = 0 . 543 N HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-21-1996 Center For Microcomputers In Transportation Streets : (E-W) Weyman Avenue (N-S) Route 1 Analyst : JLS File Name: WEYXPI .HC9 Area Type : Other 9-17-96 PM Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 2 < 1 2 Volumes 160 180 480 220 220 520 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 11 . 0 11 . 0 12 . 0 10 . 0 10 . 0 Grade 0 0 0 % Heavy Veh 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 4 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 RTOR Vols 40 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru * Right Right * Peds Peds WB Left * SB Left * * Thru Thru * * Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 15 . OP Green 20 . OP 50 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS WB L 257 1711 0 . 694 0 . 150 36 . 0 D 35 . 9 D R 230 1531 0 . 679 0 . 150 35 . 9 D NB TR 1775 3550 0 .460 0 . 500 12 . 5 B 12 . 5 B SB L 446 1652 0 . 547 0 .450 9 . 9 B 4 . 9 A T 2587 3449 0 .235 0 . 750 2 . 9 A Intersection Delay = 13 . 2 sec/veh Intersection LOS = B Lost Time/Cycle, L = 15 . 0 sec Critical v/c (x) = 0 . 567 Y HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4c 11-21-1996 Center For Microcomputers In Transportation Streets : (E-W) Weyman Avenue (N-S) Route 1 Analyst : JLS File Name : WEYXS1 .HC9 Area Type: Other 9-17-96 SA Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 2 < 1 2 Volumes 170 170 510 140 260 490 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 11 . 0 11 . 0 12 . 0 10 . 0 10 . 0 Grade 0 0 0 Heavy Veh 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 4 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 RTOR Vols 40 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru * Right Right * Peds Peds WB Left * SB Left * * Thru Thru * * Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 15 . OP Green 20 . OP 50 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS WB L 257 1711 0 . 736 0 . 150 38 . 0 D 36 .3 D R 230 1531 0 . 631 0 . 150 34 . 2 D NB TR 1802 3605 0 .421 0 . 500 12 . 1 B 12 . 1 B SB L 464 1652 0 . 623 0 .450 11 . 1 B 5 . 6 B T 2587 3449 0 .221 0 . 750 2 . 9 A Intersection Delay = 13 .4 sec/veh Intersection LOS = B Lost Time/Cycle, L = 15 . 0 sec Critical v/c (x) = 0 . 583 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 10-30-1996 Center For Microcomputers In Transportation Streets: (E-W) Kings Highway (N-S) Route 1 Analyst : JLS File Name: KINXAl .HC9 Area Type: Other 9-17-96 AM Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 > 2 2 1 Volumes 250 240 210 430 400 250 r PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 95 Lane W (ft) 12 . 0 12 . 0 12 . 0 10 . 0 10 . 0 Grade 0 0 0 % Heavy Veh 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 4 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 4 3 3 RTOR Vols 70 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru Thru * * Right * Right Peds Peds WB Left SB Left Thru Thru * Right Right * Peds Peds NB Right EB Right SB Right WB Right Green 20 . OP Green 15 . OP 50 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 354 1770 0 .785 0 .200 36 .4 D 33 . 8 D R 317 1583 0 .597 0 .200 29 . 8 D NB LT 2076 2965 0 .360 0 . 700 1.2 A 1 .2 A SB T 1738 3477 0 .268 0 . 500 11. 0 B 11.3 ' B R 733 1466 0 .359 0 . 500 11.7 B Intersection Delay = 12 . 8 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 .454 V HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 10-30-1996 Center For Microcomputers In Transportation Streets : (E-W) Kings Highway (N-S) Route 1 Analyst: JLS File Name : KINXPI .HC9 Area Type: Other 9-17-96 PM Peak Comment : Existing Traffic - Eastbound Westbound Northbound Southbound LT R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 > 2 2 1 Volumes 190 230 190 450 510 300 PHF or PK15 0 . 90 0. 90 0 . 90 0 . 90 0 . 90 0 . 95 Lane W (ft) 12 . 0 12 . 0 12 . 0 10 . 0 10 . 0 Grade 0 0 0 Heavy Veh 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 4 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 4 3 3 RTOR Vols 60 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot. Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru Thru * * Right * Right Peds Peds WB Left SB Left Thru Thru * Right Right * Peds Peds NB Right EB Right SB Right WB Right Green 20 . OP Green 15 . OP 50 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 354 1770 0 .596 0 .200 29 . 6 D 29. 7 D R 317 1583 0 .597 0 .200 29 . 8 D NB LT 1924 2749 0.388 0 . 700 1 .3 A 1.3 A SB T 1738 3477 0.342 0 . 500 11 . 5 B 11. 8 B R 733 1466 0 .431 0 .500 12 .4 B Intersection Delay = 11.5 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 .435 I I, HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 10-30-1996 Center For Microcomputers In Transportation Streets: (E-W) Kings Highway (N-S) Route 1 Analyst : JLS File Name: KINXS1.HC9 Area Type: Other 9-17-96 SA Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L T RLTRL T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 > 2 2 1 Volumes 230 190 190 490 560 190 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 95 Lane W (ft) 12 . 0 12 . 0 12 . 0 10 . 0 10 . 0 Grade 0 0 0 % Heavy Veh 2 2 2 2 ' 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 4 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 4 3 3 RTOR Vols 50 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru Thru * * Right * Right Peds Peds WB Left SB Left Thru Thru * Right Right * Peds Peds NB Right EB Right SB Right WB Right Green 20 . OP Green 15 . OP 50 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 354 1770 0 .723 0 .200 33 .3 D 31.3 D R 317 1583 0 .490 0 .200 27 . 9 D NB LT 2027 2896 0 .391 0 .700 1 .3 A 1.3 A SB T 1738 3477 0 .376 0 .500 11. 8 B 11.6 B R 733 1466 0 .273 0 .500 11 . 1 B Intersection Delay = 11.5 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 .465 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4c 10-01-1996 Center For Microcomputers In Transportation Streets : (E-W) North Avenue (N-S) Route 1 i Analyst : JLS File Name: NORXA2 .HC9 Area Type: CBD 9-12-96 AM Peak j Comment: Existing Traffic Eastbound Westbound Northbound Southbound L T RLTRL T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 2 2 < > 2 < Volumes 200 230 200 50 210 870 90 PHF or PK15 0 .81 0 . 81 0 . 90 0 . 90 0 . 82 0 . 82 0 . 82 Lane W (ft) 13 .4 12 . 8 14 . 0 Grade 0 0 0 Heavy Veh 2 2 2 2 4 4 4 Parking (Y/N) Y 20 (Y/N) Y 20 (Y/N) Y 20 Bus Stops 0 0 0 Con. Peds 0 77 52 0 Ped Button (Y/N) Y 11 .3 s (Y/N) Y 13 . 0 s (Y/N) Y 17 . 5 s Arr Type 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * * NB Left * Thru * * Thru * Right Right * Peds Peds WB Left SB Left Thru * Thru Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 10 . OP 20 . OP Green 55 . OP Yellow/AR 5 . 0 5 . 0 Yellow/AR 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LT 963 2752 0 .579 0 .350 20 . 8 C 20 . 8 C WB TR 601 3005 0 .486 0 .200 27 .4 D 27.4 D NB LTR 1701 3093 0 . 881 0 .550 19 . 0 C 19. 0 C Intersection Delay = 20. 5 sec/veh Intersection LOS = C Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 763 T HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 10-01-1996 Center For Microcomputers In Transportation Streets : (E-W) North Avenue (N-S) Route 1 Analyst : JLS File Name: NORXP2 .HC9 Area Type: CBD 9-12-96 PM Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 2 2 < > 2 < Volumes 230 380 240 60 210 700 150 PHF or PK15 0 . 91 0 . 91 0 . 89 0 . 89 0 . 91 0 . 91 0 . 91 Lane W (ft) 13 .4 12 . 8 14 . 0 Grade 0 0 0 Heavy Veh 2 2 2 2 2 2 2 Parking (Y/N) Y 20 (Y/N) Y 20 (Y/N) Y 20 Bus Stops 0 0 0 Con. Peds 0 150 144 0 Ped Button (Y/N) Y 11 .3 s (Y/N) Y 13 . 0 s (Y/N) Y 17 . 5 s Arr Type 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * * NB Left * Thru * * Thru * Right Right * Peds Peds WB Left SB Left 1 Thru * Thru Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 10 . OP 20 . OP Green 55 . OP , Yellow/AR 5 . 0 5 . 0 Yellow/AR 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LT 974 2782 0 .724 0 .350 23 .4 C 23 .4 C _ WB TR 601 3006 0 .589 0 .200 28 . 7 D 28 .7 D NB LTR 1716 3120 0 .713 0 .550 13 . 7 B 13 . 7 B Intersection Delay = 19 . 0' sec/veh Intersection LOS = C Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 717 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 10-01-1996 Center For Microcomputers In Transportation Streets : (E-W) North Avenue (N-S) Route 1 Analyst : JLS File Name: NORXS2 .HC9 Area Type: CBD 10-1-96 SA Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L TRLTRL T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 2 2 < > 2 < Volumes 120 180 230 60 240 720 190 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 13 .4 12 . 8 14 . 0 Grade 0 0 0 Heavy Veh 2 2 2 2 2 2 2 Parking (Y/N) Y 20 (Y/N) Y 20 (Y/N) Y 20 Bus Stops 0 0 0 Con. Peds 0 150 144 0 Ped Button (Y/N) Y 11 .3 s (Y/N) Y 13 . 0 s (Y/N) Y 17 . 5 s Arr Type 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot. Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * * NB Left * Thru * * Thru * Right Right * Peds Peds WB Left SB Left Thru * Thru Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 10 . OP 20 . OP Green 55 . OP Yellow/AR 5 . 0 5 . 0 Yellow/AR 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LT 970 2772 0 .361 0 .350 18 .5 C 18 . 5 C WB TR 600 3002 0 .565 0 .200 28 .4 D 28 .4 D NB LTR 1709 3107 0 .785 0 . 550 15 .3 C 15 .3 C Intersection Delay = 18 . 0 sec/veh Intersection LOS = C Lost Time/Cycle, L = 10. 0 sec Critical v/c (x) = 0 . 620 lb HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4c 10-30-1996 Center For Microcomputers In Transportation 1r Streets : (E-W) North Avenue (N-S) Huguenot Street Analyst : JLS File Name: NORHUXA2 .HC9 Area Type: CBD 10-1-96 AM Peak Comment: Existing Traffic Eastbound Westbound Northbound Southbound L TRLT R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 2 1 > 2 > 3 < Volumes 340 240 60 250 40 470 90 PHF or PK15 0 . 88 0 . 88 0 . 84 0 . 84 0 . 75 0 . 75 0 . 75 Lane W (ft) 11. 5 12 . 0 13 . 0 11. 0 Grade 0 0 0 Heavy Veh 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) Y 20 (Y/N) N Bus Stops 0 0 0 Con. Peds 149 54 0 198 Ped Button (Y/N) Y 14 .3 s (Y/N) Y 12 . 9 s (Y/N) Y 19 . 8 Arr Type 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru * Thru Right * Right Peds Peds WB Left * * SB Left * Thru * * Thru * Right Right * Peds Peds NB Right EB Right SB Right WB Right Green 30 . OP 8 . OP Green 47 . OP 1 Yellow/AR 5 . 0 5 . 0 Yellow/AR 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB T 989 3297 0 .409 0 .300 21.4 C 23 . 0 C R 428 1425 0 .639 0 .300 25 .3 D WB LT 1299 3021 0 .298 0 .430 14 .2 B 14 .2 B SB LTR 2226 4737 0 .395 0 .470 13 .2 B 13 .2 B Intersection Delay = 16 .8 sec/veh Intersection LOS = C Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 .349 4 - - - y HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 10-30-1996 Center For Microcomputers In Transportation Streets : (E-W) North Avenue (N-S) Huguenot Street Analyst : JLS File Name : NORHUXP2 .HC9 Area Type: CBD 10-1-96 PM Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 2 1 > 2 > 3 < Volumes 460 400 170 290 240 990 240 PHF or PK15 0 .85 0 . 85 0 . 70 0 . 70 0 . 68 0 . 68 0 . 68 Lane W (ft) 11.5 12 . 0 13 . 0 11. 0 Grade 0 0 0 % Heavy Veh 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) Y 20 (Y/N) N Bus Stops 0 0 0 Con. Peds 165 73 0 213 Ped Button (Y/N) Y 14 .3 s (Y/N) Y 12 . 9 s (Y/N) Y 19 . 8 Arr Type 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru * Thru Right * Right Peds Peds WB Left * * SB Left * Thru * * Thru * Right Right * Peds Peds NB Right EB Right SB Right WB Right Green 30 . OP 8 . OP Green 47 . OP Yellow/AR 5 . 0 5 . 0 Yellow/AR 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB T 989 3297 0 .574 0 .300 23 . 1 C 56 . 0 E R 428 1425 1.102 0 .300 95 . 7 F WB LT 1262 2936 0 .547 0 .430 16 . 5 C 16 . 5 C ' SB LTR 2211 4704 1.076 0 .470 58 . 5 E 58 .5 E Intersection Delay = 50 . 8 sec/veh Intersection LOS = E Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 823 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 10-30-1996 Center For Microcomputers In Transportation Streets : (E-W) North Avenue (N-S) Huguenot Street Analyst: JLS File Name : NORHUXS2 .HC9 Area Type: CBD 10-1-96 SA Peak Comment: Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 2 1 > 2 > 3 < Volumes 140 110 140 360 140 800 190 R, PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 11 . 5 12 . 0 13 . 0 11.0 Grade 0 0 0 Heavy Veh 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) Y 20 (Y/N) N Bus Stops 0 0 0 Con. Peds 165 200 0 213 I Ped Button (Y/N) Y 14 . 3 s (Y/N) Y 12 . 9 s (Y/N) Y 19 . 8 Arr Type 3 3 3 3 ' RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru * Thru Right * Right Peds Peds WB Left * * SB Left * Thru * * Thru * Right Right * Peds Peds NB Right EB Right SB Right WB Right Green 30 . OP 8 . OP Green 47. OP ', Yellow/AR 5 . 0 5 . 0 Yellow/AR 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB T 989 3297 0 .166 0 .300 19 . 6 C 20 . 0 C R 428 1425 0 .285 0 .300 20 . 5 C WB LT 1281 2978 0 .456 0 .430 15 . 5 C 15 . 5 C SB LTR 2214 4710 0 .624 0.470 15 . 5 C 15 .5 C Intersection Delay = 16 . 1 sec/veh Intersection LOS = C Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 544 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 10-31-1996 Center For Microcomputers In Transportation Streets : (E-W) Larchmont Avenue (N-S) Route 1 Analyst : JLS File Name : LARXAI.HC9 Area Type: CBD 10-2-96 AM Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L TRLTRL T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 2 < > 2 < > 2 < > 2 < Volumes 60 110 50 20 100 100 40 640 30 50 320 80 PHF or PK15 0 . 75 0 . 75 0 . 75 0 . 89 0 . 89 0 . 89 0 . 96 0 . 96 0 . 96 0 . 92 0 . 92 0 . 92 Lane W (ft) 10 . 0 9 .5 9 . 0 9 . 5 Grade 0 0 0 0 Heavy Veh 2 2 2 2 2 2 3 3 3 4 4 4 Parking (Y/N) Y 20 (Y/N) Y 20 (Y/N) Y 20 (Y/N) Y 20 Bus Stops 0 0 0 0 Con. Peds 59 63 18 43 Ped Button (Y/N) Y 14 . 1 s (Y/N) Y 14 . 1 s (Y/N) Y 14 . 6 s (Y/N) Y 14 .5 Arr Type 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds 1 NB Right EB Right SB Right WB Right Green 20 . OA Green 40 . OA Yellow/AR 5 . 0 Yellow/AR 5 . 0 Cycle Length: 70 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 599 2096 0 .516 0 .286 14 . 2 B 14 .2 B _ WB LTR 651 2279 0 .396 0 .286 13 . 2 B 13 .2 B NB LTR 1320 2310 0 .589 0 .571 6 . 8 B 6 . 8 B SB LTR 1087 1902 0 .472 0 .571 5 . 9 B 5 . 9 B Intersection Delay = 8 . 7 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 564 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 10-31-1996 Center For Microcomputers In Transportation Streets : (E-W) Larchmont Avenue (N-S) Route 1 Analyst : JLS File Name: LARXPI .HC9 Area Type: CBD 10-2-96 PM Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L TRLT R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 2 < > 2 < > 2 < > 2 < Volumes 80 140 80 30 100 80 40 650 30 50 600 70 PHF or PK15 0 . 83 0 . 83 0 . 83 0 . 80 0 . 80 0 . 80 0 . 89 0 . 89 0 . 89 0 . 95 0 . 95 0 . 95 Lane W (ft) 10 . 0 9 .5 9 . 0 9 .5 Grade 0 0 0 0 Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) Y 20 (Y/N) Y 20 (Y/N) Y 20 (Y/N) Y 20 Bus Stops 0 0 0 0 Con. Peds 23 51 27 51 Ped Button (Y/N) Y 14 . 1 s (Y/N) Y 14 . 1 s (Y/N) Y 14 . 6 s (Y/N) Y 14 . 5 Arr Type 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 20 . OA Green 40 . OA Yellow/AR 5 . 0 Yellow/AR 5 . 0 Cycle Length: 70 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 587 2054 0 . 646 0 .286 15 . 9 C 15 . 9 C _ WB LTR 616 2155 0 .447 0 .286 13 . 6 B 13 .6 B NB LTR 1209 2115 0 .702 0 .571 8 .2 B 8 .2 B SB LTR 1117 1954 0 .714 0 .571 8 . 5 B 8 .5 B Intersection Delay = 10 .2 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 691 w HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 10-31-1996 Center For Microcomputers In Transportation Streets : (E-W) Larchmont Avenue (N-S) Route 1 Analyst : JLS File Name : LARXS1 .HC9 Area Type: CBD 10-2-96 SA Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L TRLTRL T R L T R No. Lanes > 2 < > 2 < > 2 < > 2 < Volumes 80 130 90 20 110 70 60 680 30 40 570 120 PHF or PK15 0 . 88 0 . 88 0 . 88 0 . 74 0 .74 0 . 74 0 . 89 0 . 89 0 . 89 0 . 90 0 . 90 0 . 90 Lane W (ft) 10 . 0 9 .5 9 . 0 9.5 Grade 0 0 0 0 Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) Y 20 (Y/N) Y 20 (Y/N) Y 20 (Y/N) Y 20 Bus Stops 0 0 0 0 Con. Peds 23 51 27 51 Ped Button (Y/N) Y 14 . 1 s (Y/N) Y 14 . 1 s (Y/N) Y 14 . 6 s (Y/N) Y 14 . 5 Arr Type 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot. Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 20 . OA Green 40 . OA Yellow/AR 5 .0 Yellow/AR 5 . 0 Cycle Length: 70 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 582 2037 0 . 615 0 .286 15 . 4 C 15 .4 C _ WB LTR 648 2267 0 .440 0 .286 13 . 5 B 13 . 5 B NB LTR 1065 1864 0 . 852 0 .571 12 . 9 B 12 . 9 B SB LTR 1110 1943 0 .766 0 .571 9 . 7 B 9 . 7 B Intersection Delay = 12 .2 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 .0 sec Critical v/c (x) = 0 . 773 lob HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4c 10-31-1996 Center For Microcomputers In Transportation Streets : (E-W) Chatsworth Avenue (N-S) Route 1 Analyst : JLS File Name: CHAXAl .HC9 Area Type: CBD 10-2-96 AM Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L TRLT R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 2 < 1 1 < > 2 < > 2 < Volumes 30 20 70 10 60 10 50 740 10 1 370 80 PHF or PK15 0 .72 0 .72 0 . 72 0 . 72 0 .72 0 . 72 0 . 95 0 . 95 0 . 95 0 . 96 0 . 95 0 . 95 ,{ Lane W (ft) 10 .3 12 . 0 12 . 0 10 . 0 10 . 0 Grade 0 0 0 0 % Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) Y 20 (Y/N) N (Y/N) Y 20 (Y/N) Y 20 Bus Stops 0 0 0 0 Con. Peds 51 53 20 33 Ped Button (Y/N) Y 14 . 8 s (Y/N) Y 14 . 8 s (Y/N) Y 15 . 6 s (Y/N) Y 12 . 9 Arr Type 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5. 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot. Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 26 . OA Green 40 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 Cycle Length: 76 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 774 2262 0 .226 0 .342 11. 5 B 11.5 B WB L 375 1095 0 . 037 0 .342 10 . 8 B 11.2 B TR 561 1640 0 .173 0 .342 11 .3 B NB LTR 1262 2398 0 .701 0 .526 10 . 0 B 10 . 0 B SB LTR 1363 2589 0.365 0 .526 6 . 9 B 6 .9 B Intersection Delay = 9 .3 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 .514 i. HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-11-1996 Center For Microcomputers In Transportation Streets : (E-W) Chatsworth Avenue (N-S) Route 1 Analyst : JLS File Name: CHAXPI .HC9 Area Type : CBD 10-2-96 PM Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- No. Lanes > 2 < 1 1 < > 2 < > 2 < Volumes 70 30 90 20 70 20 80 720 10 20 600 80 PHF or PK15 0 .72 0 . 72 0 . 72 0 . 72 0 . 72 0 . 72 0 . 95 0 . 95 0 . 95 0 . 96 0 . 95 0 . 95 Lane W (ft) 10 .3 12 . 0 12 . 0 10 . 0 10 . 0 Grade 0 0 0 0 Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) Y 20 (Y/N) N (Y/N) Y 20 (Y/N) Y 20 Bus Stops 0 0 0 0 Con. Peds 28 31 18 33 Ped Button (Y/N) Y 14 . 8 s (Y/N) Y 14 . 8 s (Y/N) Y 15 . 6 s (Y/N) Y 12 . 9 Arr Type 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * • Thru * Right * Right * Peds Peds 1WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 26 . OA Green 40 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 Cycle Length: 76 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 721 2108 0 . 384 0 . 342 12 .4 B 12 .4 B WB L 313 916 0 . 089 0 . 342 11 . 0 B 11 .4 B TR 554 1620 0 . 226 0 . 342 11 . 6 B NB LTR 1032 1961 0 . 868 0 . 526 15 . 8 C 15 . 8 C SB LTR 1180 `2242 0 . 656 0 . 526 9 .4 B 9 .4 B Intersection Delay = 12 . 7 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 677 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 10-31-1996 Center For Microcomputers In Transportation Streets: (E-W) Chatsworth Avenue (N-S) Route 1 Analyst : JLS File Name: CHAXS1 .HC9 Area Type: CBD 10-2-96 SA Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L TRLT R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 2 < 1 1 < > 2 < > 2 < Volumes 160 70 110 10 50 30 80 740 10 30 600 160 PHF or PK15 0 . 92 0 . 92 0 . 92 0 . 76 0 .76 0 .76 0 . 93 0 . 93 0 . 93 0 . 96 0 . 96 0 . 96 Lane W (ft) 10 . 3 12 . 0 12 . 0 10 . 0 10 . 0 Grade 0 0 0 0 Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) Y 20 (Y/N) N (Y/N) Y 20 (Y/N) Y 20 Bus Stops 0 0 0 0 Con. Peds 28 31 18 33 Ped Button (Y/N) Y 14 . 8 s (Y/N) Y 14 . 8 s (Y/N) Y 15 . 6 s (Y/N) Y 12 . 9 Arr Type 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot. Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 26 . OA Green 40 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 Cycle Length: 76 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 726 2123 0 .534 0 .342 13 . 6 B 13 . 6 B _ WB L 255 744 0 . 051 0 .342 10 . 8 B 11.3 B TR 542 1583 0 .194 0 .342 11.4 B NB LTR 936 1778 1.002 0 .526 34 . 8 D 34 . 8 D SB LTR 1083 2058 0 .798 0 .526 12 . 5 B 12 .5 B Intersection Delay = 21. 7 sec/veh Intersection LOS = C Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 818 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 10-30-1996 Center For Microcomputers In Transportation Streets : (E-W) Weaver Street (N-S) Route 1 Analyst : JLS File Name: WEAXA3 .HC9 Area Type: Other 10-1-96 AM Peak Comment: Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 1 1 < 1 1 < 1 2 < 1 2 < Volumes 100 140 130 40 130 130 120 860 60 40 420 80 PHF or PK15 0 . 71 0 . 71 0 .71 0 . 66 0 . 66 0 . 66 0 . 92 0 . 92 0 . 92 0 . 78 0 .78 0 .78 Lane W (ft) 11. 0 11 . 0 10 . 0 10 . 0 11. 0 10 . 0 11. 0 10 .5 Grade 0 0 0 0 % Heavy Veh 2 2 2 2 2 2 4 4 4 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) Y 15 . 7 s (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 25 . OA Green 10 . OA 50 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 72 288 1.958 0 .250 * * * * TR 418 1671 0 . 910 0 .250 40 .3 E WB L 72 278 0 .847 0 .250 61.2 F 54 .7 E TR 402 1608 0. 980 0 .250 53 . 7 E NB L 341 1678 0 .381 0 .250 5 .3 B 11.5 B TR 1688 3377 0 .622 0 .500 12 .2 B SB L 246 1711 0 .207 0 .250 5 . 9 B 9. 8 B TR 1727 3454 0 .390 0 .500 10 .1 B Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one. Calculation of D1 is infeasable. li HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4c 10-01-1996 Center For Microcomputers In Transportation Streets: (E-W) Weaver Street (N-S) Route 1 Analyst: JLS File Name : WEAXPI .HC9 Area Type: Other 10-1-96 PM Peak Comment: Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 < 1 1 < 1 2 < 1 2 < Volumes 140 90 100 50 60 40 210 730 50 40 740 150 PHF or PK15 0 . 95 0 . 95 0 . 95 0 . 84 0 . 84 0 . 84 0 . 88 0 . 88 0 . 88 0 . 93 0 .93 0 . 93 Lane W (ft) 11. 0 11. 0 10 . 0 10 . 0 11 . 0 10 . 0 11. 0 10 .5 Grade 0 0 0 0 Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 . 0 Ped Button (Y/N) N (Y/N) Y 15 . 7 s (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 .00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 25 . OA Green 10 . OA 50 . OP Yellow/AR 5. 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 297 1189 0 .495 0 .250 21. 8 C 21.6 C TR 415 1659 0.482 0 .250 21.4 C WB L 199 797 0 .301 0 .250 19 . 9 C 19. 8 C TR 408 1633 0.291 0 .250 19 . 7 C NB L 249 1711 0 .960 0 .250 50 .4 E 19 .3 C TR 1722 3444 0 .541 0 .500 11.3 B SB L 262 1711 0.164 0.250 5 .3 B 11.5 B TR 1725 3450 0.583 0 .500 11. 8 B Intersection Delay = 16 .7 sec/veh Intersection LOS = C Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 .780 limo- _ - - HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 10-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Weaver Street (N-S) Route 1 Analyst: JLS File Name: WEAXS1.HC9 Area Type: Other 10-1-96 SA Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 < 1 1 < 1 2 < 1 2 < Volumes 60 150 120 50 70 70 220 820 70 180 660 40 PHF or PK15 0 . 88 0 . 88 0 . 88 0 . 93 0 . 93 0 . 93 0 . 92 0 . 92 0 . 92 0 . 86 0 . 86 0 . 86 Lane W (ft) 11. 0 11. 0 10 . 0 10 . 0 11. 0 10 . 0 11. 0 10 .5 Grade 0 0 0 0 Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) Y 15 . 7 s (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 25 . OA Green 10 . OA 50 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 259 1035 0 .263 0 .250 19 . 6 C 25 .3 D TR 420 1681 0 .728 0 .250 26 .5 D WB L 98 392 0 .551 0 .250 25 . 8 D 21. 8 C TR 402 1608 0.373 0 .250 20 .3 C NB L 280 1711 0 . 854 0 .250 26. 0 D 14.6 B TR 1718 3436 0 .591 0 .500 11.9 B SB L 249 1711 0 . 839 0 .250 29 .6 D 14 .5 B TR 1754 3509 0 .487 0 .500 10 .9 B Intersection Delay = 16 .4 sec/veh Intersection LOS = C Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 .695 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 10-30-1996 Center For Microcomputers In Transportation Streets : (E-W) Weaver Street (N-S) Palmer Avenue Analyst : JLS File Name : WEAPAXA2 .HC9 Area Type: Other 9-11-96 AM Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound LT R L TR L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 2 > 1 < > 2 < > 2 < Volumes 140 330 30 300 60 160 380 50 40 230 180 PHF or PK15 0 . 91 0 . 91 0 . 82 0 . 82 0 . 82 0 . 91 0 . 91 0 . 91 0 . 79 0 .79 0 . 79 Lane W (ft) 10 . 0 15 . 0 10 . 0 11.5 Grade 0 0 0 0 % Heavy Veh 2 2 2 2 2 3 3 3 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 4 4 Con. Peds 0 0 0 0 Ped Button (Y/N) Y 13 . 5 s (Y/N) Y 13 . 3 s (Y/N) Y 10 . 9 s (Y/N) Y 11.5 Arr Type 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot. Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 30 . OP Green 30 . OA Yellow/AR 5 . 0 Yellow/AR 5 . 0 Cycle Length: 70 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LT 813 1897 0 . 668 0 .429 11. 8 B 11. 8 B _ WB LTR 693 1618 0 . 686 0.429 12 .4 B 12 .4 B NB LTR 885 2064 0 .770 0 .429 13 . 9 B 13 . 9 B SB LTR ' 1127 2629 0 .531 0 .429 9. 9 B 9 . 9 B Intersection Delay = 12 . 1 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 728 ■.. HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 09-20-1996 Center For Microcomputers In Transportation Streets: (E-W) Weaver Street (N-S) Palmer Avenue Analyst : JLS File Name: WEAPAXPI.HC9 Area Type: Other 9-11-96 PM Peak Comment: Existing Traffic - Eastbound Westbound Northbound Southbound L TRLTRL T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 / 2'1 > 1 < 1 ›',24 < > 2 < Volumes 120 340 40 360 100 200 390 70 90 400 160 PHF or PK15 0 . 91 0 .91 0 . 92 0 . 92 0 . 92 0 . 91 0 . 91 0 . 91 0 . 92 0 . 92 0 . 92 Lane W (ft) 10 . 0 15 . 0 10 . 0 11.5 Grade 0 0 0 0 Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 4 4 Con. Peds 0 0 0 0 Ped Button (Y/N) Y 13 . 5 s (Y/N) Y 13 .3 s (Y/N) Y 10 . 9 s (Y/N) Y 11. 5 Arr Type 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5. 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot. Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 30 .OP Green 30 . OA Yellow/AR 5 . 0 Yellow/AR 5 . 0 Cycle Length: 70 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LT 810 1889 0 .656 0 .429 11. 6 B 11. 6 B WB LTR 684 1597 0 .793 0 .429 15 . 6 C 15. 6 C NB LTR 782 1824 0 . 975 0 .429 32 .1 D 32.1 D SB LTR 947 2210 0.783 0 .429 14 .2 B 14.2 B Intersection Delay = 19.3 sec/veh Intersection LOS = C Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 884 l HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 09-20-1996 Center For Microcomputers In Transportation ----------------------------------------------------------------------- Streets : (E-W) Weaver Street (N-S) Palmer Avenue Analyst : JLS File Name: WEAPAXS1.HC9 Area Type: Other 9-11-96 SA Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L T RLTRLT R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 2 > 1 < > 2 < > 2 < Volumes 100 310 70 430 90 160 290 70 40 210 120 PHF or PK15 0 . 88 0 . 88 0 . 89 0 . 89 0 . 89 0 . 80 0 . 80 0 . 80 0 . 90 0 . 90 0 . 90 Lane W (ft) 10 . 0 15 . 0 10 . 0 11.5 Grade 0 0 0 0 Ps Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 4 4 Con. Peds 0 0 0 0 Ped Button (Y/N) Y 13 . 5 s (Y/N) Y 13 .3 s (Y/N) Y 10 . 9 s (Y/N) Y 11 .5 Arr Type 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 30 . OP Green 30 . OA Yellow/AR 5 . 0 Yellow/AR 5 . 0 Cycle Length: 70 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LT 781 1823 0 .626 0 .429 11.2 B 11.2 B _ WB LTR 641 1496 1. 034 0 .429 49 . 6 E 49.6 E NB LTR 975 2275 0 .698 0 .429 12 . 1 B 12.1 B SB LTR 1127 2630 0 .381 0 .429 8 . 9 B 8 .9 ' B Intersection Delay = 22 .3 sec/veh Intersection LOS = C Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 866 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 09-20-1996 Center For Microcomputers In Transportation Streets : (E-W) Mamaroneck Avenue (N-S) Route 1 Analyst : JLS File Name: MAMXA1 .HC9 Area Type: Other 9-11-96 AM Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 1 1 > 1 1 1 2 < 1 2 < Volumes 130 10 170 20 10 10 190 770 20 10 530 70 PHF or PK15 0 . 88 0 . 88 0 . 88 0 . 54 0 .54 0 .54 0 . 98 0 . 98 0 . 98 0 . 87 0 .87 0 . 87 Lane W (ft) 13 . 0 13 . 0 12 . 0 11 . 0 10 . 0 11 . 0 10 . 0 10 . 0 Grade 0 0 0 0 % Heavy Veh 4 4 4 2 2 2 3 3 3 3 3 3 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) Y 15 . 8 s (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * * Thru * Thru * Right * Right * Peds Peds NB Right EB Right * SB Right WB Right Green 40 . OA Green 50 . OP 10 . 0A Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 115 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LT 488 1402 0 .326 0 .348 18 . 0 C 14 .4 B R 768 1605 0 .251 0 .478 11 .5 B WB LT 457 1315 0 .122 0 .348 16 .5 C 16 .4 C R 533 1531 0 . 036 0 .348 16 . 0 C NB L 329 1636 0 .590 0 .261 23 . 0 C 17 .2 C TR 1545 3553 0 .548 0 .435 15 . 9 C SB L 295 1636 0 .037 0 .261 12 .4 B 15 .3 C TR 1471 3383 0 .492 0.435 15 .3 C Intersection Delay = 16 .1 sec/veh Intersection LOS = C Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 .654 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 09-20-1996 Center For Microcomputers In Transportation Streets : (E-W) Mamaroneck Avenue (N-S) Route 1 Analyst : JLS File Name: MAMXPI .HC9 Area Type: Other 9-11-96 PM Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L T R L TRLT R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 1 1 > 1 1 1 2 < 1 2 < Volumes 160 50 230 30 30 30 200 800 30 40 880 110 PHF or PK15 0 . 91 0 . 91 0 . 91 0 . 95 0 . 95 0 . 95 0 . 89 0 . 89 0 . 89 0 . 92 0 . 92 0 . 92 Lane W (ft) 13 . 0 13 . 0 12 . 0 11. 0 10 . 0 11. 0 10 . 0 10 . 0 Grade 0 0 0 0 95 Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) Y 15 . 8 s (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * * Thru * Thru * Right * Right * Peds Peds NB Right EB Right * SB Right WB Right Green 40 . OA Green 50 . OP 10 . OA Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 115 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LT 508 1460 0 .455 0 .348 19 .2 C 15.5 C R 782 1636 0 .323 0 .478 12 . 0 B WB LT 445 1278 0 . 144 0 .348 16 . 6 C 16 . 5 C R 533 1531 0 . 060 0 .348 16 .1 C NB L 276 1652 0 .815 0 .261 39. 6 D 21.2 C TR 1557 3582 0 .629 0 .435 16 . 9 C SB L 276 1652 0 .156 0 .261 16 .7 C 19.3 C TR 1487 3419 0 .761 0 .435 19.4 C Intersection Delay = 19.3 sec/veh Intersection LOS = C Lost Time/Cycle, L = 10 .0 sec Critical v/c (x) = 0 . 755 r HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 09-20-1996 Center For Microcomputers In Transportation Streets : (E-W) Mamaroneck Avenue (N-S) Route 1 Analyst : JLS File Name : MAMXS1 .HC9 Area Type: Other 9-11-96 SA Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound LTRLTRL T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 1 1 > 1 1 1 2 < 1 2 < Volumes 140 50 210 110 50 70 210 770 60 30 710 120 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 72 0 . 72 0 . 72 0 . 91 0 . 91 0 . 91 0 . 96 0 . 96 0 . 96 Lane W (ft) 13 . 0 13 . 0 12 . 0 11 . 0 10 . 0 11. 0 10 . 0 10 . 0 Grade 0 0 0 0 Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) Y 15 . 8 s (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * * Thru * Thru * Right * Right * Peds Peds NB Right EB Right * SB Right WB Right Green 40 . OA Green 50 . OP 10 . OA Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 115 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LT 279 801 0 . 761 0 .348 29 .3 D 20 .2 C R 782 1636 0 .298 0 .478 11. 9 B WB LT 295 848 0 .753 0 .348 28 .5 D 24 . 9 C R 533 ' 1531 0 .182 0 .348 16 . 9 C NB L 285 1652 0 .811 0 .261 37.7 D 20 .8 C TR 1549 3562 0 .619 0 .435 16 . 8 C SB L 277 1652 0 .112 0 .261 15 .3 C 16.7 C TR 1479 3402 0.614 0 .435 16.7 C Intersection Delay = 19 .8 sec/veh Intersection LOS = C Lost Time/Cycle, L = 10 .0 sec Critical v/c (x) = 0 . 873 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 09-20-1996 Center For Microcomputers In Transportation Streets : (E-W) Osborne Road (N-S) Route 1 Analyst : JLS File Name: OSBXAl .HC9 Area Type: Other 9-11-96 AM Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L T R L TRLT R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 1 < > 1 < > 2 1 > 2 < Volumes 120 80 20 120 80 50 30 530 80 1 350 120 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 14 . 0 14 . 0 12 . 0 9 . 0 10 . 0 Grade 0 0 0 0 % Heavy Veh 2 2 2 2 2 2 2 2 3 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * * Right * Right * * Peds Peds WB Left * SB Left * * Thru * Thru * * Right * Right * * Peds Peds NB Right EB Right SB Right WB Right Green 20 . OP 30 . OP Green 8 . OP 26 . OP 10 . OP Yellow/AR 5 . 0 5 . 0 Yellow/AR 5 . 0 5 . 0 5 . 0 Cycle Length: 119 secs Phase combination order: #1 #2 #5 #6 #7 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 289 1717 0 . 846 0 . 168 50 . 3 E 50 .3 E WB LTR 427 1694 0 . 651 0 .252 32 . 7 D 32 . 7 D NB LT 1272 3693 0 . 513 0 .345 23 . 9 C 23 .5 C R 486 1411 0 . 183 ' 0 .345 20 . 8 C SB LTR 1094 3339 0 .502 0 .328 24 . 8 C 24 . 8 C Intersection Delay = 28 . 9 sec/veh Intersection LOS = D Lost Time/Cycle, L = 0 . 0 sec Critical v/c (x) - 0-. 0000.S-4T HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 09-20-1996 Center For Microcomputers In Transportation Streets : (E-W) Osborne Road (N-S) Route 1 Analyst : JLS File Name: OSBXPI .HC9 Area Type: Other 9-11-96 PM Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound LTRLT R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 1 < > 1 < > 2 1 > 2 < Volumes 50 90 10 130 60 30 10 410 100 20 580 50 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 .90 0 . 90 Lane W (ft) 14 . 0 14 . 0 12 . 0 9 . 0 10 .0 Grade 0 0 0 0 Heavy Veh 2 2 2 2 2 2 2 2 3 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * * Right * Right * * Peds Peds WB Left * SB Left * * Thru * Thru * * Right * Right * * Peds Peds NB Right EB Right SB Right WB Right Green 20 . 0P 30 . OP Green 8 . OP 26 . OP l0 . OP Yellow/AR 5 . 0 5 . 0 Yellow/AR 5 . 0 5 . 0 5 . 0 Cycle Length: 119 secs Phase combination order: #1 #2 #5 #6 #7 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 293 1741 0 .571 0 .168 36 . 6 D 36 .6 D _ WB LTR 429 1702 0 .569 0 .252 30 . 9 D 30 . 9 D NB LT 1279 3711 0 .383 0 .345 22 .5 C 22 .2 C R 486 1411 0 .228 0 .345 21. 1 C SB LTR 1106 3376 0 .685 0 .328 27. 6 D 27.6 D Intersection Delay = 27.1 sec/veh Intersection LOS = D Lost Time/Cycle, L = 0.0 sec Critical v/c (x) _ o.&-T3 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 09-20-1996 Center For Microcomputers In Transportation Streets : (E-W) Osborne Road (N-S) Route 1 Analyst : JLS File Name: OSBXS1 .HC9 Area Type: Other 9-11-96 SA Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 1 < > 1 < > 2 1 > 2 < Volumes 30 50 10 210 60 50 10 470 150 40 450 60 PHF or PK15 0 . 70 0 .70 0 . 70 0 . 87 0 . 87 0 . 87 0 . 91 0 . 91 0 . 91 0 . 95 0 . 95 0 . 95 Lane W (ft) 14 . 0 14 . 0 12 . 0 9 . 0 10 . 0 Grade 0 0 0 0 Heavy Veh 2 2 2 2 2 2 2 2 3 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * * Right * Right * * Peds Peds WB Left * SB Left * * Thru * Thru * * Right * Right * * Peds Peds NB Right EB Right SB Right WB Right Green 20 . OP 30 . OP Green 8 . OP 26 . OP 10 .OP Yellow/AR 5 . 0 5 . 0 Yellow/AR 5 . 0 5 . 0 5 .0 Cycle Length: 119 secs Phase combination order: #1 #2 #5 #6 #7 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 291 1730 0 .440 0 .168 34 .5 D 34 .5 D WB LTR 426 1691 0 . 861 0 .252 43 . 6 E 43 . 6 E NB LT 1279 3712 0 .432 0 .345 23 . 0 C 22.8 C R 486 1411 0 .339 0 .345 22 .2 C SB LTR 1063 3242 0 .572 0 .328 25 . 7 D 25.7 D Intersection Delay = 28 . 8 sec/veh Intersection LOS = D Lost Time/Cycle, L = 0 .0 sec Critical v/c (x) = . --G e o.5 q 5 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 10-03-1996 Center For Microcomputers In Transportation Streets : (E-W) Old Post Road (N-S) Route 1 Analyst : JLS File Name: OLDXAl .HC9 Area Type: Other 10-3-96 AM Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 1 1 1 1 Volumes 10 150 250 470 280 10 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 9 . 0 9 . 0 9 .5 10 . 0 12 . 0 12 . 0 Grade 0 0 0 % Heavy Veh 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru Thru * * Right * Right Peds Peds WB Left SB Left Thru Thru * Right Right * Peds Peds NB Right EB Right * SB Right WB Right Green 5 . OA Green 30 . OP 20 . OA Yellow/AR 5 . 0 Yellow/AR 5 .0 5 . 0 Cycle Length: 70 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 114 1593 0 . 097 0 . 071 19 .6 C 9 .1 B R 611 1425 0 .273 0 .429 8 .4 B NB L 463 1622 0 . 600 0 .286 15 .5 C 6 .4 B T 1366 1739 0 .382 0 .786 1. 6 A SB T 798 1863 0 .390 0 .429 9 .0 B 9.0 B R 678 1583 0 .016 0 .429 7.4 B Intersection Delay = 7.4 sec/veh Intersection LOS = B Lost Time/Cycle, L = 15. 0 sec Critical v/c (x) = 0 .439 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 10-03-1996 Center For Microcomputers In Transportation Streets: (E-W) Old Post Road (N-S) Route 1 Analyst : JLS File Name : OLDXPI .HC9 Area Type : Other 10-3-96 PM Peak Comment: Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 1 1 1 1 Volumes 20 220 120 360 420 10 0 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 9 . 0 9 . 0 9 . 5 10 . 0 12 . 0 12 . 0 Grade 0 0 0 Heavy Veh 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot. Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru Thru * * Right * Right Peds Peds WB Left SB Left Thru Thru * Right Right * Peds Peds NB Right EB Right * SB Right WB Right Green 5 . OA Green 30 . OP 20 . OA Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 70 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 114 1593 0 . 193 0 . 071 19 . 9 C 10 . 0 B R 611 1425 0 .400 0 .429 9 . 1 B NB L 463 1622 0 .287 0 .286 12 . 7 B 4 .2 A T 1366 1739 0 .293 0 . 786 1.4 A SB T 798 1863 0 . 585 0 .429 10 .7 B 10 .6 B R 678 1583 0 . 016 0 .429 7 .4 B Intersection Delay = 7 . 8 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 .492 • HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 10-03-1996 Center For Microcomputers In Transportation Streets : (E-W) Old Post Road (N-S) Route 1 Analyst : JLS File Name: OLDXS1 .HC9 Area Type : Other 10-3-96 SA Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L TRLTR L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 1 1 1 1 Volumes 20 160 120 430 400 10 PHF or PK15 0 . 78 0 . 78 0 . 88 0 . 88 0 . 79 0 . 79 Lane W (ft) 9 . 0 9 . 0 9 . 5 10 . 0 12 . 0 12 . 0 Grade 0 0 0 Heavy Veh 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru Thru * * Right * Right Peds Peds WB Left SB Left Thru Thru * Right Right * Peds Peds NB Right EB Right * i SB Right WB Right Green 5 . OA Green 30 . OP 20 . OA Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 .0 Cycle Length: 70 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 114 1593 0 .228 0 .071 20 . 0 C 10.0 B R 611 1425 0 .336 0 .429 8 . 8 B NB L 463 1622 0 .293 0 .286 12 . 7 B 3 .9 A T 1366 1739 0 .358 0 .786 1.5 A SB T 798 1863 0. 634 0 .429 11.3 B 11.2 B R 678 1583 0 . 019 0 .429 7.4 B Intersection Delay = 7.7 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 .485 -- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-21-1996 Center For Microcomputers In Transportation Streets : (E-W) Milton/Cross Street (N-S) Route 1 Analyst : JLS File Name: CROXA2 .HC9 Area Type : Other 9-16-96 AM Peak Comment : Existing Traffic _ r Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----No. Lanes 1 1 2 > 2 1 1 < Volumes 10 10 370 10 480 350 330 40 PHF or PK15 0 . 82 0 . 82 0 . 74 0 . 94 0 . 94 0 . 95 0 . 95 0 . 95 Lane W (ft) 10 . 0 10 . 0 10 . 0 10 . 0 11. 0 12 . 0 Grade 0 0 0 0 9,5 Heavy Veh 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) Y 10 . 8 s (Y/N) Y 13 . 3 s (Y/N) Y 7 . 8 s (Y/N) Y 7 . 8 Arr Type 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru Thru * Right * Right Peds Peds WB Left SB Left * Thru Thru * * Right Right * * Peds Peds NB Right EB Right SB Right WB Right * Green 7 . OA Green 25 . OP 53 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 116 1652 0 . 104 0 . 070 28 .2 D 28 . 2 D R 103 1478 0 . 116 0 . 070 28 .2 D WB R 1567 2956 0 .361 0 .530 8 . 9 B 8 . 9 B NB LT 791 3164 0 .693 0 .250 23 . 8 C 23 . 8 C SB L 907 1711 0 .406 0 .530 9 .3 B 5 . 1 B TR 1521 1833 0 .256 0 . 830 1 .2 A Intersection Delay = 11 . 9 sec/veh Intersection LOS = B Lost Time/Cycle, L = 15 . 0 sec Critical v/c (x) = 0 .466 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-21-1996 Center For Microcomputers In Transportation Streets : (E-W) Milton/Cross Street (N-S) Route 1 Analyst : JLS File Name : CROXP2 .HC9 Area Type : Other 9-16-96 PM Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- - --- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 2 > 2 1 1 < Volumes 70 50 320 20 390 430 580 60 y PHF or PK15 0 . 75 0 . 75 0 . 86 0 . 85 0 . 85 0 . 94 0 . 94 0 . 94 Lane W (ft) 10 . 0 10 . 0 10 . 0 10 . 0 11 . 0 12 . 0 Grade 0 0 0 0 Heavy Veh 2 2 2 2. 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) Y 10 . 8 s (Y/N) Y 13 . 3 s (Y/N) Y 7 . 8 s (Y/N) Y 7 . 8 Arr Type 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru Thru * Right * Right Peds Peds WB Left SB Left * Thru Thru * * Right Right * * Peds Peds NB Right EB Right I SB Right WB Right * j Green 7 . OA Green 25 . OP 53 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 116 1652 0 . 804 0 . 070 51. 0 E 45 . 6 E R 103 1478 0 . 648 0 . 070 38 .1 D WB R 1567 2956 0 .268 0 .530 8 .3 B 8 .3 B NB LT 651 2605 0 .779 0 .250 26 .7 D 26. 7 D SB L 907 1711 0 .504 0 .530 10 . 1 B 5. 0 A TR 1524 1836 0 .447 0 . 830 1.6 A Intersection Delay = 13 .5 sec/veh Intersection LOS = B Lost Time/Cycle, L = 15 . 0 sec Critical v/c (x) = 0 . 609 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-21-1996 Center For Microcomputers In Transportation Streets : (E-W) Milton/Cross Street (N-S) Route 1 Analyst : JLS File Name : CROXS2 .HC9 Area Type : Other 9-16-96 SA Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- - --- ---- ---- ---- ---- ---- ---- ---- - --- ---- ---- No. Lanes 1 1 2 > 2 1 1 < Volumes 10 10 380 10 460 400 560 20 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 10 . 0 10 . 0 10 . 0 10 . 0 11 . 0 12 . 0 Grade 0 0 0 0 Heavy Veh 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) Y 10 . 8 s (Y/N) Y 13 . 3 s (Y/N) Y 7 . 8 s (Y/N) Y 7 . 8 Arr Type 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop . Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru Thru * Right * Right Peds Peds WB Left SB Left * Thru Thru * * Right Right * * Peds Peds NB Right EB Right SB Right WB Right * Green 7 . OA Green 25 . OP 53 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 116 1652 0 . 095 0 . 070 28 . 1 D 28 . 1 D R 103 1478 0 .106 0 . 070 28 .2 D WB R 1567 2956 0 .304 0 .530 8 . 5 B 8 . 5 B NB LT 738 2950 0 .743 0 .250 25 . 1 D 25 . 1 D SB L 907 1711 0 .490 0 .530 10 . 0 B 5 . 0 A TR 1538 1853 0 .419 0 . 830 1. 5 A Intersection Delay = 11 .2 sec/veh Intersection LOS = B Lost Time/Cycle, L = 15 . 0 sec Critical v/c (x) = 0 .533 a HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-21-1996 Center For Microcomputers In Transportation Streets : (E-W) Purchase Street (N-S) Route 1 Analyst : JLS File Name : PURXA3 .HC9 Area Type : Other 9-30-96 AM Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 2 1 1 2 Volumes 360 380 480 360 PHF or PK15 0 . 96 0 . 88 0 . 88 0 . 93 Lane W (ft) 10 . 0 10 . 0 10 . 0 9 . 0 Grade 0 0 0 Heavy Veh 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left * * Thru Thru * * * Right Right Peds Peds WB Left SB Left Thru Thru * Right Right * Peds Peds NB Right EB Right * SB Right WB Right Green Green 55 . OP 25 . OP 5 . OP Yellow/AR , Yellow/AR 5 . 0 5 . 0 5 . 0 Cycle Length: 100 secs Phase combination order: #5 #6 #7 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB R 1626 2956 0 .261 0 .550 9 . 0 B 9. 0 B _ NB L 1074 1652 0 .402 0 . 650 6 .4 B 3 . 0 A T 1652 1739 0 .330 0 . 950 0 .2 A SB T 838 3353 0 .484 0 .250 24 . 7 C 24 .7 C Intersection Delay = 9 .3 sec/veh Intersection LOS = B Lost Time/Cycle, L = 15 . 0 sec Critical v/c (x) = 0 .450 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-21-1996 Center For Microcomputers In Transportation Streets : (E-W) Purchase Street (N-S) Route 1 Analyst : JLS File Name : PURXP3 .HC9 Area Type : Other 9-30-96 PM Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound 1 L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No . Lanes 2 1 1 2 Volumes 480 320 450 590 PHF or PK15 0 . 60 0 . 96 0 . 96 0 . 79 Lane W (ft) 10 . 0 10 . 0 10 . 0 9 . 0 Grade 0 0 0 Heavy Veh 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left * * Thru Thru * * * Right Right Peds Peds WB Left SB Left Thru Thru * Right Right * Peds Peds NB Right EB Right * SB Right WB Right Green Green 55 . OP 25 . OP 5 . OP Yellow/AR Yellow/AR 5 . 0 5 . 0 5 . 0 Cycle Length: 100 secs Phase combination order: #5 #6 #7 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB R 1626 2956 0 . 556 0 . 550 11.4 B 11.4 B _ NB L 1074 1652 0 .310 0 . 650 5 . 9 B 2.5 A T 1652 1739 0 .284 0 . 950 0 .2 A . SB T 838 3353 0 . 935 0 .250 40 . 6 E 40 . 6 E Intersection Delay = 17. 7 sec/veh Intersection LOS = C Lost Time/Cycle, L = 15 . 0 sec Critical v/c (x) = 0 . 512 r HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-21-1996 Center For Microcomputers In Transportation Streets : (E-W) Purchase Street (N-S) Route 1 Analyst : JLS File Name : PURXS3 .HC9 Area Type : Other 9-16-96 SA Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 2 1 1 2 Volumes 400 330 520 580 0 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 10 . 0 10 . 0 10 . 0 9 . 0 Grade 0 0 0 Heavy Veh 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left * * Thru Thru * * * Right Right Peds Peds WB Left SB Left Thru Thru * Right Right * Peds Peds NB Right EB Right * SB Right WB Right Green Green 55 . OP 25 . OP 5 . OP Yellow/AR Yellow/AR 5 . 0 5 . 0 5 . 0 Cycle Length: 100 secs Phase combination order: #5 #6 #7 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB R 1626 2956 0 .309 0 .550 9 .3 B 9 .3 B . NB L 1074 1652 0 .342 0 . 650 6 .1 B 2 .5 A T 1652 1739 0 . 350 0 . 950 0 .2 A SB T 838 3353 0 . 806 0 .250 30. 9 D 30.9 D Intersection Delay = 13 . 1 sec/veh Intersection LOS = B Lost Time/Cycle, L = 15 . 0 sec Critical v/c (x) = 0 .499 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 09-20-1996 Center For Microcomputers In Transportation Streets : (E-W) Peck Avenue (N-S) Route 1 Analyst : JLS File Name : PECXAl .HC9 Area Type : Other 9-11-96 AM Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L TRLT R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 2 < 1 2 Volumes 180 220 570 150 260 530 PHF or PK15 0 . 80 0 . 80 0 . 77 0 . 77 0 . 86 0 . 86 Lane W (ft) 11 . 0 12 . 0 12 . 0 11 . 0 12 . 0 Grade 0 0 0 Heavy Veh 2 2 3 3 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru * Right Right * Peds Peds WB Left * SB Left * * Thru Thru * * Right * Right Peds Peds NB Right EB Right SB Right WB Right * Green 10 . OP Green 40 . OP 10 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 75 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS WB L 228 1711 0 .986 0 .133 66 .7 F 38 .8 D R 528 1583 0 .521 0 .333 16 .1 C NB TR 1906 3574 0 .515 0 .533 8 .8 B 8.8 B SB L 438 1711 0 .689 0 .400 19 . 0 C 7.7 B T 2732 3725 0 .237 0 .733 2 .5 A Intersection Delay = 14 .5 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 .0 sec Critical v/c (x) = 0 . 906 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 09-20-1996 Center For Microcomputers In Transportation Streets: (E-W) Peck Avenue (N-S) Route 1 Analyst : JLS File Name : PECXPl.HC9 Area Type : Other 9-12-96 PM Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 2 < 1 2 Volumes 110 130 490 160 170 530 PHF or PK15 0 . 86 0 . 86 0 . 91 0 . 91 0 . 89 0 . 89 Lane W (ft) 11. 0 12 . 0 12 . 0 11. 0 12 . 0 Grade 0 0 0 Heavy Veh 2 2 3 3 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru * Right Right * Peds Peds WB Left * SB Left * * Thru Thru * * Right * Right Peds Peds NB Right EB Right SB Right WB Right * Green 10 . OA Green 40 . OP 10 . OA Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 75 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS WB L 228 1711 0.561 0 .133 22 . 0 C 16.6 C R 528 1583 0 .286 0 .333 12. 0 B NB TR 1895 3553 0 .396 0 .533 6 .8 B 6 . 8 B SB L 504 1711 0 .379 0.400 6 .0 B 3 .0 A T 2732 3725 0.229 0.733 2.1 A Intersection Delay = 6 .6 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 .0 sec Critical v/c (x) = 0 .727 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 09-20-1996 Center For Microcomputers In Transportation Streets : (E-W) Peck Avenue (N-S) Route 1 Analyst : JLS File Name : PECXS1 .HC9 Area Type: Other 9-11-96 SA Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 2 < 1 2 Volumes 100 170 480 110 340 530 PHF or PK15 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 0 .92 Lane W (ft) 11 . 0 12 . 0 12 . 0 11 . 0 12 . 0 Grade 0 0 0 Heavy Veh 2 2 3 3 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru * Right Right * Peds Peds WB Left * SB Left * * Thru Thru * * Right * Right Peds Peds NB Right EB Right SB Right WB Right * Green 10 . OP Green 40 . OP 10 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 75 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS WB L 228 1711 0 .478 0 .133 24 . 1 C 18 .1 C R 528 1583 0.351 0.333 14 .5 B NB TR 1913 3586 0.352 0 .533 7 .7 B 7.7 B SB L 542 1711 0 .683 0 .400 13 .7 B 6 .7 B T 2732 3725 0 .221 0.733 2.4 A Intersection Delay = 8.8 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 .803 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 09-30-1996 Center For Microcomputers In Transportation Streets : (E-W) I287/I95 Ramps (N-S) Route 1 Analyst : JLS File Name: 287EXA2 .HC9 Area Type: Other 9-10-96 AM Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 1 1 2 1 1 Volumes 480 570 320 310 300 I PHF or PK15 0 . 92 0 . 92 0 . 88 0 . 78 0 .78 Lane W (ft) 12 . 0 16 . 0 12 . 0 11. 0 13 . 0 Grade 0 0 0 Heavy Veh 2 2 3 3 3 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 j Con. Peds 0 0 0 0 1 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left Thru Thru * Right * Right Peds Peds WB Left SB Left * * Thru Thru * * Right Right Peds Peds NB Right EB Right SB Right WB Right Green 40 . OA Green 10 . OA 35 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 708 1770 0 .737 0 .400 19.3 C 22.6 C R 718 1794 0 .864 0.400 25 .3 D NB T 1291 3689 0 .296 0.350 15 .3 C 15.3 C SB L 416 1694 0. 954 0.250 37.3 D 24.0 C T 953 1906 0.404 0 .500 10 .3 B Intersection Delay = 21.8 sec/veh Intersection LOS = C Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 906 kw.- -- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 09-20-1996 Center For Microcomputers In Transportation Streets : (E-W) I287/I95 Ramps (N-S) Route 1 Analyst : JLS File Name: 287EXPl .HC9 Area Type: Other 9-12-96 PM Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 1 1 2 1 1 Volumes 450 410 460 380 570 PHF or PK15 0 . 96 0 . 96 0 . 97 0 . 83 0 .83 Lane W (ft) 16 . 0 12 . 0 12 . 0 11. 0 13 . 0 Grade 0 0 0 Heavy Veh 1 1 2 1 1 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left Thru Thru * Right * Right Peds Peds WB Left SB Left * * Thru Thru * * Right Right Peds Peds NB Right EB Right SB Right WB Right Green 40 . OA Green 20 . OA 30 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 105 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 771 2025 0 .608 0 .381 17.9 C 19 . 0 C _ R 609 1599 0 .701 0 .381 20 .2 C NB T 1064 3725 0 .468 0 .286 20 .2 C 20 .2 C 1 SB L 462 1728 0. 991 0 .429 44 .1 E 25.5 D 1 T 1018 1944 0. 675 0 .524 13 .1 B Intersection Delay = 22 .2 sec/veh Intersection LOS = C Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 863 1 iir.. HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 09-30-1996 Center For Microcomputers In Transportation Streets : (E-W) I287/I95 Ramps (N-S) Route 1 Analyst : JLS File Name : 287EXS1 .HC9 Area Type : Other 9-10-96 SA Peak Comment : Existing Traffic 1 1 Eastbound Westbound Northbound Southbound L T RLTRL T R L T R No. Lanes 1 1 2 1 1 Volumes 370 210 560 320 520 PHF or PK15 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 Lane W (ft) 12 . 0 16 . 0 12 . 0 11 . 0 13 . 0 • Grade 0 0 0 Heavy Veh 1 1 1 1 1 Parking (Y/N) N (Y/N) N (Y/N) N • Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot. Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left Thru Thru * Right * Right Peds Peds WB Left SB Left * * Thru Thru * * Right Right Peds Peds NB Right EB Right SB Right WB Right Green 25 . OA Green 10 . OA 50 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 .0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 447 1787 0.900 0 .250 38 .2 D 32.2 D R 453 1812 0.503 0 .250 21.6 C NB T 1881 3762 0 .340 0 .500 9. 8 B 9 .8 B SB L 371 1728 0 .938 0.250 29.2 D 14.7 B T 1264 1944 0 .447 0.650 5 . 8 B Intersection Delay = 18 .3 sec/veh Intersection LOS = C Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 900 r HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-12-1996 Center For Microcomputers In Transportation Streets : (E-W) Grace Church/Purdy (N-S) Route 1 Analyst : JLS File Name : GRAXA2 .HC9 Area Type : CBD 10-23-96 AM Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- -- -- ---- ---- No. Lanes 1 1 < > 1 1 > 1 < > 1 1 Volumes 160 160 50 30 80 10 80 190 1 20 180 150 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 91 0 . 91 0 . 91 0 . 85 0 . 85 0 . 85 0 . 94 0 . 94 0 . 94 Lane W (ft) 12 . 0 10 . 0 10 . 0 8 . 0 16 . 0 10 . 0 10 . 0 Grade 0 0 0 0 % Heavy Veh 6 6 6 9 9 9 3 3 3 6 6 6 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 79 12 45 22 Ped Button (Y/N) Y 8 . 5 s (Y/N) Y 11. 8 s (Y/N) Y 10 . 0 s (Y/N) Y 10 . 8 Arr Type 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * * NB Left * Thru * * Thru * Right * * Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 15 . OA 15 . OA Green 25 . OA Yellow/AR 5 . 0 5 . 0 Yellow/AR 5 . 0 Cycle Length: 70 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 635 1533 0 .280 0 . 500 6 .5 B 6.7 B TR 726 1452 0 .322 0 .500 6 . 8 B WB LT 237 1107 0 .510 0 .214 17.2 C 16 . 9 C R 248 1156 0 . 044 0 .214 14 . 1 B NB LTR 443 1241 0 . 720 0 .357 16 .4 C 16 .4 C SB LT 474 1326 0 .448 0 .357 11. 6 B 11.3 B R 457 1280 0 .350 0 .357 10 . 9 B Intersection Delay = 11 . 7 sec/veh Intersection LOS = B Lost Time/Cycle, L = 15 . 0 sec Critical v/c (x) = 0 . 614 T HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 10-23-1996 Center For Microcomputers In Transportation Streets : (E-W) Grace Church/Purdy (N-S) Route 1 Analyst : JLS File Name : GRAXP2 .HC9 Area Type : CBD 10-23-96 PM Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 < > 1 1 > 1 < > 1 1 Volumes 260 90 60 40 180 10 80 210 10 30 200 290 PHF or PK15 0 . 93 0 . 93 0 . 93 0 . 84 0 . 84 0 . 84 0 .88 0 . 88 0 . 88 0 . 84 0 .84 0 . 84 Lane W (ft) 10 . 0 10 . 0 10 . 0 8 . 0 16 . 0 10 . 0 10 . 0 Grade 0 0 0 0 Heavy Veh 1 1 1 1 1 1 1 1 1 1 1 1 Parking (Y/N) N (Y/N) N (Y/N) Y 20 (Y/N) N Bus Stops 0 0 0 0 Con. Peds 14 10 45 102 Ped Button (Y/N) Y 10 .5 s (Y/N) Y 13 . 8 s (Y/N) Y 10 . 0 s (Y/N) Y 10 .3 Arr Type 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot. Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * * NB Left * Thru * * Thru * Right * * Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right * WB Right Green 15 . OA 15 . OP Green 25 . OA � Yellow/AR 5 . 0 5 . 0 Yellow/AR 5 . 0 Cycle Length: 70 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 535 1501 0 .523 0 .571 11. 6 B 9.7 B TR 742 1485 0.218 0.500 6.4 B WB LT 292 1363 0.897 0.214 37. 0 D 36. 0 D R 267 1247 0.045 0 .214 14 .1 B NB LTR 310 868 1.100 0.357 89. 6 F 89.6 F SB LT 450 1259 0 .609 0.357 13 . 7 B 8 .3 B R 863 1343 0 .400 0 .643 4 .1 A Intersection Delay = 29.7 sec/veh Intersection LOS = D Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 844 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-12-1996 Center For Microcomputers In Transportation Streets : (E-W) Grace Church/Purdy (N-S) Route 1 Analyst : JLS File Name : GRAXS2 .HC9 Area Type : CBD 10-23-96 SA Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- - --- -- -- ---- ---- --- - ---- ---- No. Lanes 1 1 < > 1 1 > 1 < > 1 1 Volumes 280 160 70 20 70 30 70 190 1 60 190 300 PHF or PK15 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 Lane W (ft) 12 . 0 10 . 0 10 . 0 8 . 0 16 . 0 10 . 0 10 . 0 Grade 0 0 0 0 95 Heavy Veh 1 1 1 1 1 1 1 1 1 1 1 1 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 14 10 45 102 Ped Button (Y/N) Y 8 . 5 s (Y/N) Y 11 . 8 s (Y/N) Y 10 . 0 s (Y/N) Y 10 . 8 Arr Type 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * * NB Left * Thru * * Thru * Right * * Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 15 . OA 15 . OA Green 25 . OA Yellow/AR 5 . 0 5 . 0 Yellow/AR 5 . 0 Cycle Length: 70 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 686 1608 0 .443 0 . 500 7.3 B 7 .1 B TR 754 1508 0 .332 0 .500 6 . 9 B WB LT 270 1259 0 . 363 0 .214 15 . 5 C 15.2 C R 267 1247 0 . 123 0 .214 14 . 3 B NB LTR 420 1176 0 . 676 0 . 357 15 .3 C 15 .3 C • SB LT 372 1043 0 . 730 0 . 357 17.5 C 16 .2 C R 480 1343 0 . 680 0 . 357 15 . 0 B Intersection Delay = 12 . 7 sec/veh Intersection LOS = B Lost Time/Cycle, L = 15 . 0 sec Critical v/c (x) = 0 . 672 L T HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 10-02-1996 Center For Microcomputers In Transportation Streets : (E-W) Westchester Avenue (N-S) Route 1 Analyst : JLS File Name : WESXA2 .HC9 Area Type : CBD 10-2-96 AM Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 1 1 < 1 1 < 1 < > 1 1 Volumes 110 200 120 20 140 30 320 30 10 200 100 PHF or PK15 0 . 91 0 . 91 0 . 91 0 . 96 0 .96 0 . 96 0 . 89 0 . 89 0 . 85 0 . 85 0 . 85 ' , Lane W (ft) 10 . 0 10 . 0 10 . 0 10 . 0 11 . 0 10 . 0 13 . 0 Grade 0 0 0 0 9,5 Heavy Veh 3 3 3 8 8 8 3 3 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) Y 20 (Y/N) N Bus Stops 0 0 0 0 Con. Peds 86 161 18 85 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * * Right * Right * * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 25 . OA Green 5 . OP 45 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 90 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 230 829 0 .525 0 .278 19 .5 C 29.0 D TR 406 1462 0.867 0 .278 32.3 D WB L 80 285 0.262 0 .278 16 .8 C 17.7 C TR 400 1439 0.443 0 .278 17.8 C NB TR 697 1140 0.566 0 .611 7.5 B 7.5 B SB LT 733 1466 0 .337 0 .500 8 .8 B 8.5 B R 736 1472 0 .160 0 .500 7.9 B Intersection Delay = 16 .3 sec/veh Intersection LOS = C Lost Time/Cycle, L = 10 .0 sec Critical v/c (x) = 0 . 660 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 10-02-1996 Center For Microcomputers In Transportation Streets: (E-W) Westchester Avenue (N-S) Route 1 Analyst : JLS File Name : WESXP2 .HC9 Area Type : CBD 10-2-96 PM Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 1 1 < 1 1 < 1 < > 1 1 Volumes 140 160 170 40 210 30 450 30 20 360 150 PHF or PK15 0 . 94 0 . 94 0 . 94 0 . 89 0 . 89 0 . 89 0 . 80 0 . 80 0 . 91 0 . 91 0 . 91 Lane W (ft) 10 . 0 10 . 0 10 . 0 10 . 0 11 . 0 10 . 0 13 . 0 Grade 0 0 0 0 Heavy Veh 1 1 1 1 1 1 1 1 1 1 1 Parking (Y/N) N (Y/N) N (Y/N) Y 20 (Y/N) N Bus Stops 0 0 0 0 Con. Peds 137 128 67 157 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 1 Prop. Share Prop. Prot. Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left Thru * Thru * * Right * Right * * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 25 . OA Green 5 . OP 45 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 90 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 140 504 1.064 0 .278 * * * * TR 405 1458 0 .867 0 .278 32.3 D WB L 85 307 0 .528 0 .278 22 .4 C 20 . 7 C TR 431 1550 0.627 0 .278 20.4 C NB TR 712 1165 0 .841 0 . 611 15.3 C 15 .3 C SB LT 638 1277 0.655 0.500 12 .5 B 11.3 B R 744 1487 0 .222 0 .500 8 .2 B Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one. Calculation of Dl is infeasable. HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 10-02-1996 Center For Microcomputers In Transportation Streets : (E-W) Westchester Avenue (N-S) Route 1 Analyst : JLS File Name : WESXS2 .HC9 Area Type : CBD 10-2-96 SA Peak Comment : Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 < 1 1 < 1 < > 1 1 Volumes 140 130 190 80 180 40 460 50 30 300 110 PHF or PK15 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 0 .92 0 . 92 Lane W (ft) 10 . 0 10 . 0 10 . 0 10 . 0 11 . 0 10 . 0 13 . 0 Grade 0 0 0 0 Heavy Veh 1 1 1 1 1 1 1 1 1 1 1 Parking (Y/N) N (Y/N) N (Y/N) Y 20 (Y/N) N Bus Stops 0 0 0 0 Con. Peds 137 128 66 157 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot. Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * * Right * Right * * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 25 . OA Green 5 . OP 45 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 90 secs . Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 168 606 0 .903 0 .278 50. 1 E 38.1 D TR 400 1439 0.871 0 .278 32.8 D WB L 87 313 1.001 0.278 95 .4 F 39.6 D TR 427 1538 0 .559 0 .278 19.2 C NB TR 707 1157 0 .784 0 .611 12.4 B 12.4 B SB LT 566 1133 0.634 0 .500 12.3 B 11.2 B R 744 1487 0.161 0 .500 7. 9 B Intersection Delay = 23 .8 sec/veh Intersection LOS = C Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 .851 . HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4c 10-23-1996 Center For Microcomputers In Transportation . Streets : (E-W) Mill Street (N-S) Route 1 Analyst : JLS File Name : MILXAl .HC9 Area Type: CBD 10-23-96 AM Peak Comment : 1996 Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes > < 1 1 > 1 Volumes 110 160 320 120 200 240 PHF or PK15 0 . 94 0 . 94 0 . 82 0 . 82 0 . 91 0 . 91 Lane W (ft) 17 . 0 11 . 0 11. 0 13 . 0 Grade 0 0 0 Heavy Veh 2 2 4 4 3 3 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) Y 8 .4 s (Y/N) Y 4 . 0 s (Y/N) Y 4 . 0 Arr Type 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru * Right Right * Peds Peds WB Left * SB Left * Thru Thru * Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 25 . OA Green 55 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 Cycle Length: 90 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS WB LR 437 1572 0 .657 0 .278 21.1 C 21.1 C NB T 971 1589 0 .402 0 .611 6 . 0 B 5 .7 B R 826 1351 0 .177 0 .611 4 .9 A SB LT 476 779 1. 017 0 .611 47. 5 E 47.5 E Intersection Delay = 24 .5 sec/veh Intersection LOS = C Lost Time/Cycle, L = 8.0 sec Critical v/c (x) = 0 . 882 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 09-20-1996 Center For Microcomputers In Transportation Streets : (E-W) Mill Street (N-S) Route 1 Analyst : JLS File Name : MILXPl .HC9 Area Type : CBD 9-6-96 PM Peak Comment : 1996 Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes > < 1 1 > 1 Volumes 170 200 270 130 180 390 PHF or PK15 0 . 84 0 . 84 0 . 88 0 . 88 0 . 87 0 . 87 Lane W (ft) 17 . 0 11 . 0 11. 0 13 . 0 Grade 0 0 0 Heavy Veh 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) Y 8 .4 s (Y/N) Y 4 . 0 s (Y/N) Y 4 . 0 Arr Type 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru * Right Right * Peds Peds WB Left * SB Left * Thru Thru * Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 25 . OA Green 55 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 Cycle Length: 90 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS WB LR 439 1581 1.002 0 .278 54 .5 E 54 .5 E _ NB T 991 1621 0 .310 0 .611 5 .5 B 5 .3 B R 842 1378 0.176 0 .611 4 .9 A SB LT 662 1083 0.990 0 .611 35.6 D 35 .6 D Intersection Delay = 32.1 sec/veh Intersection LOS = D Lost Time/Cycle, L = . 8 .0 sec Critical v/c (x) = 0. 969 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 09-20-1996 Center For Microcomputers In Transportation Streets : (E-W) Mill Street (N-S) Route 1 Analyst : JLS File Name : MILXS1 .HC9 Area Type : CBD 9-6-96 Sa Peak Comment : 1996 Existing Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > < 1 1 > 1 Volumes 150 180 250 80 150 330 PHF or PK15 0 . 95 0 . 95 0 . 83 0 . 83 0 . 92 0 . 92 Lane W (ft) 17 . 0 11 . 0 11. 0 13 . 0 Grade 0 0 0 % Heavy Veh 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) Y 8 .4 s (Y/N) Y 4 . 0 s (Y/N) Y 4 . 0 Arr Type 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot. Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru * Right Right * Peds Peds WB Left * SB Left * Thru Thru * Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 25 . OA Green 55 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 Cycle Length: 90 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS WB LR 439 1580 0.791 0 .278 25 . 9 D 25.9 D NB T 991 1621 0.304 0 . 611 5 .5 B 5.3 B R 842 1378 0.114 0 .611 4 .7 A SB LT 672 1100 0.777 0 .611 12 .3 B 12.3 B Intersection Delay = 13 .9 sec/veh Intersection LOS = B Lost Time/Cycle, L = 8 .0 sec Critical v/c (x) = 0 .762 r � HCS : Unsignalized Intersections Release 2 . 1c HRPSBXA4 .HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets :, (N-S) Route 1 (E-W) Hutchinson R. Pkway Major Street DirectionNS Length of Time Analyzed60 (min) Analyst JLS Date of Analysis 11/5/96 Other Information Existing Traffic - A.M. Peak Hour Two-way Stop-controlled Intersection Northbound Southbound Eastbound Westbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0 2 < 0 1 2 0 0 0 1 0 > 0 < 0 Stop/Yield N N Volumes 870 0 0 740 540 10 40 PHF 1 1 1 1 1 1 1 Grade 0 0 0 0 MC' s (9) SU/RV' s (%) CV's (%) PCE' s 1.10 1. 10 1. 10 1.10 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5 .50 2 .10 Right Turn Minor Road 5 . 50 2 . 60 Through Traffic Minor Road 6 .50 3 .30 Left Turn Minor Road 7 . 00 3 .40 HCS: Unsignalized Intersections Release 2 . 1c HRPSBXA4 .HCO Page 2 Worksheet for TWSC Intersection Step 1 : RT from Minor Street WB EB Conflicting Flows : (vph) 435 370 Potential Capacity: (pcph) 834 899 Movement Capacity: (pcph) 834 899 Prob. of Queue-Free State : 0 . 95 0 .34 Step 2 : LT from Major Street SB NB Conflicting Flows : (vph) 870 Potential Capacity: (pcph) 585 Movement Capacity: (pcph) 585 Prob. of Queue-Free State: 1. 00 Step 4 : LT from Minor Street WB EB Conflicting Flows : (vph) 1610 Potential Capacity: (pcph) 99 Major LT, Minor TH Impedance Factor: 1. 00 Adjusted Impedance Factor: 1. 00 Capacity Adjustment Factor due to Impeding Movements 0 .34 Movement Capacity: (pcph) 34 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh) 11. 7 EB R 594 899 11 . 7 5 . 9 C WB L 11 34 > 146 39 .4 1.9 E 39 .4 WB R 44 834 > SB L 0 585 6 .2 0 . 0 B 0 . 0 Intersection Delay = 3 .8 sec/veh HCS : Unsignalized Intersections Release 2 .1c HRPSBXP4 .HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets : (N-S) Route 1 (E-W) Hutchinson R. Pkway Major Street DirectionNS Length of Time Analyzed60 (min) Analyst _ JLS Date of Analysis 11/5/96 Other Information Existing Traffic - P.M. Peak Hour Two-way Stop-controlled Intersection Northbound Southbound Eastbound Westbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0 2 < 0 1 2 0 0 0 1 0 > 0 < 0 Stop/Yield N N Volumes 1200 0 70 1200 170 20 60 PHF 1 1 1 1 1 1 1 Grade 0 0 0 0 MC' s (%) SU/RV' s (a) CV' s (%) PCE' s 1.10 1. 10 1. 10 1 . 10 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5 .50 2 .10 Right Turn Minor Road 5 .50 2 . 60 Through Traffic Minor Road 6 .50 3 .30 Left Turn Minor Road 7. 00 3 .40 r HCS: Unsignalized Intersections Release 2 . 1c HRPSBXP4 .HCO Page 2 Worksheet for TWSC Intersection Step 1 : RT from Minor Street WB EB Conflicting Flows : (vph) 600 600 Potential Capacity: (pcph) 688 688 Movement Capacity: (pcph) 688 688 Prob. of Queue-Free State: 0 . 90 0 . 73 Step 2 : LT from Major Street SB NB Conflicting Flows : (vph) 1200 Potential Capacity: (pcph) 389 Movement Capacity: (pcph) 389 Prob. of Queue-Free State: 0 . 80 Step 4 : LT from Minor Street WB EB Conflicting Flows : (vph) 2470 Potential Capacity: (pcph) 28 Major LT, Minor TH Impedance Factor: 0 . 80 Adjusted Impedance Factor: 0 .80 Capacity Adjustment p y � t Factor due to Impeding Movements 0 .58 Movement Capacity: (pcph) 16 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh) 7 .2 EB R 187 688 7.2 1.3 B WB L 22 16 > 60 * 18 .3 F WB R 66 688 > SB L 77 389 11.5 0 . 8 C 0 . 6 Intersection Delay = 31. 9 sec/veh * The calculated value was greater than 999 . 9 . HCS: Unsignalized Intersections Release 2 . 1c HRPSBXS4 .HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets : (N-S) Route 1 (E-W) Hutchinson R. Pkway Major Street DirectionNS Length of Time Analyzed60 (min) Analyst JLS Date of Analysis 11/5/96 Other Information Existing Traffic - Saturday Peak Hour Two-way Stop-controlled Intersection Northbound Southbound Eastbound Westbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0 2 < 0 1 2 0 0 0 1 0 > 0 < 0 Stop/Yield N N Volumes 1070 0 60 570 290 20 50 PHF 1 1 1 1 1 1 1 Grade 0 0 0 0 MC' s (%) SU/RV' s (%) CV's (%) PCE' s 1.10 1.10 1.10 1 . 10 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5 .50 2.10 Right Turn Minor Road 5 .50 2 . 60 Through Traffic Minor Road 6 .50 3 .30 Left Turn Minor Road 7 . 00 3 .40 HCS: Unsignalized Intersections Release 2 . 1c HRPSBXS4 .HCO Page 2 Worksheet for TWSC Intersection Step 1 : RT from Minor Street WB EB Conflicting Flows : (vph) 535 285 Potential Capacity: (pcph) 742 993 Movement Capacity: (pcph) 742 993 Prob. of Queue-Free State: 0 . 93 0 . 68 Step 2 : LT from Major Street SB NB Conflicting Flows : (vph) 1070 Potential Capacity: (pcph) 457 Movement Capacity: (pcph) 457 Prob. of Queue-Free State: 0 . 86 Step 4 : LT from Minor Street WB EB Conflicting Flows : (vph) 1700 Potential Capacity: (pcph) 87 Major LT, Minor TH Impedance Factor: 0 .86 Adjusted Impedance Factor: 0 .86 Capacity Adjustment Factor due to Impeding Movements 0 .58 Movement Capacity: (pcph) 51 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh) 5 .3 EB R 319 993 5 .3 1. 6 B WB L 22 51 > 152 47.4 2 . 9 F 47.4 WB R 55 742 > SB L 66 457 9 .2 0.5 B 0 .9 Intersection Delay = 2 .6 sec/veh HCS : Unsignalized Intersections Release 2 . 1c HORXAI .HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets : (N-S) Route 1 (E-W) Hornidge Road Major Street DirectionNS Length of Time Analyzed60 (min) Analyst JLS Date of Analysis 10/11/96 Other Information Existing Traffic - A.M. Peak Hour Two-way Stop-controlled Intersection Northbound Southbound Eastbound Westbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0 > 2 0 0 2 < 0 0 > 0 < 0 0 0 0 Stop/Yield N N Volumes 310 510 370 50 30 220 PHF 1 1 1 1 1 1 Grade 0 0 0 MC' s (%) SU/RV' s (%) CV' s (o) PCE' s 1 . 10 1.10 1 . 10 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5 . 50 2 . 10 Right Turn Minor Road 5 . 50 2 . 60 Through Traffic Minor Road 6 . 50 3 . 30 Left Turn Minor Road 7 . 00 3 .40 HCS: Unsignalized Intersections Release 2 . 1c HORXAl .HCO Page 2 Worksheet for TWSC Intersection Step 1 : RT from Minor Street WB EB Conflicting Flows : (vph) 210 Potential Capacity: (pcph) 1084 Movement Capacity: (pcph) 1084 Prob. of Queue-Free State : 0 . 78 Step 2 : LT from Major Street SB NB Conflicting Flows : (vph) 420 Potential Capacity: (pcph) 1020 Movement Capacity: (pcph) 1020 Prob. of Queue-Free State : 0 . 67 TH Saturation Flow Rate: (pcphpl) 3400 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue-Free State: 0 . 61 Step 4 : LT from Minor Street WB EB Conflicting Flows : (vph) 1215 Potential Capacity: (pcph) 177 Major LT, Minor TH Impedance Factor: 0 . 61 Adjusted Impedance Factor: 0 . 61 Capacity Adjustment Factor due to Impeding Movements 0 . 61 Movement Capacity: (pcph) 107 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh) EB L 33 107 > 517 14 . 8 3 . 6 C 14 . 8 EB R 242 1084 > NB L 341 1020 5 .3 1.7 B 2 . 0 Intersection Delay = 3 . 6 sec/veh V HCS : Unsignalized Intersections Release 2 .1c HORXPI.HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets : (N-S) Route 1 (E-W) Hornidge Road Major Street DirectionNS Length of Time Analyzed60 (min) Analyst JLS Date of Analysis 10/11/96 Other Information Existing Traffic - P.M Peak Hour Two-way Stop-controlled Intersection Northbound Southbound Eastbound Westbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0 > 2 0 0 2 < 0 0 > 0 < 0 0 0 0 Stop/Yield N N Volumes 80 490 670 10 10 70 PHF 1 1 1 1 1 1 Grade 0 0 0 MC' s (%) SU/RV' s (.%) CV' s (o) PCE' s 1.10 1.10 1. 10 ' Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5 .50 2 .10 Right Turn Minor Road 5 .50 2 . 60 Through Traffic Minor Road 6 . 50 3 .30 Left Turn Minor Road 7. 00 3 .40 HCS: Unsignalized Intersections Release 2 . 1c HORXPI .HCO Page 2 Worksheet for TWSC Intersection Step 1 : RT from Minor Street WB EB Conflicting Flows : (vph) 340 Potential Capacity: (pcph) 931 Movement Capacity: (pcph) 931 Prob. of Queue-Free State: 0 . 92 Step 2 : LT from Major Street SB NB Conflicting Flows: (vph) 680 Potential Capacity: (pcph) 740 Movement Capacity: (pcph) 740 Prob. of Queue-Free State: 0 . 88 TH Saturation Flow Rate: (pcphpl) 3400 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue-Free State: 0 . 86 Step 4 : LT from Minor Street WB EB Conflicting Flows : (vph) 1245 Potential Capacity: (pcph) 169 Major LT, Minor TH Impedance Factor: 0 . 86 Adjusted Impedance Factor: 0 . 86 Capacity Adjustment Factor due to Impeding Movements 0 . 86 Movement Capacity: (pcph) 146 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh) EB L 11 146 > 557 7.7 0 .6 B 7.7 EB R 77 931 > NB L 88 740 5.5 0 .4 B 0 .8 Intersection Delay = 0.8 sec/veh HCS: Unsignalized Intersections Release 2 .1c HORXS1.HCO Page 1 Center For Microcomputers In Transportation • University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets : (N-S) Routa 1 (E-W) Hornidge Road Major Street DirectionNS Length of Time Analyzed60 (min) Analyst JLS Date of Analysis 10/11/96 Other Information Existing Traffic - Saturday Peak Hour Two-way Stop-controlled Intersection Northbound Southbound Eastbound Westbound L T R L T R L T R L T R No. Lanes 0 > 2 0 0 2 < 0 0 > 0 < 0 0 0 0 Stop/Yield N N Volumes 60 500 480 20 10 80 PHF 1 1 1 1 1 1 Grade 0 0 0 MC' s (%) SU/RV' s (%) CV' s (%) PCE' s 1.10 1.10 1 .10 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5 .50 2.10 Right Turn Minor Road 5 .50 2 .60 Through Traffic Minor Road 6 .50 3 .30 Left Turn Minor Road 7 . 00 3 .40 kr- 1 HCS: Unsignalized Intersections Release 2 .1c HORXS1 .HCO Page 2 Worksheet for TWSC Intersection 1 Step 1 : RT from Minor Street WB EB Conflicting Flows : (vph) 250 Potential Capacity: (pcph) 1034 i Movement Capacity: (pcph) 1034 Prob. of Queue-Free State: 0 . 91 Step 2 : LT from Major Street SB NB Conflicting Flows : (vph) 500 Potential Capacity: (pcph) 924 Movement Capacity: (pcph) 924 Prob. of Queue-Free State: 0 . 93 TH Saturation Flow Rate: (pcphpl) 3400 RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue-Free State: 0 . 92 Step 4 : LT from Minor Street WB EB Conflicting Flows: (vph) 1050 Potential Capacity: (pcph) 226 Major LT, Minor TH Impedance Factor: 0 .92 Adjusted Impedance Factor: 0 . 92 Capacity Adjustment Factor due to Impeding Movements 0 . 92 Movement Capacity: (pcph) 207 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh) EB L 11 207 > 716 5.8 0 .5 B 5 . 8 EB R 88 1034 > NB L 66 924 4 .2 0 .1 A 0.4 Intersection Delay = 0 .7 sec/veh kw U. S. Route 1 Corridor Development Study PIN 8473.08, D008560 Westchester County Capacity Analyses Future Year Null March, 1997 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-05-1996 Center For Microcomputers In Transportation Streets: (E-W) Hutchinson Pkwy Nor (N-S) Route 1 Analyst : JLS File Name : HRPNNAI .HC9 Area Type : Other 11-5-96 AM Peak Comment : Future 2011 Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- --- - -- -- ---- - --- No. Lanes 2 1 2 2 Volumes 560 300 590 400 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 Grade 0 0 0 Heavy Veh 0 0 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 4 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 4 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left * * Thru Thru * * Right Right Peds Peds WB Left * SB Left Thru Thru * Right Right * Peds Peds NB Right EB Right SB Right WB Right Green 20 . OP Green 10 . OP 50 . OP Yellow/AR 5 . 0 Yellow/AR 0 . 0 5 . 0 Cycle Length: 90 secs Phase combination order: #1 #5 #6 Intersection. Performance Summary Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS WB L 802 3610 0 . 799 0 .222 29 .2 D 29 .2 D NB L 471 1805 0 .707 0 . 167 9 . 2 B 4 .2 A T 2483 3725 0 .277 0 . 667 1 . 8 A SB T 2053 3696 0 .227 0 .556 7. 7 B 7 .7 B Intersection Delay = 12 . 5 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 695 r HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-05-1996 Center For Microcomputers In Transportation Streets : (E-W) Hutchinson Pkwy Nor (N-S) Route 1 Analyst : JLS File Name : HRPNNP1 .HC9 Area Type : Other 11-5-96 PM Peak Comment : Future 2011 Traffic - Null Condition r_ Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 2 1 2 2 Volumes 760 400 510 950 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 Grade 0 0 0 Heavy Veh 0 0 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 4 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 4 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot. Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left * * Thru Thru * * Right Right Peds Peds WB Left * SB Left Thru Thru * Right Right * Peds Peds NB Right EB Right SB Right WB Right Green 20 . 0P Green 10 . OP 50 . OP Yellow/AR 5 . 0 Yellow/AR 0 . 0 5 . 0 Cycle Length: 90 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS WE L 802 3610 1. 083 0 .222 77 . 8 F 77. 8 F NB L 196 1805 2 .265 0 .167 * * * * T 2483 3725 0 .240 0 .667 1 . 7 A SB T 2053 3696 0 .540 0 .556 9 . 9 B 9 . 9 B Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one. Calculation of D1 is infeasable. HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-05-1996 Center For Microcomputers In Transportation Streets : (E-W) Hutchinson Pkwy Nor (N-S) Route 1 Analyst : JLS File Name : HRPNNS1 .HC9 Area Type : Other 11-5-96 SA Peak Comment : Future 2011 Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- - - -- ---- ---- No. Lanes 2 1 2 2 Volumes 360 410 570 460 , PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 12 . 0 12 . 0 12 . 0 12 . 0 Grade 0 0 0 96 Heavy Veh 0 0 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 4 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 4 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . I Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left * * Thru Thru * * Right Right Peds Peds WB Left * SB Left Thru Thru * Right Right * Peds Peds NB Right EB Right SB Right WB Right Green 20 . OP Green 10 . OP 50 . OP Yellow/AR 5 . 0 Yellow/AR 0 . 0 5 . 0 Cycle Length: 90 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS WB L 802 3610 0 .514 0 .222 23 . 8 C 23 . 8 C - NB L 415 1805 1. 099 0 .167 78 . 1 F 32 . 8 D T 2483 3725 0 .268 0 .667 1. 8 A SB T 2053 3696 0 .262 0 . 556 7 . 9 B 7. 9 B Intersection Delay = 24 . 6 sec/veh Intersection LOS = C Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 968 I HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Pelhamdale Road (N-S) Route 1 Analyst : JLS File Name : PELNAl .HC9 Area Type : Other 11-1-96 AM Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 2 < > 2 < > 2 < > 2 < Volumes 170 70 60 60 200 70 50 460 50 60 310 50 PHF or PK15 0 . 78 0 . 78 0 . 78 0 . 93 0 . 93 0 . 93 0 . 84 0 . 84 0 . 84 0 . 93 0 . 93 0 . 93 Lane W (ft) 10 . 5 10 . 0 10 . 0 11. 7 Grade 0 0 0 0 95 Heavy Veh 2 2 2 2 2 2 10 10 10 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 4 0 0 0 Con. Peds 50 50 50 50 Ped Button (Y/N) Y 13 . 6 s (Y/N) Y 13 .4 s (Y/N) Y 13 . 0 s (Y/N) Y 12 . 9 Arr Type 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * * Right * Right * * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 30 . OA Green 10 . OA 40 . OA Yellow/AR 5 . 0 Yellow/AR 0 . 0 5 . 0 Cycle Length: 90 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB DfL 239 718 0 . 911 0 .333 43 .4 E 30 . 9 D TR 540 1621 0 .309 0 .333 14 .5 B WB LTR 929 2786 0 .402 0.333 15 . 1 C 15 .1 C NB LTR 1698 3056 0 .413 0 .556 7. 5 B 7 .5 B SB LTR 1029 2315 0 .462 0 .444 11 . 5 B 11.5 B Intersection Delay = 14 . 6 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 600 Ai.- - HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Pelhamdale Road (N-S) Route 1 Analyst : JLS File Name : PELNP1 .HC9 Area Type : Other 11-1-96 PM Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- --- - -- - - ---- ---- No. Lanes > 2 < > 2 < > 2 < > 2 < Volumes 90 90 60 70 230 50 100 590 60 80 460 80 PHF or PK15 0 . 87 0 . 87 0 . 87 0 . 85 0 . 85 0 . 85 0 . 91 0 . 91 0 . 91 0 . 92 0 . 92 0 . 92 Lane W (ft) 10 . 5 10 . 0 10 . 0 11 . 7 Grade 0 0 0 0 Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 4 0 0 0 Con. Peds 50 50 50 50 Ped Button (Y/N) Y 13 . 6 s (Y/N) Y 13 .4 s (Y/N) Y 13 . 0 s (Y/N) Y 12 . 9 Arr Type 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * * Right * Right * * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 30 . OA Green 10 . OA 40 . OA Yellow/AR 5 . 0 Yellow/AR 0 . 0 5 . 0 Cycle Length: 90 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 676 2029 0 .427 0 .333 15 . 3 C 15 .3 C WB LTR 870 2611 0 .498 0 .333 15 . 9 C 15 . 9 C NB LTR 1739 3131 0 .497 0 .556 8 . 1 B 8 .1 B SB LTR 939 2113 0 . 754 0 .444 15 . 9 C 15 . 9 C Intersection Delay = 12 . 9 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 .497 i HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Pelhamdale Road (N-S) Route 1 Analyst : JLS File Name : PELNS1 .HC9 Area Type : Other 11-1-96 SA Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- i No. Lanes > 2 < > 2 < > 2 < > 2 < Volumes 170 180 50 70 200 90 60 530 70 150 490 190 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 10 . 5 10 . 0 10 . 0 11 . 7 Grade 0 0 0 0 95 Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 4 0 0 0 Con. Peds 50 50 50 50 Ped Button (Y/N) Y 13 . 6 s (Y/N) Y 13 .4 s (Y/N) Y 13 . 0 s (Y/N) Y 12 . 9 Arr Type 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * * Right * Right * * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 30 . OA Green 10 . OA 40 . OA Yellow/AR 5 . 0 Yellow/AR 0 . 0 5 . 0 Cycle Length: 90 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB DfL 211 634 0 . 894 0 .333 42 . 6 E 27 . 1 D TR 561 1684 0 .456 0 .333 15 . 7 C WB LTR 802 2406 0 .524 0 .333 16 .2 C 16 . 2 C NB LTR 1695 3051 0 .455 0 .556 7 . 8 B 7 . 8 B SB LTR 854 1922 1.133 0 .444 * * * * Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one. Calculation of Dl is infeasable. i HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) I-95 SB Ramps (N-S) Route 1 Analyst : JLS File Name : 95SNAl .HC9 Area Type: Other 11-1-96 AM Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 > 1 < > 2 < > 2 Volumes 140 1 1 1 30 490 10 10 310 200 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 13 . 0 11 . 0 10 . 0 10 . 0 Grade 0 0 0 0 Heavy Veh 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 4 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 4 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 35 . OP Green 55 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 636 1816 0 .245 0 .350 17 . 6 C 17. 6 C _ WB LTR 537 1534 0 . 006 0 .350 16 .1 C 16 . 1 C NB LTR 1608 2924 0 .384 0 .550 9 . 8 B 9 . 8 B SB LTR 1636 2975 0 .370 0 .550 6 . 6 B 6 .6 B Intersection Delay = 9 .3 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 .330 J. HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) I-95 SB Ramps (N-S) Route 1 Analyst : JLS File Name : 95SNP1 .HC9 Area Type : Other 11-1-96 PM Peak Comment : 2011 Future Traffic - Null Condition rc Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----No. Lanes 1 > 1 < > 2 < > 2 < Volumes 290 1 1 1 20 510 1 1 470 450 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 13 . 0 11 . 0 10 . 0 10 . 0 Grade 0 0 0 0 9.5 Heavy Veh 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 4 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 4 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 35 . OP Green 55 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 636 1816 0 .507 0 .350 20 . 1 C 20 . 1 C WB LTR 537 1534 0 . 006 0 .350 16 . 1 C 16 . 1 C NB LTR 1417 2576 0.437 0 . 550 10 .3 B 10 .3 B SB LTR 1676 3048 0 .641 0 . 550 8 . 6 B 8 . 6 B Intersection Delay = 10 . 9 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 589 1 . HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) I-95 SB Ramps (N-S) Route 1 Analyst : JLS File Name : 95SNS1 .HC9 Area Type : Other 11-1-96 SA Peak Comment : 2011 Future Traffic - Null Condition _. Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- - --- No. Lanes 1 > 1 < > 2 < > 2 < Volumes 360 1 1 1 20 590 1 1 530 480 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 13 . 0 11. 0 10 . 0 10 . 0 Grade 0 0 0 0 96 Heavy Veh 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 4 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 4 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 35 . OP Green 55 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 636 1816 0 . 629 0 .350 22 . 0 C 22 . 0 C WB LTR 537 1534 0 . 006 0 .350 16 . 1 C 16 . 1 C NB LTR 1414 2570 0 .504 0 .550 10 . 9 B 10 . 9 B SB LTR 1679 3053 0 .702 0 .550 9 .3 B 9 .3 B Intersection Delay = 12 . 0 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 674 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) I-95 NB Ramps (N-S) Route 1 Analyst : JLS File Name : 95NNAl .HC9 Area Type : Other 11-1-96 AM Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R j No. Lanes 1 2 < > 2 Volumes 30 410 220 200 480 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 13 . 0 10 . 0 10 . 0 Grade 0 0 0 96- Heavy Veh 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 4 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 4 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru * Right Right * Peds Peds WB Left * SB Left * Thru Thru * Right Right Peds Peds NB Right EB Right SB Right WB Right Green 35 . OP Green 55 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS WB L 640 1829 0 . 052 0 .350 16 .4 C 16 .4 C NB TR 1812 3295 0 .406 0 . 550 6 . 8 B 6 . 8 B SB LT 1050 1910 0 .755 0 .550 15 .4 C 15 .4 C Intersection Delay = 11.4 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 .481 A HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) I-95 NB Ramps (N-S) Route 1 Analyst : JLS File Name : 95NNP1 .HC9 Area Type : Other 11-1-96 PM Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 2 < > 2 Volumes 50 680 120 240 880 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 13 . 0 10 . 0 10 . 0 Grade 0 0 0 % Heavy Veh 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 4 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 4 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru * Right Right * Peds Peds WE Left * SB Left * Thru Thru * Right Right Peds Peds NB Right EB Right SB Right WB Right Green 35 . OP Green 55 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS WE L 640 1829 0 .087 0 .350 16 . 6 C 16 . 6 C NB TR 1869 3399 0 .499 0 .550 7 .4 B 7.4 B SB LT 942 1713 1.387 0 . 550 * * * * Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one. Calculation of D1 is infeasable. r . HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) I-95 NB Ramps (N-S) Route 1 Analyst : JLS File Name : 95NNS1 .HC9 Area Type : Other 11-1-96 SA Peak Comment : 2011 Future Traffic - Null Condition - Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 2 < > 2 Volumes 50 640 120 320 970 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 13 . 0 10 . 0 10 . 0 Grade 0 0 0 96 Heavy Veh 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 4 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 4 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru * Right Right * Peds Peds WB Left * SB Left * Thru Thru * Right Right Peds Peds NB Right EB Right SB Right WB Right Green 35 . OP Green 55 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS WB L 640 1829 0 . 087 0 .350 16 . 6 C 16 .6 C . NB TR 1867 3395 0 .474 0 . 550 7 .2 B 7.2 B SB LT 955 1736 1.577 0 .550 * * * * Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one. Calculation of D1 is infeasable. Aim. . T HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-21-1996 Center For Microcomputers In Transportation Streets : (E-W) Weyman Avenue (N-S) Route 1 Analyst : JLS File Name : WEYNAl .HC9 Area Type : Other 11-1-96 AM Peak Comment : 2011 Future Traffic - Null Condition - Optimum Signal Timing Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 2 1 2 < 1 2 Volumes 200 250 550 210 270 490 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 11 . 0 11 . 0 12 . 0 10 . 0 10 . 0 Grade 0 0 0 96- Heavy Veh 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 4 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 RTOR Vols 40 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru * Right Right Peds Peds WB Left * SB Left * Thru Thru * ** Right * Right Peds Peds NB Right EB Right SB Right WE Right * Green 15 . OP Green 20 . OP 50 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS WE L 513 3421 0 .446 0 . 150 29 . 9 D 23 . 0 C R 612 1531 0 .382 0 .400 16 .4 C NB TR 1786 3571 0 .496 0 . 500 12 . 8 B 12 . 8 B SB L 428 1652 0 .701 0 .450 18 . 8 C 8 .3 B T 2587 3449 0 .221 0 .750 2 . 9 A Intersection Delay = 13 .2 sec/veh Intersection LOS = B Lost Time/Cycle, L = 15 . 0 sec Critical v/c (x) = 0 . 584 I l HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-21-1996 Center For Microcomputers In Transportation Streets : (E-W) Weyman Avenue (N-S) Route 1 Analyst : JLS File Name : WEYNP1 .HC9 Area Type : Other 11-1-96 PM Peak Comment : 2011 Future Traffic - Null Condition - Optimum Signal Timing Eastbound Westbound Northbound Southbound L T R L T R L T R L T R -- -- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 2 1 2 < 1 2 Volumes 490 280 570 260 320 630 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 11 . 0 11 . 0 12 . 0 10 . 0 10 . 0 Grade 0 0 0 96 Heavy Veh 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 4 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 RTOR Vols 40 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru * Right Right * Peds Peds WB Left * SB Left * Thru Thru * * Right * Right Peds Peds NB Right EB Right SB Right WB Right * Green 20 . OP Green 20 . OP 45 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS WB L 684 3421 0 . 818 0 .200 34 . 5 D 27 . 9 D R 689 1531 0 .388 0 .450 14 . 1 B NB TR 1598 3550 0 . 606 0 .450 16 . 3 C 16 .3 C SB L 402 1652 0 . 886 0 .450 35 . 8 D 14 . 6 B T 2414 3449 0 .304 0 . 700 4 .4 A Intersection Delay = 19 . 0 sec/veh Intersection LOS = C Lost Time/Cycle, L = 15 . 0 sec Critical v/c (x) = 0 . 748 .s_ HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-21-1996 Center For Microcomputers In Transportation Streets : (E-W) Weyman Avenue (N-S) Route 1 Analyst : JLS File Name : WEYNS1 .HC9 Area Type : Other 11-1-96 SA Peak Comment : 2011 Future Traffic - Null Condition - Optimum Signal Timing Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- -- -- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 2 1 2 < 1 2 Volumes 700 320 650 190 440 610 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 11 . 0 11 . 0 12 . 0 10 . 0 10 . 0 Grade 0 0 0 Heavy Veh 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 4 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 RTOR Vols 40 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru * Right Right * Peds Peds WE Left * SB Left * * Thru Thru * * Right * Right Peds Peds NB Right EB Right SB Right WB Right * Green 25 . OP Green 30 . OP 30 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS WB L 855 3421 0 . 937 0 .250 40 . 6 E 31.4 D R 919 1531 0 .340 0 . 600 7 . 7 B NB TR 1080 3599 0. 908 0 .300 33 . 6 D 33 . 6 D SB L 568 1652 0 . 861 0 .650 28 .3 D 15. 0 B T 2242 3449 0 .318 0 . 650 5 . 9 B Intersection Delay = 26 . 0 sec/veh Intersection LOS = D Lost Time/Cycle, L = 15 . 0 sec Critical v/c (x) = 0 . 944 i 1 . HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Kings Highway (N-S) Route 1 Analyst : JLS File Name : KINNAI .HC9 Area Type : Other 11-1-96 AM Peak Comment : 2011 Future Traffic - Null Condition _ Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 1 1 > 2 2 1 Volumes 320 280 240 550 490 300 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 95 Lane W (ft) 12 . 0 12 . 0 12 . 0 10 . 0 10 . 0 Grade 0 0 0 Heavy Veh 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 4 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 4 3 3 RTOR Vols 70 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru Thru * * 1 Right * Right Peds Peds WB Left SB Left Thru Thru * Right Right * Peds Peds NB Right EB Right SB Right WB Right Green 20 . OP Green 15 . OP 50 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 354 1770 1. 006 0 .200 68 . 7 F 55 . 1 E R 317 1583 0 . 736 0 .200 34 .4 D NB LT 1942 2774 0 .475 0 . 700 1 .4 A 1.4 A SB T 1738 3477 0 .328 0 . 500 11 .4 B 11. 8 B R 733 1466 0 .431 0 .500 12 .4 B Intersection Delay = 18 .4 sec/veh Intersection LOS = C Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 .593 .fir.. HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Kings Highway (N-S) Route 1 Analyst : JLS File Name : KINNP1 .HC9 Area Type : Other 11-1-96 PM Peak Comment : 2011 Future Traffic - Null Condition r Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 > 2 2 1 Volumes 240 280 240 620 670 370 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 12 . 0 12 . 0 12 . 0 10 . 0 10 . 0 Grade 0 0 0 95 Heavy Veh 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 4 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 4 3 3 RTOR Vols 70 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru Thru * * Right * Right Peds Peds WB Left SB Left Thru Thru * Right Right * Peds Peds NB Right EB Right SB Right WB Right Green 20 . OP Green 15 . OP 50 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 354 1770 0 .754 0 .200 34 . 7 D 34 . 6 D R 317 1583 0 .736 0 .200 34 .4 D NB LT 1417 2024 0 .709 0 .700 2 . 6 A 2 .6 A SB T 1738 3477 0 .449 0 .500 12 .4 B 12 .9 B R 733 1466 0 .561 0 .500 13 . 9 B Intersection Delay = 13 . 1 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 719 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Kings Highway (N-S) Route 1 Analyst : JLS File Name : KINNS1 .HC9 Area Type : Other 11-1-96 SA Peak Comment : 2011 Future Traffic - Null Condition - ,-- Eastbound Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 > 2 2 1 Volumes 300 260 250 710 800 240 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 12 . 0 12 . 0 12 . 0 10 . 0 10 . 0 Grade 0 0 0 Heavy Veh 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 4 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 4 3 3 RTOR Vols 70 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru Thru * * Right * Right Peds Peds WB Left SB Left Thru Thru * Right Right * Peds Peds NB Right EB Right SB Right WB Right Green 20 . OP Green 15 . OP 50 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 354 1770 0 . 941 0 .200 53 .7 E 45 .2 E R 317 1583 0 .666 0 .200 31.7 D NB LT 1459 2084 0 . 768 0 . 700 3 .2 A 3 .2 A SB T 1738 3477 0 .537 0 .500 13 .2 B 12 . 9 B R 733 1466 0 .364 0 . 500 11.8 B Intersection Delay = 15 . 3 sec/veh Intersection LOS = C Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 806 l HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) North Avenue (N-S) Route 1 Analyst : JLS File Name : NORNAl .HC9 Area Type : CBD 11-1-96 AM Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 2 2 < > 2 < Volumes 230 260 230 60 250 1030 110 PHF or PK15 0 . 81 0 . 81 0 . 90 0 . 90 0 . 82 0 . 82 0 . 82 Lane W (ft) 13 .4 12 . 8 14 . 0 Grade 0 0 0 9.5 Heavy Veh 2 2 2 2 4 4 4 Parking (Y/N) Y 20 (Y/N) Y 20 (Y/N) Y 20 Bus Stops 0 0 0 Con. Peds 0 77 52 0 Ped Button (Y/N) Y 11 . 3 s (Y/N) Y 13 . 0 s (Y/N) Y 17 . 5 s Arr Type 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop . Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * * NB Left * Thru * * Thru * Right Right * Peds Peds WB Left SB Left Thru * Thru Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 10 . OP 20 . OP Green 55 . OP Yellow/AR 5 . 0 5 . 0 Yellow/AR 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LT 950 2714 0 . 668 0 .350 22 .2 C 22 .2 C WB TR 600 3002 0 .565 0 .200 28 .4 D 28 .4 D NB LTR 1701 3092 1. 047 0 .550 46 .7 E 46 . 7 E Intersection Delay = 38 .8 sec/veh Intersection LOS = D Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 900 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) North Avenue (N-S) Route 1 Analyst : JLS File Name : NORNP1 .HC9 Area Type : CBD 11-1-96 PM Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound 1 L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 2 2 < > 2 < Volumes 310 430 280 80 250 1000 180 PHF or PK15 0 . 91 0 . 91 0 . 89 0 . 89 0 . 91 0 . 91 0 . 91 Lane W (ft) 13 .4 12 . 8 14 . 0 Grade 0 0 0 9,7 Heavy Veh 2 2 2 2 2 2 2 Parking (Y/N) Y 20 (Y/N) Y 20 (Y/N) Y 20 Bus Stops 0 0 0 Con. Peds 0 150 144 0 Ped Button (Y/N) Y 11.3 s (Y/N) Y 13 . 0 s (Y/N) Y 17 . 5 s Arr Type 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * * NB Left * Thru * * Thru * Right Right * Peds Peds WB Left SB Left Thru * Thru Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 10 . OP 20 . OP Green 55 . OP Yellow/AR 5 . 0 5 . 0 Yellow/AR 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LT 942 2692 0 . 907 0 .350 32 .4 D 32 .4 D WB TR 599 2995 0 .710 0 .200 31 . 0 D 31 . 0 D NB LTR 1722 3131 0 .959 0 .550 26 . 1 D 26 . 1 D Intersection Delay = 28 . 7 sec/veh Intersection LOS = D Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 939 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) North Avenue (N-S) Route 1 Analyst : JLS File Name : NORNS1 .HC9 Area Type : CBD 11-1-96 SA Peak Comment : 2011 Future Traffic Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes > 2 2 < > 2 < Volumes 200 220 260 90 290 1070 230 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 13 .4 12 . 8 14 . 0 Grade 0 0 0 % Heavy Veh 2 2 2 2 2 2 2 Parking (Y/N) Y 20 (Y/N) Y 20 (Y/N) Y 20 Bus Stops 0 0 0 Con. Peds 0 150 144 0 Ped Button (Y/N) Y 11.3 s (Y/N) Y 13 . 0 s (Y/N) Y 17 . 5 s Arr Type 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * * NB Left * Thru * * Thru * Right Right * Peds Peds WB Left SB Left Thru * Thru Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 10 . OP 20 . OP Green 55 . OP Yellow/AR 5 . 0 5 . 0 Yellow/AR 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LT 929 2653 0 .527 0 .350 20 . 1 C 20 .1 C WB TR 596 2979 0 . 685 0 .200 30 .4 D 30 .4 D NB LTR 1716 3120 1. 081 0 .550 59 . 6 E 59 . 6 E 1 Intersection Delay = 48 .2 sec/veh Intersection LOS = E Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 865 A._____ HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) North Avenue (N-S) Huguenot Street Analyst : JLS File Name : NORHUNAl .HC9 Area Type : CBD 11-1-96 AM Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 2 1 > 2 > 3 < Volumes 390 280 70 290 50 550 100 PHF or PK15 0 . 88 0 . 88 0 . 84 0 . 84 0 . 75 0 . 75 0 . 75 Lane W (ft) 11 . 5 12 . 0 13 . 0 11. 0 Grade 0 0 0 Heavy Veh 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) Y 20 (Y/N) N Bus Stops 0 0 0 Con. Peds 149 54 0 198 Ped Button (Y/N) Y 14 . 3 s (Y/N) Y 12 . 9 s (Y/N) Y 19 . 8 Arr Type 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru * Thru Right * Right Peds Peds WB Left * * SB Left * Thru * * Thru * Right Right * Peds Peds NB Right EB Right SB Right WB Right Green 30 . OP 8 . OP Green 47. OP Yellow/AR 5 . 0 5 . 0 Yellow/AR 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB T 989 3297 0 .470 0 .300 21 . 9 C 24 . 7 C R 428 1425 0 .744 0 .300 28 . 7 D WB LT 1299 3020 0 .346 0 .430 14 . 6 B 14 . 6 B SB LTR 2228 4741 0 .460 0 .470 13 . 7 B 13 . 7 B Intersection Delay = 17.7 sec/veh Intersection LOS = C Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 .406 A.- 1. HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) North Avenue (N-S) Huguenot Street Analyst : JLS File Name : NORHUNP1 .HC9 Area Type : CBD 11-1-96 PM Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 2 1 > 2 > 3 < Volumes 740 470 200 340 290 1330 510 PHF or PK15 0 . 85 0 . 85 0 . 70 0 . 70 0 . 68 0 . 68 0 . 68 Lane W (ft) 11 . 5 12 . 0 13 . 0 11. 0 Grade 0 0 0 Heavy Veh 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) Y 20 (Y/N) N Bus Stops 0 0 0 Con. Peds 165 73 0 213 Ped Button (Y/N) Y 14 .3 s (Y/N) Y 12 . 9 s (Y/N) Y 19 . 8 Arr Type 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru * Thru Right * Right Peds Peds WB Left * * SB Left * Thru * * Thru * Right Right * Peds Peds NB Right EB Right SB Right WB Right Green 30 . OP 8 . OP Green 47 . OP Yellow/AR 5 . 0 5 . 0 Yellow/AR 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB T 989 3297 0 . 925 0 .300 35 . 9 D * * R 428 1425 1.294 0 .300 * * WB LT 1262 2936 0 . 642 0 .430 17 . 9 C 17. 9 C SB LTR 2188 4655 1.575 0 .470 * * * * Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one. Calculation of D1 is infeasable. HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) North Avenue (N-S) Huguenot Street Analyst : JLS File Name : NORHUNS1 .HC9 Area Type : CBD 11-1-96 SA Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 2 1 > 2 > 3 < Volumes 430 130 170 430 180 1160 480 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 11 . 5 12 . 0 13 . 0 11. 0 Grade 0 0 0 Heavy Veh 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) Y 20 (Y/N) N Bus Stops 0 0 0 Con. Peds 165 200 0 213 Ped Button (Y/N) Y 14 .3 s (Y/N) Y 12 . 9 s (Y/N) Y 19 . 8 Arr Type 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru * Thru Right * Right Peds Peds WB Left * * SB Left * Thru * * Thru * Right Right * Peds Peds NB Right EB Right SB Right WB Right Green 30 . OP 8 . OP Green 47 . OP 1 Yellow/AR 5 . 0 5 . 0 Yellow/AR 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB T 989 3297 0 .508 0 .300 22 .3 C 22 . 0 C R 428 1425 0 .337 0 .300 20 . 9 C WB LT 1280 2977 0 .547 0 .430 16 .5 C 16 . 5 C SB LTR 2184 4647 1.018 0 .470 39 .3 D 39 . 3 D Intersection Delay = 31.7 sec/veh Intersection LOS = D Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 793 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Larchmont Avenue (N-S) Route 1 Analyst : JLS File Name : LARNAI .HC9 Area Type : CBD 11-1-96 AM Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- - --- ---- ---- ---- ---- -- -- No. Lanes > 2 < > 2 < > 2 < > 2 < Volumes 70 130 60 20 120 120 50 740 30 60 380 90 PHF or PK15 0 . 75 0 . 75 0 . 75 0 . 89 0 . 89 0 . 89 0 . 96 0 . 96 0 . 96 0 . 92 0 . 92 0 . 92 Lane W (ft) 10 . 0 9 . 5 9 . 0 9 . 5 Grade 0 0 0 0 96- Heavy Veh 2 2 2 2 2 2 3 3 3 4 4 4 Parking (Y/N) Y 20 (Y/N) Y 20 (Y/N) Y 20 (Y/N) Y 20 Bus Stops 0 0 0 0 Con. Peds 59 63 18 43 Ped Button (Y/N) Y 14 . 1 s (Y/N) Y 14 . 1 s (Y/N) Y 14 . 6 s (Y/N) Y 14 . 5 Arr Type 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds * Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds * Peds NB Right EB Right SB Right WB Right Green 20 . OA 6 . OP Green 40 . OA Yellow/AR 5 . 0 0 . 0 Yellow/AR 5 . 0 Cycle Length: 76 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 512 1944 0 . 710 0 .263 19 . 5 C 19. 5 C _ WB LTR 588 2236 0 .522 0 .263 16 . 1 C 16 . 1 C NB LTR 1127 2141 0 .796 0 .526 12 .3 B 12 .3 B SB LTR 882 1675 0 . 686 0 .526 10 .2 B 10 .2 B Intersection Delay = 13 .5 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 697 i r HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation --------------------------------------------------- Streets : (E-W) Larchmont Avenue (N-S) Route 1 Analyst : JLS File Name : LARNP1 .HC9 Area Type : CBD 11-1-96 PM Peak Comment : 2011 Future Traffic - Null Condition i Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 2 < > 2 < > 2 < > 2 < Volumes 90 160 100 40 120 90 50 810 40 60 750 80 PHF or PK15 0 . 83 0 . 83 0 . 83 0 . 80 0 . 80 0 . 80 0 . 89 0 . 89 0 . 89 0 . 95 0 . 95 0 . 95 Lane W (ft) 10 . 0 9 . 5 9 . 0 9 . 5 Grade 0 0 0 0 Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) Y 20 (Y/N) Y 20 (Y/N) Y 20 (Y/N) Y 20 Bus Stops 0 0 0 0 Con. Peds 23 51 27 51 Ped Button (Y/N) Y 14 . 1 s (Y/N) Y 14 . 1 s (Y/N) Y 14 . 6 s (Y/N) Y 14 . 5 Arr Type 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds * Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds * Peds NB Right EB Right SB Right WB Right Green 20 . OA 6 . OP Green 40 . OA Yellow/AR 5 . 0 0 . 0 Yellow/AR 5 . 0 Cycle Length: 76 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 500 1901 0 . 884 0 .263 29 .3 D 29 .3 D WB LTR 517 1966 0 . 634 0 .263 17 . 8 C 17. 8 C NB LTR 980 1862 1. 084 0 . 526 60 . 6 F 60 . 6 F SB LTR 936 1779 1. 050 0 .526 48 .4 E 48 .4 E Intersection Delay = 46 .4 sec/veh Intersection LOS = E Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 925 i► HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Larchmont Avenue (N-S) Route 1 Analyst : JLS File Name: LARNS1 .HC9 Area Type : CBD 11-1-96 SA Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 2 < > 2 < > 2 < > 2 < Volumes 90 150 110 30 130 80 70 840 40 50 720 140 PHF or PK15 0 . 88 0 . 88 0 . 88 0 . 74 0 . 74 0 . 74 0 . 89 0 . 89 0 . 89 0 . 90 0 . 90 0 . 90 Lane W (ft) 10 . 0 9 .5 9 . 0 9 . 5 Grade 0 0 0 0 5.6 Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) Y 20 (Y/N) Y 20 (Y/N) Y 20 (Y/N) Y 20 Bus Stops 0 0 0 0 Con. Peds 23 51 27 51 Ped Button (Y/N) Y 14 . 1 s (Y/N) Y 14 . 1 s (Y/N) Y 14 . 6 s (Y/N) Y 14 . 5 Arr Type 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds * Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds * Peds NB Right EB Right SB Right WB Right Green 20 . OA 6 . OP Green 40 . OA Yellow/AR 5 . 0 0 . 0 Yellow/AR 5 . 0 l Cycle Length: 76 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 491 1867 0 . 849 0 .263 26 .3 D 26 .3 D _ WB LTR 549 2087 0 . 621 0 .263 17 . 5 C 17. 5 C NB LTR 875 1662 1 .282 0 . 526 * * * * SB LTR 953 1810 1. 116 0 .526 * * * * Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one. Calculation of Dl is infeasable. HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Chatsworth Avenue (N-S) Route 1 Analyst : JLS File Name : CHANAl .HC9 Area Type : CBD 11-1-96 AM Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 2 < 1 1 < > 2 < > 2 < Volumes 30 20 80 10 70 10 60 860 10 1 440 90 PHF or PK15 0 . 72 0 . 72 0 . 72 0 . 72 0 . 72 0 . 72 0 . 95 0 . 95 0 . 95 0 . 96 0 . 95 0 . 95 Lane W (ft) 10 . 3 12 . 0 12 . 0 10 . 0 10 . 0 Grade 0 0 0 0 96- Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) Y 20 (Y/N) N (Y/N) Y 20 (Y/N) Y 20 Bus Stops 0 0 0 0 Con. Peds 51 53 20 33 Ped Button (Y/N) Y 14 . 8 s (Y/N) Y 14 . 8 s (Y/N) Y 15 . 6 s (Y/N) Y 12 . 9 Arr Type 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds * Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds * Peds NB Right EB Right SB Right WB Right Green 26 . OA 5 . OP Green 40 . OP Yellow/AR 5 . 0 0 . 0 Yellow/AR 5 . 0 Cycle Length: 81 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 708 2206 0 .268 0 .321 13 .3 B 13 .3 B WB L 323 1005 0 . 043 0 .321 12 .2 B 12 . 9 B TR 528 1645 0 .210 0 .321 13 . 0 B NB LTR 1101 2230 0 . 933 0 .494 22 . 6 C 22 . 6 C SB LTR 1280 2592 0 .459 0 .494 8 . 9 B 8 . 9 B Intersection Delay = 16 . 9 sec/veh Intersection LOS = C Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 624 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Chatsworth Avenue (N-S) Route 1 Analyst : JLS File Name : CHANP1 .HC9 Area Type : CBD 11-1-96 PM Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 2 < 1 1 < > 2 < > 2 < Volumes 80 30 110 20 80 20 100 880 10 20 740 90 PHF or PK15 0 . 72 0 . 72 0 . 72 0 . 72 0 . 72 0 . 72 0 . 95 0 . 95 0 . 95 0 . 95 0 . 95 0 . 95 Lane W (ft) 10 . 3 12 . 0 12 . 0 10 . 0 10 . 0 Grade 0 0 0 0 96. Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) Y 20 (Y/N) N (Y/N) Y 20 (Y/N) Y 20 Bus Stops 0 0 0 0 Con. Peds 28 31 18 33 Ped Button (Y/N) Y 14 . 8 s (Y/N) Y 14 . 8 s (Y/N) Y 15 . 6 s (Y/N) Y 12 . 9 Arr RTOR1 Type 3 0 3 3 0 3 3 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds * Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds * Peds NB Right EB Right SB Right WB Right Green 26 . OA 5 . OP Green 40 . OP Yellow/AR 5 . 0 0 . 0 Yellow/AR 5 . 0 Cycle Length: 81 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 644 2007 0 .498 0 .321 14 . 9 B 14 .9 B WB L 250 778 0 . 112 0 .321 12 . 5 B 13 .1 B TR 522 1626 0 .266 0 .321 13 .3 B Ng LTR 786 1591 1.392 0 .494 * * * * SB LTR 1101 2229 0 . 854 0 .494 16 .3 C 16 .3 C Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one. Calculation of D1 is infeasable. - • HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Chatsworth Avenue (N-S) Route 1 Analyst : JLS File Name : CHANS1 .HC9 Area Type : CBD 11-1-96 SA Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 2 < 1 1 < > 2 < > 2 < Volumes 190 80 140 10 60 30 100 900 10 30 750 190 PHF or PK15 0 . 92 0 . 92 0 . 92 0 .76 0 .76 0 . 76 0 . 93 0 . 93 0 . 93 0 . 96 0 . 96 0 . 96 Lane W (ft) 10 . 3 12 . 0 12 . 0 10 . 0 10 . 0 Grade 0 0 0 0 95 Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) Y 20 (Y/N) N (Y/N) Y 20 (Y/N) Y 20 Bus Stops 0 0 0 0 Con. Peds 28 31 18 33 Ped Button (Y/N) Y 14 . 8 s (Y/N) Y 14 . 8 s (Y/N) Y 15 . 6 s (Y/N) Y 12 . 9 Arr Type 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right * Right * Peds * Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds * Peds NB Right EB Right SB Right WB Right Green 26 . OA 5 . OP Green 40 . OP Yellow/AR 5 . 0 0 . 0 Yellow/AR 5 . 0 Cycle Length: 81 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 652 2030 0 .718 0 .321 18 . 3 C 18 .3 C WB L 168 523 0 .077 0 .321 12 .4 B 13 .0 B TR 511 1593 0 .231 0 .321 13 . 1 B NB LTR 760 1538 1.502 0 .494 * * * * SB LTR 1023 2072 1. 036 0 .494 44 . 5 E 44 . 5 E Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one. Calculation of D1 is infeasable. I HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Weaver Street (N-S) Route 1 Analyst : JLS File Name : WEANAl .HC9 Area Type : Other 11-1-96 AM Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 < 1 1 < 1 2 < 1 2 < Volumes 130 100 100 80 120 100 70 1030 160 10 650 130 PHF or PK15 0 . 71 0 . 71 0 . 71 0 . 66 0 . 66 0 . 66 0 . 92 0 . 92 0 . 92 0 . 91 0 . 91 0 . 91 Lane W (ft) 11 . 0 11 . 0 10 . 0 10 . 0 11 . 0 10 . 0 11 . 0 10 . 5 Grade 0 0 0 0 Heavy Veh 2 2 2 2 2 2 4 4 4 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) Y 15 . 7 s (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * Right * Right * Peds * Peds WB Left * SB Left * * Thru * Thru * Right * Right * Peds * Peds NB Right EB Right SB Right WB Right Green 25 . OA 21 . OP Green 10 . 0A 50 . OP Yellow/AR 5 . 0 4 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 125 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group: Adj Satv/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 58 288 3 . 155 0 .200 * * * * TR 333 1666 0 . 846 0 .200 43 . 5 E WB L 66 329 1. 839 0 .200 * * * * TR 324 1620 1. 031 0 .200 79 . 8 F NB L 195 1678 0 .390 0 .200 12 . 7 B 45 .4 E TR 1336 3341 1. 017 0 .400 47.2 E SB L 195 1711 0 . 056 0 .200 14 . 8 B 20 .4 C TR 1380 3451 0 . 652 0.400 20 .4 C Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one. Calculation of D1 is infeasable. HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Weaver Street (N-S) Route 1 Analyst : JLS File Name : WEANP1 .HC9 Area Type : Other 11-1-96 PM Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 1 1 < 1 1 < 1 2 < 1 2 < Volumes 160 100 120 60 70 50 250 880 60 50 890 170 PHF or PK15 0 . 95 0 . 95 0 . 95 0 . 84 0 . 84 0 . 84 0 . 88 0 . 88 0 . 88 0 . 93 0 . 93 0 . 93 Lane W (ft) 11 . 0 11 . 0 10 . 0 10 . 0 11 . 0 10 . 0 11 . 0 10 . 5 Grade 0 0 0 0 Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) Y 15 . 7 s (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * Right * Right * Peds * Peds WB Left * SB Left * * Thru * Thru * Right * Right * Peds * Peds NB Right EB Right SB Right WB Right Green 25 . OA 21. OP Green 10 . 0A 50 . OP Yellow/AR 5 . 0 4 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 125 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 194 970 0.866 0 .200 52 . 7 E 42 .1 E TR 331 1653 0.699 0 .200 34 .4 D WB L 105 523 0.679 0 .200 40 . 6 E 32 . 8 D TR 326 1629 0 .439 0 .200 29 . 0 D NB L 195 1711 1.456 0 .200 * * * * TR 1378 3444 0.814 0 .400 24 .3 C SB L 195 1711 0 .277 0 .200 13 .3 B 26 . 0 D TR 1382 3454 0 .866 0 .400 26 . 6 D Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one. Calculation of D1 is infeasable. 1 l HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Weaver Street (N-S) Route 1 Analyst : JLS File Name : WEANS1 .HC9 Area Type : Other 11-1-96 SA Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R j No. Lanes 1 1 < 1 1 < 1 2 < 1 2 < Volumes 70 170 140 60 80 80 260 980 80 50 800 210 PHF or PK15 0 . 88 0 . 88 0 . 88 0 . 93 0 . 93 0 . 93 0 . 92 0 . 92 0 . 92 0 . 86 0 . 86 0 . 86 Lane W (ft) 11 . 0 11. 0 10 . 0 10 . 0 11 . 0 10 . 0 11 . 0 10 . 5 Grade 0 0 0 0 Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) Y 15 . 7 s (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * Right * Right * Peds * Peds WB Left * SB Left * * Thru * Thru * Right * Right * Peds * Peds NB Right EB Right SB Right WB Right Green 25 . OA 21. OP Green 10 . 0A 50 . OP Yellow/AR 5 . 0 4 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 125 secs Phase combination order: #1 #2 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 165 826 0 .484 0 .200 30 .4 D 74 . 8 F TR 336 1679 1 . 048 0 .200 84 . 9 F WB L 58 278 1 .121 0 .200 * * * * TR 322 1608 0 .535 0 .200 30 . 3 D NB L 195 1711 1.451 0 .200 * * * * TR 1375 3438 0 .880 0 .400 27.4 D SB L 195 1711 0 .297 0 .200 14 . 2 B 28 . 0 D TR 1372 3429 0 .899 0 .400 28 . 7 D Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one. Calculation of D1 is infeasable. T HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Weaver Street (N-S) Palmer Avenue Analyst : JLS File Name : WEAPANAI .HC9 Area Type : Other 11-1-96 AM Peak Comment : 2.011 Future Traffic - Null Condition T Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ----No. Lanes > 2 > 1 < > 2 < > 2 < Volumes 160 380 30 350 70 180 440 60 50 260 210 PHF or PK15 0 . 91 0 . 91 0 . 82 0 . 82 0 . 82 0 . 91 0 . 91 0 . 91 0 . 79 0 .79 0 . 79 Lane W (ft) 10 . 0 15 . 0 10 . 0 11 . 5 Grade 0 0 0 0 % Heavy Veh 2 2 2 2 2 3 3 3 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 4 4 Con. Peds 0 0 0 0 Ped Button (Y/N) Y 13 . 5 s (Y/N) Y 13 .3 s (Y/N) Y 10 . 9 s (Y/N) Y 11 . 5 Arr Type 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 30 . OP Green 30 . OA Yellow/AR 5 . 0 Yellow/AR 5 . 0 Cycle Length: 70 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LT 764 1783 0.817 0 .429 16 .2 C 16 .2 C WB LTR 688 1605 0 .798 0 .429 15 . 8 C 15 . 8 C NB LTR 817 1907 0 . 960 0 .429 29 . 0 D 29 . 0 D SB LTR 1042 2432 0. 663 0 .429 11.4 B 11.4 B Intersection Delay = 18 . 7 sec/veh Intersection LOS = C Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 889 A. - HCM: SIGNALIZED . INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Weaver Street (N-S) Palmer Avenue Analyst : JLS File Name : WEAPANP1 .HC9 Area Type : Other 11-1-96 PM Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 2 > 1 < > 2 < > 2 < Volumes 140 390 50 410 120 230 450 80 100 460 180 PHF or PK15 0 . 91 0 . 91 0 . 92 0 . 92 0 . 92 0 . 91 0 . 91 0 . 91 0 . 92 0 . 92 0 . 92 Lane W (ft) 10 . 0 15 . 0 10 . 0 11 . 5 Grade 0 0 0 0 % Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 4 4 Con. Peds 0 0 0 0 Ped Button (Y/N) Y 13 . 5 s (Y/N) Y 13 .3 s (Y/N) Y 10 . 9 s (Y/N) Y 11 . 5 Arr Type 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 30 . OP Green 30 . OA Yellow/AR 5 . 0 Yellow/AR 5 . 0 Cycle Length: 70 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LT 745 1738 0 . 822 0 .429 16 . 5 C 16 . 5 C _ WB LTR 654 1527 0 . 963 0 .429 31 . 9 D 31. 9 D NB DfL 123 288 2 . 050 0 .429 * * * * TR 717 1672 0 .814 0 .429 16 . 3 C SB LTR 840 1960 1. 006 0 .429 38 .2 D 38 .2 D Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one. Calculation of D1 is infeasable. V HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Weaver Street (N-S) Palmer Avenue Analyst : JLS File Name : WEAPANS1 .HC9 Area Type : Other 11-1-96 SA Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 2 > 1 < > 2 < > 2 < Volumes 120 360 80 490 100 180 330 80 50 240 140 PHF or PK15 0 . 88 0 . 88 0 . 89 0 . 89 0 . 89 0 . 80 0 . 80 0 . 80 0 . 90 0 . 90 0 . 90 Lane W (ft) 10 . 0 15 . 0 10 . 0 11 . 5 Grade 0 0 0 0 9,5 Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 4 4 Con. Peds 0 0 0 0 Ped Button (Y/N) Y 13 . 5 s (Y/N) Y 13 . 3 s (Y/N) Y 10 . 9 s (Y/N) Y 11 . 5 Arr Type 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru * Thru * Right Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 30 . OP Green 30 . OA Yellow/AR 5 . 0 Yellow/AR 5 . 0 Cycle Length: 70 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LT 732 1708 0 . 781 0 .429 14 . 9 B 14 . 9 B WB LTR 615 1435 1.224 0 .429 * * * * NB LTR 924 2157 0 . 837 0 .429 16 . 3 C 16 . 3 C SB LTR 1049 2447 0 .480 0.429 9 .6 B 9 . 6 B Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one. Calculation of D1 is infeasable. 11 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Mamaroneck Avenue (N-S) Route 1 Analyst : JLS File Name: MAMNAl .HC9 Area Type : Other 11-1-96 AM Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- --- - -- -- ---- ---- ---- No. Lanes > 1 1 > 1 1 1 2 < 1 2 < Volumes 160 20 210 20 10 10 220 890 20 10 610 90 PHF or PK15 0 . 88 0 . 88 0 . 88 0 . 54 0 . 54 0 . 54 0 . 98 0 . 98 0 . 98 0 . 87 0 . 87 0 . 87 Lane W (ft) 13 . 0 13 . 0 12 . 0 11. 0 10 . 0 11 . 0 10 . 0 10 . 0 Grade 0 0 0 0 9,5 Heavy Veh 4 4 4 2 2 2 3 3 3 3 3 3 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) Y 15 . 8 s (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * * Thru * Thru * Right * Right * Peds Peds NB Right EB Right * SB Right WB Right Green 40 . OA Green 50 . OP 10 . OA Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 115 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LT 494 1419 0 .415 0 .348 18 . 8 C 15 . 1 C R 768 1605 0 .311 0 .478 12 . 0 B WB LT 426 1225 0 .131 0 .348 16 . 6 C 16 .4 C R 533 1531 0 . 036 0 .348 16 . 0 C NB L 296 1636 0 .757 0 .261 32 . 7 D 19 . 9 C TR 1546 3555 0 . 630 0 .435 16 . 9 C SB L 273 1636 0 . 040 0 .261 14 . 1 B 16 .2 C TR 1468 3377 0 .575 0.435 16 . 2 C Intersection Delay = 17 . 7 sec/veh Intersection LOS = C Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 728 A. HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Mamaroneck Avenue (N-S) Route 1 Analyst : JLS File Name : MAMNP1 .HC9 Area Type : Other 11-1-96 PM Peak Comment : 2011 Future Traffic - Null Condition 1 Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 1 1 > 1 1 1 2 < 1 2 < Volumes 190 60 280 40 40 30 250 950 40 50 1040 130 PHF or PK15 0 . 91 0 . 91 0 . 91 0 . 95 0 . 95 0 . 95 0 . 89 0 . 89 0 . 89 0 . 92 0 . 92 0 . 92 Lane W (ft) 13 . 0 13 . 0 12 . 0 11 . 0 10 . 0 11 . 0 10 . 0 10 . 0 Grade 0 0 0 0 95 Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) Y 15 . 8 s (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * * Thru * Thru * Right * Right * Peds Peds NB Right EB Right * SB Right WB Right Green 40 . OA Green 50 . OP 10 . 0A Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 115 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LT 477 1370 0 .577 0 .348 21. 1 C 16 . 6 C R 782 1636 0 .394 0 .478 12 . 6 B WB LT 388 1116 0 .216 0 .348 17. 1 C 16 . 9 C R 533 1531 0 . 060 0 .348 16 . 1 C NB L 276 1652 1 . 018 0 .261 77 . 0 F 30 .3 D TR 1556 3579 0 . 751 0.435 19 . 1 C SB L 276 1652 0 . 196 0 .261 20 . 1 C 24 . 8 C TR 1487 3419 0 . 898 0 .435 25 . 0 C Intersection Delay = 25 . 5 sec/veh Intersection LOS = D Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 839 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Mamaroneck Avenue (N-S) Route 1 Analyst : JLS File Name : MAMNS1 .HC9 Area Type : Other 11-1-96 SA Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 1 1 > 1 1 1 2 < 1 2 < Volumes 160 60 250 130 60 80 250 920 70 30 850 140 PHF or PK15 0 . 90 0 . 90 0 . 90 0 .72 0 . 72 0 . 72 0 . 91 0 . 91 0 . 91 0 . 96 0 . 96 0 . 96 Lane W (ft) 13 . 0 13 . 0 12 . 0 11 . 0 10 . 0 11 . 0 10 . 0 10 . 0 Grade 0 0 0 0 95 Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) Y 15 . 8 s (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * Right * Right * Peds Peds WB Left * SB Left * * Thru * Thru * Right * Right * Peds Peds NB Right EB Right * SB Right WB Right Green 40 . OA Green 50 . OP 10 . OA Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 115 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LT 223 642 1. 097 0 .348 106 .3 F 56 . 3 E R 782 1636 0 .355 0 .478 12 .3 B WB LT 247 710 1. 069 0 .348 91 . 7 F 69 . 6 F R 533 1531 0.208 0 .348 17 . 1 C NB L 276 1652 0 . 996 0 .261 70 . 0 F 28 . 7 D TR 1549 3563 0 .737 0 .435 18 . 8 C SB L 276 1652 0. 112 0 .261 17. 9 C 18 . 7 C TR 1480 3403 0 . 732 0 .435 18 . 7 C Intersection Delay = 34 .1 sec/veh Intersection LOS = D Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 1 . 033 S_ HCM: SIGNALIZED .INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Osborne Road (N-S) Route 1 Analyst : JLS File Name : OSBNAl .HC9 Area Type : Other 11-1-96 AM Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 1 < > 1 < > 2 1 > 2 < Volumes 140 90 20 140 90 60 30 610 90 1 400 140 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 14 . 0 14 . 0 12 . 0 9 . 0 10 . 0 Grade 0 0 0 0 Heavy Veh 2 2 2 2 2 2 2 2 3 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * * Right * Right * * Peds Peds WB Left * SB Left * * Thru * Thru * * Right * Right * * Peds Peds NB Right EB Right SB Right WB Right Green 20 . OP 30 . OP Green 8 . OP 26 . OP l0 . OP Yellow/AR 5 . 0 5 . 0 Yellow/AR 5 . 0 5 . 0 5 . 0 Cycle Length: 119 secs Phase combination order: #1 #2 #5 #6 #7 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 289 1719 0 . 962 0 .168 68. 8 F 68 . 8 F WB LTR 427 1692 0 . 757 0 .252 36 . 5 D 36 . 5 D NB LT 1274 3697 0 . 586 0 .345 24 . 9 C 24 .4 C R 486 1411 0 .206 0 .345 20 . 9 C SB LTR 1093 3336 0 . 577 0 .328 25 . 8 D 25 . 8 D Intersection Delay = 32 . 6 sec/veh Intersection LOS = D Lost Time/Cycle, L = 0 . 0 sec Critical v/c (x) . ..0..,..44.13- 0 . 686 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Osborne Road (N-S) Route 1 Analyst : JLS File Name : OSBNP1 .HC9 Area Type : Other 11-1-96 PM Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 1 < > 1 < > 2 1 > 2 < Volumes 60 100 10 150 70 40 10 490 120 20 690 60 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 14 . 0 14 . 0 12 . 0 9 . 0 10 . 0 Grade 0 0 0 0 % Heavy Veh 2 2 2 2 2 2 2 2 3 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * * Right * Right * * Peds Peds WB Left * SB Left * * Thru * Thru * * Right * Right * * Peds Peds NB Right EB Right SB Right WB Right Green 20 . OP 30 . OP Green 8 . OP 26 . OP 10 . OP Yellow/AR 5 . 0 5 . 0 Yellow/AR 5 . 0 5 . 0 5 . 0 Cycle Length: 119 secs Phase combination order: #1 #2 #5 #6 #7 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 293 1742 0. 646 0.168 38 .5 D 38 . 5 D WB LTR 428 1698 0 . 675 0 .252 33 .4 D 33 .4 D NB LT 1279 3713 0 .456 0 .345 23 .2 C 22 . 9 C R 486 1411 0.274 0 .345 21.5 C SB LTR 1105 3371 0.814 0 .328 31 .2 D 31.2 D Intersection Delay = 29 .3 sec/veh Intersection LOS = D Lost Time/Cycle, L = 0 . 0 sec Critical v/c (x) = f..494a 0. 674 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Osborne Road (N-S) Route 1 Analyst : JLS File Name : OSBNS1 .HC9 Area Type : Other 11-1-96 SA Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- --- - -- -- ---- ---- No. Lanes > 1 < > 1 < > 2 1 > 2 < Volumes 40 60 40 240 70 60 10 580 170 50 640 70 PHF or PK15 0 . 70 0 . 70 0 . 70 0 . 87 0 . 87 0 . 87 0 . 91 0 . 91 0 . 91 0 . 95 0 . 95 0 . 95 Lane W (ft) 14 . 0 14 . 0 12 . 0 9 . 0 10 . 0 Grade 0 0 0 0 % Heavy Veh 2 2 2 2 2 2 2 2 3 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * * Right * Right * * Peds Peds WB Left * SB Left * * Thru * Thru * * Right * Right * * Peds Peds NB Right EB Right SB Right WB Right Green 20 . OP 30 . OP Green 8 . OP 26 . OP 10 . OP Yellow/AR 5 . 0 5 . 0 Yellow/AR 5 . 0 5 . 0 5 . 0 Cycle Length: 119 secs Phase combination order: #1 #2 #5 #6 #7 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 284 1688 0 . 705 0 . 168 40 . 8 E 40 . 8 E _ WB LTR 426 1690 0 . 998 0 .252 66 . 7 F 66 . 7 F NB LT 1280 3715 0 . 531 0 .345 24 . 1 C 23 . 8 C R 486 1411 0 .385 0 .345 22 . 7 C SB LTR 1050 3204 0 . 801 0 .328 30 . 9 D 30 . 9 D Intersection Delay = 35 . 6 sec/veh Intersection LOS = D Lost Time/Cycle, L = 0 . 0 sec Critical v/c (x) = II..-G99 0.780 F HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Old Post Road (N-S) Route 1 Analyst : JLS File Name : OLDNAl .HC9 Area Type : Other 11-1-96 AM Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- - --- No. Lanes 1 1 1 1 1 1 Volumes 10 170 290 540 320 10 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 9 . 0 9 . 0 9 . 5 10 . 0 12 . 0 12 . 0 Grade 0 0 0 Heavy Veh 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru Thru * * Right * Right Peds Peds WB Left SB Left Thru Thru * Right Right * Peds Peds NB Right EB Right * SB Right WB Right Green 5 . OA Green 30 . OP 20 . OA Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 70 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 114 1593 0. 097 0 .071 19 . 6 C 9 .2 B R 611 1425 0 .309 0 .429 8 .6 B NB L 463 1622 0 . 695 0 .286 17 .5 C 7.2 B T 1366 1739 0.439 0 . 786 1 .7 A SB T 798 1863 0 .446 0 .429 9 .4 B 9 .3 B R 678 1583 0 . 016 0 .429 7 .4 B Intersection Delay = 8 . 0 sec/veh Intersection LOS = B Lost Time/Cycle, L = 15 . 0 sec . Critical v/c (x) = 0 .505 1 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 j Center For Microcomputers In Transportation Streets : (E-W) Old Post Road (N-S) Route 1 Analyst : JLS File Name : OLDNP1 .HC9 Area Type : Other 11-1-96 PM Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- --- - ---- - --- ---- ---- No. Lanes 1 1 1 1 1 1 Volumes 20 260 140 430 500 10 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 9 . 0 9 . 0 9 . 5 10 . 0 12 . 0 12 . 0 Grade 0 0 0 Heavy Veh 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru Thru * * Right * Right Peds Peds WB Left SB Left Thru Thru * Right Right * Peds Peds NB Right EB Right * SB Right WB Right Green 5 . OA Green 30 . OP 20 . OA Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 70 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 114 1593 0 .193 0 . 071 19 . 9 C 10 .4 B R 611 1425 0 .473 0 .429 9 .7 B NB L 463 1622 0 .337 0 .286 12 . 9 B 4 .3 A T 1366 1739 0 .350 0 .786 1 .5 A SB T 798 1863 0 .696 0 .429 12 .4 B 12 .3 B R 678 1583 0 . 016 0 .429 7 .4 B Intersection Delay = 8 . 6 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 585 HCM: SIGNALIZED .INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Old Post Road (N-S) Route 1 Analyst : JLS File Name : OLDNS1 .HC9 Area Type : Other 11-1-96 SA Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- - --- ---- ---- ---- No. Lanes 1 1 1 1 1 1 Volumes 20 190 140 520 480 10 PHF or PK15 0 . 78 0 . 78 0 . 88 0 . 88 0 . 79 0 . 79 Lane W (ft) 9 . 0 9 . 0 9 . 5 10 . 0 12 . 0 12 . 0 Grade 0 0 0 Heavy Veh 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru Thru * * Right * Right Peds Peds WB Left SB Left Thru Thru * Right Right * Peds Peds NB Right EB Right * SB Right WB Right Green 5 . OA Green 30 . OP 20 . OA Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 70 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 114 1593 0 .228 0 .071 20 . 0 C 10 .2 B R 611 1425 0 .400 0 .429 9 . 1 B NB L 463 1622 0 .343 0 .286 13 . 0 B 4 . 1 A T 1366 1739 0 .433 0 .786 1 . 7 A SB T 798 1863 0 .761 0 .429 14 . 0 B 13 . 8 B R 678 1583 0 . 019 0 .429 7 .4 B Intersection Delay = 8 . 8 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 581 A L HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-21-1996 Center For Microcomputers In Transportation Streets : (E-W) Milton/Cross Street (N-S) Route 1 Analyst : JLS File Name : CRONAI .HC9 Area Type : Other 11-1-96 AM Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- --- - - --- ---- - --- No. Lanes 1 1 2 > 2 1 1 < Volumes 10 10 430 10 550 400 380 50 PHF or PK15 0 . 82 0 . 82 0 . 74 0 . 94 0 . 94 0 . 95 0 . 95 0 . 95 Lane W (ft) 10 . 0 10 . 0 10 . 0 10 . 0 11 . 0 12 . 0 Grade 0 0 0 0 Heavy Veh 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) Y 10 . 8 s (Y/N) Y 13 . 3 s (Y/N) Y 7 . 8 s (Y/N) Y 7 . 8 Arr Type 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . , Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru Thru * Right * Right Peds Peds WB Left SB Left * Thru Thru * * Right Right * * Peds Peds NB Right EB Right SB Right WB Right * Green 7 . OA Green 25 . OP 53 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 116 1652 0 . 104 0 . 070 28 .2 D 28 . 2 D R 103 1478 0 . 116 0 . 070 28 .2 D WB R 1567 2956 0 .419 0 . 530 9 .3 B 9 .3 B NB LT 779 3117 0 .803 0 .250 27. 0 D 27 . 0 D SB L 907 1711 0 .464 0 . 530 9 .7 B 5 .4 B TR 1519 1830 0 .298 0 . 830 1.3 A Intersection Delay = 13 . 0 sec/veh Intersection LOS = B Lost Time/Cycle, L = 15 . 0 sec Critical v/c (x) = 0 . 535 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-21-1996 Center For Microcomputers In Transportation Streets : (E-W) Milton/Cross Street (N-S) Route 1 Analyst : JLS File Name : CRONP1 .HC9 Area Type : Other 11-1-96 PM Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R - --- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- --- - No. Lanes 1 1 2 > 2 1 1 < Volumes 80 60 370 20 460 490 680 70 PHF or PK15 0 . 75 0 . 75 0 . 86 0 . 85 0 . 85 0 . 94 0 . 94 0 . 94 Lane W (ft) 10 . 0 10 . 0 10 . 0 10 . 0 11 . 0 12 . 0 Grade 0 0 0 0 96- Heavy Veh 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) Y 10 . 8 s (Y/N) Y 13 . 3 s (Y/N) Y 7 . 8 s (Y/N) Y 7 . 8 Arr Type 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru Thru * Right * Right Peds Peds WB Left SB Left * Thru Thru * * Right Right * * Peds Peds NB Right EB Right SB Right WB Right * Green 7 . OA Green 25 . OP 53 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 116 1652 0 . 925 0 . 070 72 . 9 F 62 . 6 F R 103 1478 0 . 773 0 . 070 48 . 9 E WB R 1567 2956 0 .310 0 . 530 8 . 6 B 8 . 6 B NB LT 652 2608 0 . 910 0 .250 35 . 6 D 35 . 6 D SB L 907 1711 0 .575 0 .530 10 . 9 B 5 . 5 B TR 1525 1837 0 .523 0 . 830 1. 9 A Intersection Delay = 17 . 1 sec/veh Intersection LOS = C Lost Time/Cycle, L = 15 . 0 sec Critical v/c (x) = 0 . 702 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-21-1996 Center For Microcomputers In Transportation Streets : (E-W) Milton/Cross Street (N-S) Route 1 Analyst : JLS File Name : CRONS1 .HC9 Area Type : Other 11-1-96 SA Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- - - -- ---- ---- No. Lanes 1 1 2 > 2 1 1 < Volumes 10 10 440 10 550 480 670 20 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 10 . 0 10 . 0 10 . 0 10 . 0 11 . 0 12 . 0 Grade 0 0 0 0 96 Heavy Veh 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) Y 10 . 8 s (Y/N) Y 13 . 3 s (Y/N) Y 7 . 8 s (Y/N) Y 7 . 8 Arr Type 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . 1 Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * Thru Thru * Right * Right Peds Peds WB Left SB Left * Thru Thru * * Right Right * * Peds Peds NB Right EB Right SB Right WB Right * Green 7 . OA Green 25 . OP 53 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 116 1652 0 . 095 0 . 070 28 .1 D 28 . 1 D R 103 1478 0 .106 0 . 070 28 .2 D WB R 1567 2956 0 .353 0 .530 8 . 8 B 8 . 8 B NB LT 743 2973 0 .879 0 .250 31 . 6 D 31. 6 D SB L 907 1711 0 .588 0 .530 11. 1 B 5 . 6 B TR 1540 1855 0 .498 0 . 830 1 . 8 A Intersection Delay = 13 .2 sec/veh Intersection LOS = B Lost Time/Cycle, L = 15 . 0 sec Critical v/c (x) = 0 . 634 L HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-21-1996 Center For Microcomputers In Transportation Streets : (E-W) Purchase Street (N-S) Route 1 Analyst : JLS File Name : PURNA3 .HC9 Area Type : Other 11-1-96 AM Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- - --- ---- ---- No. Lanes 2 1 1 2 Volumes 410 440 550 410 PHF or PK15 0 . 96 0 . 88 0 . 88 0 . 93 Lane W (ft) 10 . 0 10 . 0 10 . 0 9 . 0 Grade 0 0 0 Heavy Veh 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left * * Thru Thru * * * Right Right Peds Peds WB Left SB Left Thru Thru * Right Right * Peds Peds NB Right EB Right * SB Right WB Right Green Green 55 . OP 25 . OP 5 . OP Yellow/AR Yellow/AR 5 . 0 5 . 0 5 . 0 Cycle Length: 100 secs Phase combination order: #5 #6 #7 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB R 1626 2956 0 .297 0 .550 9 . 2 B 9 .2 B _ NB L 1074 1652 0 .466 0 . 650 6 . 9 B 3 .2 A T 1652 1739 0 .378 0 . 950 0 .2 A SB T 838 3353 0 .552 0 .250 25 .4 D 25 .4 D Intersection Delay = 9 .6 sec/veh Intersection LOS = B Lost Time/Cycle, L = 15 . 0 sec Critical v/c (x) = 0 .519 L HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-21-1996 Center For Microcomputers In Transportation Streets : (E-W) Purchase Street (N-S) Route 1 Analyst : JLS File Name : PURNP1 .HC9 Area Type : Other 11-1-96 PM Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 2 1 1 2 Volumes 550 370 530 690 PHF or PK15 0 . 60 0 . 96 0 . 96 0 . 79 Lane W (ft) 10 . 0 10 . 0 10 . 0 9 . 0 Grade 0 0 0 96- Heavy Veh 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left * * Thru Thru * * * Right Right Peds Peds WB Left SB Left Thru Thru * Right Right * Peds Peds NB Right EB Right * SB Right WB Right Green Green 55 . OP 25 . OP 5 . OP Yellow/AR Yellow/AR 5 . 0 5 . 0 5 .0 Cycle Length: 100 secs Phase combination order: #5 #6 #7 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB R 1626 2956 0 . 637 0 . 550 12 .4 B 12 .4 B . NB L 1074 1652 0 .359 0 . 650 6 .2 B 2 .6 A T 1652 1739 0 .334 0 . 950 0 .2 A SB T 838 3353 1. 094 0 .250 83 . 6 F 83 . 6 F Intersection Delay = 31 . 9 sec/veh Intersection LOS = D Lost Time/Cycle, L = 15 . 0 sec Critical v/c (x) = 0 . 596 .,i. HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-21-1996 Center For Microcomputers In Transportation Streets : (E-W) Purchase Street (N-S) Route 1 Analyst : JLS File Name : PURNS1 .HC9 Area Type : Other 11-1-96 SA Peak Comment : 2011 Future Traffic - Null Condition __ Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 2 1 1 2 Volumes 480 380 620 690 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 90 Lane W (ft) 10 . 0 10 . 0 10 . 0 9 . 0 Grade 0 0 0 96- Heavy Veh 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left * * Thru Thru * * * Right Right Peds Peds WB Left SB Left Thru Thru * Right Right * Peds Peds NB Right EB Right * SB Right WB Right Green Green 55 . OP 25 . OP 5 . OP Yellow/AR Yellow/AR 5 . 0 5 . 0 5 . 0 Cycle Length: 100 secs Phase combination order: #5 #6 #7 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB R 1626 2956 0 .370 0 .550 9 . 7 B 9 . 7 B NB L 1074 1652 0 .393 0 . 650 6 .4 B 2 . 6 A T 1652 1739 0 .417 0 . 950 0 .3 A SB T 838 3353 0 . 960 0 .250 44 .3 E 44 .3 E Intersection Delay = 17 . 6 sec/veh Intersection LOS = C Lost Time/Cycle, L = 15 . 0 sec Critical v/c (x) = 0 .583 1 j HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation ----------------------------------------------------------------------- Streets : (E-W) Peck Avenue (N-S) Route 1 Analyst : JLS File Name : PECNAl .HC9 Area Type : Other 11-1-96 AM Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 2 < 1 2 Volumes 120 180 560 130 390 670 PHF or PK15 0 . 80 0 . 80 0 . 77 0 . 77 0 . 86 0 . 86 Lane W (ft) 11 . 0 12 . 0 12 . 0 11 . 0 12 . 0 Grade 0 0 0 96 Heavy Veh 2 2 3 3 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 ' Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru * Right Right * Peds Peds WB Left * SB Left * * Thru Thru * * Right * Right Peds Peds NB Right EB Right SB Right WB Right * Green 10 . OP Green 40 . OP 10 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 75 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS WB L 228 1711 0 .658 0 .133 28 . 1 D 20 .3 C R 528 1583 0 .426 0 .333 15 . 1 C _ NB TR 1912 3585 0 .492 0 .533 8 . 6 B 8 . 6 B SB L 446 1711 1. 016 0 .400 55 .6 E 21 . 5 C T 2732 3725 0 .299 0 .733 2 . 6 A Intersection Delay = 16 . 6 sec/veh Intersection LOS = C Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 952 J w HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Peck Avenue (N-S) Route 1 i; Analyst : JLS File Name : PECNP1 .HC9 Area Type : Other 11-1-96 PM Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 1 1 2 < 1 2 Volumes 220 220 660 180 370 700 PHF or PK15 0 . 86 0 . 86 0 . 91 0 . 91 0 . 89 0 . 89 Lane W (ft) 11 . 0 12 . 0 12 . 0 11 . 0 12 . 0 Grade 0 0 0 96 Heavy Veh 2 2 3 3 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru * Right Right * Peds Peds WB Left * SB Left * * Thru Thru * * Right * Right Peds Peds NB Right EB Right SB Right WB Right * Green 10 . OP Green 40 . OP 10 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 75 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS WB L 228 1711 1.122 0 . 133 118 . 0 F 66. 8 F R 528 1583 0 .485 0 .333 15 .7 C NB TR 1905 3571 0 .509 0 . 533 8 .7 B 8 .7 B SB L 440 1711 0 .945 0 .400 39 . 7 D 15. 1 C T 2732 3725 0 .302 0 . 733 2 .6 A Intersection Delay = 22 . 5 sec/veh Intersection LOS = C Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 1. 002 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Peck Avenue (N-S) Route 1 Analyst : JLS File Name : PECSP1 .HC9 Area Type : Other 11-1-96 SA Peak Comment : 2011 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 1 1 2 < 1 2 Volumes 170 130 570 200 320 610 PHF or PK15 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 Lane W (ft) 11 . 0 12 . 0 12 . 0 11 . 0 12 . 0 Grade 0 0 0 96- Heavy Veh 2 2 3 3 2 2 j Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations i Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru * Right Right * Peds Peds WB Left * SB Left * * Thru Thru * * Right * Right Peds Peds NB Right EB Right SB Right WB Right * Green 10 . OP Green 40 . OP 10 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 75 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: , Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS WB L 228 1711 0 . 811 0 . 133 37 . 1 D 27 .1 D R 528 1583 0 .267 0 .333 14 . 0 B NB TR 1891 3546 0 .465 0 .533 8 .4 B 8 .4 B SB L 461 1711 0 .755 0 .400 20 .2 C 8 .4 B T 2732 3725 0 .255 0 .733 2 . 5 A Intersection Delay = 11 .1 sec/veh Intersection LOS = B Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 895 AL HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) I287/I95 Ramps (N-S) Route 1 Analyst : JLS File Name : 287ENAl .HC9 Area Type : Other 11-1-96 AM Peak Comment : 2001 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes 1 1 2 1 1 Volumes 550 640 360 360 360 PHF or PK15 0 . 92 0 . 92 0 . 88 0 . 78 0 . 78 Lane W (ft) 12 . 0 16 . 0 12 . 0 11 . 0 13 . 0 Grade 0 0 0 96- Heavy Veh 2 2 3 3 3 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left Thru Thru * Right * Right Peds Peds WB Left SB Left * * Thru Thru * * Right Right Peds Peds NB Right EB Right SB Right WB Right Green 25 . OP Green 10 . OP 50 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 442 1770 1.351 0 .250 * * * * R 448 1794 1 .552 0 .250 * * NB T 1844 3689 0 .233 0 . 500 10 . 8 B 10 . 8 B SB L 504 1694 0 . 917 0 .250 24 . 1 C 15 .2 C T 1239 1906 0 .373 0 . 650 6 .2 B Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one. Calculation of D1 is infeasable. l HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) I287/I95 Ramps (N-S) Route 1 Analyst : JLS File Name : 287ENP1 .HC9 Area Type : Other 11-1-96 PM Peak Comment : 2011 Future Traffic - Null Condition __ Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- - --- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 2 1 1 Volumes 470 500 550 380 570 PHF or PK15 0 . 96 0 . 96 0 . 97 0 . 83 0 . 83 Lane W (ft) 16 . 0 12 . 0 12 . 0 11 . 0 13 . 0 Grade 0 0 0 Heavy Veh 1 1 2 1 1 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left Thru Thru * Right * Right Peds Peds WB Left SB Left * * Thru Thru * * Right Right Peds Peds NB Right EB Right SB Right WB Right Green 40 . OA Green 20 . OA 30 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 105 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 771 2025 0 . 635 0 .381 18 .4 C 23 . 0 C R 609 1599 0 . 855 0 .381 27. 3 D NB T 1064 3725 0 .559 0 .286 21 . 1 C 21 .1 C SB L 427 1728 1 . 073 0 .429 74 . 0 F 37. 5 D T 1018 1944 0 . 675 0 .524 13 . 1 B Intersection Delay = 28 . 6 sec/veh Intersection LOS = D Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 1 . 057 HCM: SIGNALIZED .INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) I287/I95 Ramps (N-S) Route 1 Analyst : JLS File Name : 287ENS1 .HC9 Area Type : Other 11-1-96 SA Peak Comment : 2011 Future Traffic - Null Condition _ Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 2 1 1 Volumes 510 400 610 370 610 PHF or PK15 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 f Lane W (ft) 12 . 0 16 . 0 12 . 0 11 . 0 13 . 0 Grade 0 0 0 Heavy Veh 1 1 1 1 1 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left Thru Thru * Right * Right Peds Peds WB Left SB Left * * Thru Thru * * Right Right Peds Peds NB Right EB Right SB Right WB Right Green 25 . OA Green 10 . OA 50 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 100 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 447 1787 1.240 0 .250 * * * * R 453 1812 0 . 960 0 .250 47 . 6 E NB T 1881 3762 0 .370 0 . 500 10 . 0 B 10 . 0 B SB L 339 1728 1. 186 0 .250 * * * * T 1264 1944 0 . 525 0 . 650 6 .3 B Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one. Calculation of Dl is infeasable. HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Grace Church/Purdy (N-S) Route 1 Analyst : JLS File Name : GRANAI .HC9 Area Type : CBD 11-1-96 AM Peak Comment : 2001 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- --- - ---- ---- ---- ---- No. Lanes > 2 < > 1 1 > 1 < > 1 1 Volumes 180 180 60 30 90 10 90 220 1 20 210 170 PHF or PK15 0 . 90 0 . 90 0 . 90 0 . 91 0 . 91 0 . 91 0 . 85 0 . 85 0 . 85 0 . 94 0 . 94 0 . 94 Lane W (ft) 10 . 0 10 . 0 8 . 0 16 . 0 10 . 0 10 . 0 Grade 0 0 0 0 Heavy Veh 6 6 6 9 9 9 3 3 3 6 6 6 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 79 12 45 22 Ped Button (Y/N) Y 8 . 5 s (Y/N) Y 11 . 8 s (Y/N) Y 12 . 5 s (Y/N) Y 10 . 3 Arr Type 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * * NB Left * Thru * * Thru * Right * * Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 15 . OA 15 . OA Green 25 . OA Yellow/AR 5 . 0 5 . 0 Yellow/AR 5 . 0 Cycle Length: 70 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 1338 2676 0 . 366 0 .500 7 . 0 B 7 . 0 B WB LT 209 976 0 . 631 0 .214 20 .3 C 19 . 8 C R 248 1156 0 . 044 0 .214 14 . 1 B NB LTR 388 1086 0 . 944 0 .357 37 . 0 D 37. 0 D SB LT 471 1319 0 . 518 0 .357 12 . 3 B 11. 8 B R 457 1280 0 .396 0 .357 11.2 B Intersection Delay = 17.4 sec/veh Intersection LOS = C Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 607 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 1 Center For Microcomputers In Transportation Streets : (E-W) Grace Church/Purdy (N-S) Route 1 I Analyst : JLS File Name : GRANP1 .HC9 1 Area Type : CBD 11-1-96 PM Peak Comment : 2001 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 2 < > 1 1 > 1 < > 1 1 Volumes 300 100 70 50 210 10 90 270 10 30 250 330 PHF or PK15 0 . 93 0 . 93 0 . 93 0 . 84 0 . 84 0 . 84 0 . 88 0 . 88 0 . 88 0 . 84 0 . 84 0 . 84 Lane W (ft) 10 . 0 10 . 0 8 . 0 16 . 0 10 . 0 10 . 0 Grade 0 0 0 0 % Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 14 10 45 102 Ped Button (Y/N) Y 8 . 5 s (Y/N) Y 11 . 8 s (Y/N) Y 12 . 5 s (Y/N) Y 10 . 3 Arr Type 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * * NB Left * Thru * * Thru * Right * * Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 15 . OA 15 . OA Green 25 . OA Yellow/AR 5 . 0 5 . 0 Yellow/AR 5 . 0 Cycle Length: 70 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group : Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 1252 2504 0 .424 0 . 500 7 .3 B 7 . 3 B WB LT 213 996 1 .452 0 .214 * * * * R 265 1235 0 . 045 0 .214 14 . 1 B NB LTR 311 870 1.352 0 .357 * * * * SB LT 396 1109 0 . 843 0 . 357 23 . 9 C 22 .5 C R 475 1330 0 .827 0 .357 21.3 C Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one. Calculation of D1 is infeasable. 1 HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 12-03-1996 Center For Microcomputers In Transportation Streets : (E-W) Grace Church/Purdy (N-S) Route 1 Analyst : JLS File Name : GRANS1 .HC9 Area Type : CBD 11-1-96 SA Peak Comment : 2001 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > 2 < > 1 1 > 1 < > 1 1 Volumes 320 180 80 20 80 30 80 240 1 70 270 350 PHF or PK15 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 Lane W (ft) 10 . 0 10 . 0 8 . 0 16 . 0 10 . 0 10 . 0 Grade 0 0 0 0 96 Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 14 10 45 102 Ped Button (Y/N) Y 8 . 5 s (Y/N) Y 11 . 8 s (Y/N) Y 12 . 5 s (Y/N) Y 10 . 3 Arr Type 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * * NB Left * Thru * * Thru * Right * * Right * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 15 . OA 15 . OA Green 25 . OA Yellow/AR 5 . 0 5 . 0 Yellow/AR 5 . 0 Cycle Length: 70 secs Phase combination order: #1 #2 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 1356 2712 0 .489 0 .500 7 . 7 B 7. 7 B WB LT 207 967 0 .526 0 .214 17 . 7 C 16 . 9 C R 265 1235 0 .125 0 .214 14 .4 B NB LTR 299 836 1. 169 0 .357 * * * * SB LT 308 861 1.200 0 .357 * * * * R 475 1330 0 . 800 0 .357 19 . 6 C Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one. Calculation of D1 is infeasable. HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Westchester Avenue (N-S) Route 1 Analyst : JLS File Name : WESNAI .HC9 Area Type : CBD 11-1-96 AM Peak Comment : 2001 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- - --- ---- ---- - --- No. Lanes 1 1 < 1 1 < 1 < > 1 1 Volumes 120 230 140 20 160 30 370 30 10 230 120 PHF or PK15 0 . 91 0 . 91 0 . 91 0 . 96 0 . 96 0 . 96 0 . 89 0 . 89 0 . 85 0 . 85 0 . 85 Lane W (ft) 10 . 0 10 . 0 10 . 0 10 . 0 11 . 0 10 . 0 13 . 0 Grade 0 0 0 0 Heavy Veh 3 3 3 8 8 8 3 3 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) Y 20 (Y/N) N Bus Stops 0 0 0 0 Con. Peds 86 161 18 85 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * * Right * Right * * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 25 . OA Green 5 . OP 45 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 90 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 211 760 0 . 625 0 .278 22 .3 C 47. 7 E TR 406 1462 1 . 002 0 .278 55 . 9 E WB L 80 236 0 .262 0 .278 16 . 8 C 18 .2 C TR 401 1443 0 .494 0 .278 18 .4 C NB TR 698 1142 0 . 645 0 . 611 8 . 7 B 8 . 7 B SB LT 720 1441 0 .393 0 . 500 9 .2 B 8 . 8 B R 736 1472 0 . 192 0 . 500 8 . 1 B Intersection Delay = 22 . 9 sec/veh Intersection LOS = C Lost Time/Cycle, L = 10 . 0 sec Critical v/c (x) = 0 . 756 _- HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Westchester Avenue (N-S) Route 1 Analyst : JLS File Name : WESNP1 .HC9 Area Type : CBD 11-1-96 PM Peak Comment : 2001 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 < 1 1 < 1 < > 1 1 Volumes 160 180 210 50 240 30 540 30 20 430 170 PHF or PK15 0 . 94 0 . 94 0 . 94 0 . 89 0 . 89 0 . 89 0 . 80 0 . 80 0 . 91 0 . 91 0 . 91 Lane W (ft) 10 . 0 10 . 0 10 . 0 10 . 0 11 . 0 10 . 0 13 . 0 Grade 0 0 0 0 Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) Y 20 (Y/N) N Bus Stops 0 0 0 0 Con. Peds 137 128 67 157 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * * Right * Right * * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 25 . OA Green 5 . OP 45 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 90 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 113 407 1.504 0 .278 * * * * TR 399 1438 1. 036 0 .278 66 .2 F WB L 80 250 0 .700 0 .278 34 . 0 D 24 .4 C TR 427 1538 0 .712 0 .278 22 . 7 C NB TR 706 1156 1. 008 0 . 611 39 .3 D 39 .3 D SB LT 648 1297 0 .763 0 .500 15 .5 C 13 .5 B R 736 1472 0 .254 0 .500 8 .4 B Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one. Calculation of D1 is infeasable. L HCM: SIGNALIZED .INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Westchester Avenue (N-S) Route 1 Analyst : JLS File Name : WESNS1 .HC9 Area Type : CBD 11-1-96 SA Peak Comment : 2001 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 1 1 < 1 1 < 1 < > 1 1 Volumes 160 150 240 90 210 50 580 60 30 370 130 PHF or PK15 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 0 . 92 Lane W (ft) 10 . 0 10 . 0 10 . 0 10 . 0 11 . 0 10 . 0 13 . 0 Grade 0 0 0 0 Heavy Veh 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) Y 20 (Y/N) N Bus Stops 0 0 0 0 Con. Peds 137 128 66 157 Ped Button (Y/N) N (Y/N) N (Y/N) N (Y/N) N Arr Type 3 3 3 3 3 3 3 RTOR Vols 0 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left * NB Left * * Thru * Thru * * Right * Right * * Peds Peds WB Left * SB Left * Thru * Thru * Right * Right * Peds Peds NB Right EB Right SB Right WB Right Green 25 . OA Green 5 . OP 45 . OP I Yellow/AR 5 . 0 Yellow/AR 5 . 0 5 . 0 Cycle Length: 90 secs Phase combination order: #1 #5 #6 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB L 129 465 1 .347 0 .278 * * * * TR 394 1420 1. 075 0 .278 80 .3 F WB L 80 250 1 .225 0 .278 * * * * TR 422 1520 0 . 668 0 .278 21.4 C NB TR 701 1147 0 . 992 0 . 611 35 .3 D 35 .3 D SB LT 565 1130 0 . 770 0 .500 16 .3 C 14 .2 B R 736 1472 0 .192 0 .500 8 .1 B Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one. Calculation of D1 is infeasable. 7pmm .....--- — HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Mill Street (N-S) Route 1 Analyst : JLS File Name : MILNAl .HC9 Area Type : CBD 10-31-96 AM Peak Comment : 2001 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > < 1 1 > 1 Volumes 130 180 370 140 230 280 PHF or PK15 0 . 94 0 . 94 0 . 82 0 . 82 0 . 91 0 . 91 Lane W (ft) 17 . 0 11 . 0 11 . 0 13 . 0 Grade 0 0 0 96 Heavy Veh 2 2 4 4 3 3 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) Y 8 .4 s (Y/N) Y 4 . 0 s (Y/N) Y 4 . 0 Arr Type 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop . Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru * Right Right * Peds Peds WB Left * SB Left * Thru Thru * Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 25 . OA Green 55 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 Cycle Length: 90 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS WB LR 437 1574 0 .752 0 . 278 24 . 1 C 24 . 1 C NB T 971 1589 0 .464 0 . 611 6 .4 B 6 . 0 B R 826 1351 0 .207 0 . 611 5 . 1 B SB LT 383 626 1.466 0 . 611 * * * * Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one. Calculation of D1 is infeasable. A T HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 .4c 11-01-1996 Center For Microcomputers In Transportation ---------------------- ------________ Streets : (E-W) Mill Street (N-S) Route 1 Analyst : JLS File Name : MILNP1 .HC9 Area Type : CBD 10-31-96 PM Peak Comment : 2001 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes > < 1 1 > 1 Volumes 200 230 320 150 210 450 PHF or PK15 0 . 84 0 . 84 0 . 88 0 . 88 0 . 87 0 . 87 Lane W (ft) 17 . 0 11 . 0 11 . 0 13 . 0 Grade 0 0 0 % Heavy Veh 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) Y 8 .4 s (Y/N) Y 4 . 0 s (Y/N) Y 4 . 0 Arr Type 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru * Right Right * Peds Peds WB Left * SB Left * Thru Thru * Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 25 . OA Green 55 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 Cycle Length: 90 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS WB LR 439 1582 1. 165 0 .278 * * * * NB T 991 1621 0 .367 0 . 611 5 . 8 B 5 .5 B R 842 1378 0 . 202 0 . 611 5 . 0 A SB LT 594 972 1 .276 0 . 611 * * * * Intersection Delay = * (sec/veh) Intersection LOS = * (g/C) * (V/c) is greater than one. Calculation of D1 is infeasable. ----------------------------------------------------------------------- _I1 i HCM: SIGNALIZED INTERSECTION SUMMARY Version 2 . 4c 11-01-1996 Center For Microcomputers In Transportation Streets : (E-W) Mill Street (N-S) Route 1 Analyst : JLS File Name : MILXS1 .HC9 Area Type : CBD 9-6-96 Sa Peak Comment : 2001 Future Traffic - Null Condition Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- -- -- ---- No. Lanes > < 1 1 > 1 Volumes 180 210 300 100 170 390 PHF or PK15 0 . 95 0 . 95 0 . 83 0 . 83 0 . 92 0 . 92 Lane W (ft) 17 . 0 11 . 0 11 . 0 13 . 0 Grade 0 0 0 Heavy Veh 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 Con. Peds 0 0 0 0 Ped Button (Y/N) Y 8 . 4 s (Y/N) Y 4 . 0 s (Y/N) Y 4 . 0 Arr Type 3 3 3 3 RTOR Vols 0 0 0 Lost Time 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 5 . 00 Prop. Share Prop. Prot . Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Left NB Left Thru Thru * Right Right * Peds Peds WB Left * SB Left * Thru Thru * Right * Right Peds Peds NB Right EB Right SB Right WB Right Green 25 . OA Green 55 . OP Yellow/AR 5 . 0 Yellow/AR 5 . 0 Cycle Length: 90 secs Phase combination order: #1 #5 Intersection Performance Summary Lane Group: Adj Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS WB LR 439 1582 0 . 933 0 .278 39 . 9 D 39 . 9 D _ NB T 991 1621 0 .364 0 . 611 5 . 8 B 5 .5 B R 842 1378 0 . 142 0 . 611 4 . 8 A SB LT 608 995 1 . 002 0 . 611 39 . 7 D 39 . 7111111 D Intersection Delay = 28 . 8 sec/veh Intersection LOS = D Lost Time/Cycle, L = 8 . 0 sec Critical v/c (x) = 0 . 956 HCS : Unsignalized Intersections Release 2 . 1c HRPSBNA1 .HCO Page 1 ----------------------------------------------------------------------- Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets : (N-S) Route 1 (E-W) Hutchinson R. Pkway Major Street DirectionNS Length of Time Analyzed60 (min) Analyst JLS Date of Analysis 11/5/96 Other Information Future 2011 Traffic - Null Condition - AAA Two-way Stop-controlled Intersection Northbound Southbound Eastbound Westbound L T R L T R L T R L T R No. Lanes 0 2 < 0 1 2 0 0 0 1 0 > 0 < 0 Stop/Yield N N Volumes 1010 0 0 860 620 10 50 PHF 1 1 1 1 1 1 1 Grade 0 0 0 0 MC' s (%) SU/RV' s (%) CV' s (%) PCE' s 1 . 10 1 . 10 1 . 10 1. 10 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5 . 50 2 . 10 Right Turn Minor Road 5 . 50 2 . 60 Through Traffic Minor Road 6 . 50 3 .30 Left Turn Minor Road 7 . 00 3 .40 4 T HCS : Unsignalized Intersections Release 2 . 1c HRPSBNAI .HCO Page 2 Worksheet for TWSC Intersection Step 1 : RT from Minor Street WB EB Conflicting Flows : (vph) 505 430 , Potential Capacity: (pcph) 768 838 Movement Capacity: (pcph) 768 838 Prob. of Queue-Free State : 0 . 93 0 . 19 Step 2 : LT from Major Street SB NB Conflicting Flows : (vph) 1010 Potential Capacity: (pcph) 492 Movement Capacity: (pcph) 492 Prob. of Queue-Free State : 1. 00 Step 4 : LT from Minor Street WB EB Conflicting Flows : (vph) 1870 Potential Capacity: (pcph) 67 Major LT, Minor TH Impedance Factor: 1 . 00 Adjusted Impedance Factor: 1 . 00 Capacity Adjustment Factor due to Impeding Movements 0 .19 Movement Capacity: (pcph) 12 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh) 22 . 1 EB R 682 838 22 . 1 11 . 5 D WB L 11 12 > 67 349 .3 8 . 5 F 349 .3 WB R 55 768 > SB L 0 492 7 . 3 0 . 0 B 0 . 0 Intersection Delay = 13 . 6 sec/veh irT HCS: Unsignalized Intersections Release 2 . 1c HRPSBNP1.HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets : (N-S) Route 1 (E-W) Hutchinson R. Pkway Major Street DirectionNS Length of Time Analyzed60 (min) Analyst JLS Date of Analysis 11/5/96 Other Information Future 2011 Traffic - Null Condition - P M Two-way Stop-controlled Intersection Northbound Southbound Eastbound Westbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0 2 < 0 1 2 0 0 0 1 0 > 0 < 0 Stop/Yield N N Volumes 1430 0 80 1430 170 20 70 PHF 1 1 1 1 1 1 1 Grade 0 0 0 0 MC' s (%) SU/RV' s (9) CV' s (%) PCE' s 1.10 1. 10 1 . 10 1. 10 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5 . 50 2 . 10 Right Turn Minor Road 5 . 50 2 . 60 Through Traffic Minor Road 6 . 50 3 . 30 Left Turn Minor Road 7 . 00 3 .40 HCS : Unsignalized Intersections Release 2 . 1c HRPSBNP1 .HCO Page 2 Worksheet for TWSC Intersection Step 1 : RT from Minor Street WB EB Conflicting Flows : (vph) 715 715 Potential Capacity: (pcph) 601 601 Movement Capacity: (pcph) 601 601 Prob. of Queue-Free State : 0 . 87 0 . 69 Step 2 : LT from Major Street SB NB Conflicting Flows : (vph) 1430 Potential Capacity: (pcph) 293 Movement Capacity: (pcph) 293 Prob. of Queue-Free State : 0 . 70 Step 4 : LT from Minor Street WB EB Conflicting Flows : (vph) 2940 Potential Capacity: (pcph) 14 Major LT, Minor TH Impedance Factor: 0 . 70 Adjusted Impedance Factor: 0 . 70 Capacity Adjustment Factor due to Impeding Movements 0 .48 Movement Capacity: (pcph) 7 Intersection Performance Summary Avg. 950 Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh) 8 . 7 EB R 187 601 8 . 7 1.5 B WE L 22 7 > 30 * 35 . 7 F WB R 77 601 > SB L 88 293 17 . 5 1.4 C 0 . 9 Intersection Delay = 125 .4 sec/veh * The calculated value was greater than 999 . 9 . 1 HCS: Unsignalized Intersections Release 2 .1c HRPSBNS1 .HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets : (N-S) Route 1 (E-W) Hutchinson R. Pkway Major Street DirectionNS Length of Time Analyzed60 (min) Analyst JLS Date of Analysis 11/5/96 Other Information Future 2011 Traffic - Null Condition - Salt Two-way Stop-controlled Intersection Northbound Southbound Eastbound Westbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0 2 < 0 1 2 0 0 0 1 0 > 0 < 0 Stop/Yield N N Volumes 1330 0 80 710 330 20 60 PHF 1 1 1 1 1 1 1 Grade 0 0 0 0 MC' s (%) SU/RV' s (%) CV' s (o) PCE' s 1. 10 1 . 10 1. 10 1 . 10 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (t f) Left Turn Major Road 5 .50 2 . 10 Right Turn Minor Road 5 . 50 2 . 60 Through Traffic Minor Road 6 .50 3 . 30 Left Turn Minor Road 7 . 00 3 . 40 HCS : Unsignalized Intersections Release 2 . 1c HRPSBNS1 .HCO Page 2 Worksheet for TWSC Intersection Step 1 : RT from Minor Street WB EB Conflicting Flows : (vph) 665 355 Potential Capacity: (pcph) 637 915 Movement Capacity: (pcph) 637 915 Prob. of Queue-Free State : 0 . 90 0 . 60 Step 2 : LT from Major Street SB NB Conflicting Flows : (vph) 1330 Potential Capacity: (pcph) 331 Movement Capacity: (pcph) 331 Prob. of Queue-Free State: 0 .73 Step 4 : LT from Minor Street WB EB Conflicting Flows : (vph) 2120 Potential Capacity: (pcph) 47 Major LT, Minor TH Impedance Factor: 0 . 73 Adjusted Impedance Factor: 0 .73 Capacity Adjustment Factor due to Impeding Movements 0 .44 Movement Capacity: (pcph) 21 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh) 6 . 5 EB R 363 915 6 . 5 2 .2 B WB L 22 21 > 76 534 .3 13 .2 F 534 . 3 WB R 66 637 > SB L 88 331 14 . 8 1 .2 C 1. 5 Intersection Delay = 18 .2 sec/veh HCS : Unsignalized Intersections Release 2 . 1c HORNAI .HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets : (N-S) Route 1 (E-W) Hornidge Road Major Street DirectionNS Length of Time Analyzed60 (min) Analyst JLS Date of Analysis 11/5/96 Other Information Future 2011 Traffic - Null Condition - API Two-way Stop-controlled Intersection Northbound Southbound Eastbound Westbound L T R L T R L T R L T R No. Lanes 0 > 2 0 0 2 < 0 0 > 0 < 0 0 0 0 Stop/Yield N N Volumes 380 590 430 60 30 250 PHF 1 1 1 1 1 1 Grade 0 0 0 MC' s (%) SU/RV' s (%) CV' s (%) PCE' s 1. 10 1. 10 1. 10 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5 .50 2 . 10 Right Turn Minor Road 5 .50 2 . 60 Through Traffic Minor Road 6 . 50 3 .30 Left Turn Minor Road 7 . 00 3 .40 HCS: Unsignalized Intersections Release 2 . 1c HORNAI .HCO Page 2 Worksheet for TWSC Intersection Step 1 : RT from Minor Street WB EB Conflicting Flows : (vph) 245 Potential Capacity: (pcph) 1040 Movement Capacity: (pcph) 1040 Prob. of Queue-Free State: 0 . 74 Step 2 : LT from Major Street SB NB Conflicting Flows : (vph) 490 Potential Capacity: (pcph) 935 Movement Capacity: (pcph) 935 Prob. of Queue-Free State: 0 . 55 TH Saturation Flow Rate: (pcphpl) 3400 RT Saturation Flow Rate : (pcphpl) Major LT Shared Lane Prob. of Queue-Free State: 0 .46 Step 4 : LT from Minor Street WB EB Conflicting Flows : (vph) 1430 Potential Capacity: (pcph) 129 Major LT, Minor TH Impedance Factor: 0 .46 Adjusted Impedance Factor: 0 .46 Capacity Adjustment Factor due to Impeding Movements 0 .46 Movement Capacity: (pcph) 59 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh) EB L 33 59 > 374 49 . 5 10 .4 F 49 .5 EB R 275 1040 > NB L 418 935 7 . 0 2 .7 B 2 .7 Intersection Delay = 9 . 5 sec/veh T HCS: Unsignalized Intersections Release 2 . 1c HORNP1 .HCO Page 1 ----------------- --------------- Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 ---------------------- Streets : (N-S) Route 1 (E-W) Hornidge Road Major Street DirectionNS Length of Time Analyzed60 (min) Analyst JLS Date of Analysis 11/5/96 IL Other Information Future 2011 Traffic - Null Condition- "1 Two-way Stop-controlled Intersection ----------------------------------- Northbound Southbound Eastbound Westbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0 > 2 0 0 2 < 0 0 > 0 < 0 0 0 0 Stop/Yield N N Volumes 90 580 790 10 10 80 PHF 1 1 1 1 1 1 Grade 0 0 0 MC' s (%) SU/RV' s (o) CV' s (9,T) PCE' s 1 . 10 1. 10 1 . 10 11 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5 .50 2 .10 Right Turn Minor Road 5 . 50 2 . 60 Through Traffic Minor Road 6 . 50 3 .30 Left Turn Minor Road 7. 00 3 .40 1 HCS: Unsignalized Intersections Release 2 . 1c HORNP1 .HCO Page 2 ----------------------------------------------------------------------- Worksheet for TWSC Intersection Step 1 : RT from Minor Street WB EB Conflicting Flows : (vph) 400 Potential Capacity: (pcph) 868 Movement Capacity: (pcph) 868 Prob. of Queue-Free State : 0 . 90 Step 2 : LT from Major Street SB NB Conflicting Flows : (vph) 800 Potential Capacity: (pcph) 638 Movement Capacity: (pcph) 638 Prob. of Queue-Free State: 0 . 84 TH Saturation Flow Rate : (pcphpl) 3400 RT Saturation Flow Rate : (pcphpl) Major LT Shared Lane Prob. of Queue-Free State: 0 . 81 Step 4 : LT from Minor Street WB EB J Conflicting Flows : (vph) 1465 Potential Capacity: (pcph) 122 Major LT, Minor TH Impedance Factor: 0 . 81 Adjusted Impedance Factor: 0 . 81 Capacity Adjustment Factor 4 due to Impeding Movements 0 . 81 Movement Capacity: (pcph) 99 Intersection Performance Summary ;!aAvg. 950 Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh) EB L 11 99 > 466 9 . 8 0 . 9 B 9 . 8 EB R 88 868 > NB L 99 638 6 . 7 0 . 6 B 0 . 9 Intersection Delay = 1.0 sec/veh 1 HCS : Unsignalized Intersections Release 2 . 1c HORNS1 .HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets : (N-S) Route 1 (E-W) Hornidge Road Major Street DirectionNS Length of Time Analyzed60 (min) Analyst JLS Date of Analysis 11/5/96 Other Information Future 2011 Traffic - Null Condition. Sa.+. Two-way Stop-controlled Intersection Northbound Southbound Eastbound Westbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0 > 2 0 0 2 < 0 0 > 0 < 0 0 0 0 Stop/Yield N N Volumes 70 600 580 20 10 90 PHF 1 1 1 1 1 1 Grade 0 0 0 MC' s (Po-) SU/RV' s (a) CV' s (o) PCE's 1.10 1 .10 1 . 10 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road 5 .50 2 .10 Right Turn Minor Road 5 . 50 2 . 60 Through Traffic Minor Road 6 .50 3 .30 Left Turn Minor Road 7 . 00 3 .40 I HCS : Unsignalized Intersections Release 2 . 1c HORNS1 .HCO Page 2 Worksheet for TWSC Intersection Step 1 : RT from Minor Street WB EB Conflicting Flows : (vph) - 300 Potential Capacity: (pcph) 976 Movement Capacity: (pcph) 976 Prob. of Queue-Free State: 0 . 90 Step 2 : LT from Major Street SB NB Ip Conflicting Flows : (vph) 600 Potential Capacity: (pcph) 817 Movement Capacity: (pcph) 817 Prob. of Queue-Free State: 0 . 91 TH Saturation Flow Rate : (pcphpl) 3400 RT Saturation Flow Rate : (pcphpl) Major LT Shared Lane Prob. of Queue-Free State: 0 . 89 Step 4 : LT from Minor Street WB EB Conflicting Flows: (vph) 1260 Potential Capacity: (pcph) 166 Major LT, Minor TH Impedance Factor: 0 . 89 Adjusted Impedance Factor: 0 . 89 Capacity Adjustment Factor due to Impeding Movements 0 . 89 Movement Capacity: (pcph) 147 Intersection Performance Summary Avg. 95%- Flow 59Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph) (sec/veh) (veh) (sec/veh) EB L 11 147 > 624 7 . 0 0 .7 B 7. 0 EB R 99 976 > NB L 77 817 4 . 9 0 .3 A 0 .5 Intersection Delay = 0 . 8 sec/veh 1